660ITS Equipment Cabinets

101.01 Abbreviations ----------------------------------------------------------------------- 1

.02 Definitions --------------------------------------------------------------------------- 3 .03 Presumption ------------------------------------------------------------------------ 11 102 Bidding Requirement s and Conditions -------------------------------------------------- 13 102.001 Advertisement ---------------------------------------------------------------------- 13 .01 Prequalification of Bidders ------------------------------------------------------- 13 .02 Contents of Pr oposal Forms ------------------------------------------------------ 13 .03 Issuance of Proposal --------------------------------------------------------------- 13 .04 Interpretation of Quantitie s in Bid Sche dule ----------------------------------- 14 .05 Examination of Plans, Sp ecifications, Special Provisions, Notices to Bidders an d Site of Work -------------------------------------------- 14 .06 Preparation of Proposal ----------------------------------------------------------- 15 .07 Irregular Proposals ----------------------------------------------------------------- 16 .08 Proposal Gu aranty ----------------------------------------------------------------- 17 .09 Delivery of Proposals ------------------------------------------------------------- 17 .10 Withdrawal or Revisi on of Proposals ------------------------------------------- 17 .11 Combinati on Bids ------------------------------------------------------------------ 18 .12 Public Openin g of Bids ----------------------------------------------------------- 18 .13 Disqualification of Bidders ------------------------------------------------------- 18 .14 Material Gu aranty ----------------------------------------------------------------- 18 .15 Questions Regard ing Bidding ---------------------------------------------------- 19 103 Award and Execution of Contract -------------------------------------------------------- 19 103.01 Consideration of Proposals ------------------------------------------------------- 19 .02 Award of Contract ----------------------------------------------------------------- 19 .03 Cancellation of Award ------------------------------------------------------------ 20 .04 Return of Propos al Guaranty ----------------------------------------------------- 20 .05 Contract Bonds --------------------------------------------------------------------- 20 .06 Blank .07 Execution and Approv al of Contract -------------------------------------------- 21 .08 Failure to Exec ute Contr act ------------------------------------------------------- 21 104 Scope of Work ------------------------------------------------------------------------------ 21 104.01 Intent of Contract ------------------------------------------------------------------ 21 .02 Alterations of Plans or Character of Work ------------------------------------- 23 .03 Extra Work ------------------------------------------------------------------------- 26 .04 Maintenance of Traffic ------------------------------------------------------------ 26 .05 Removal and Disposal of All Materials From th e Project -------------------- 28 .06 Use of Materials Fo und in the Work -------------------------------------------- 29 .07 Final Clean ing Up ----------------------------------------------------------------- 29 .08 Value Engineerin g Incentive ----------------------------------------------------- 29 105 Control of Work ---------------------------------------------------------------------------- 31 105.01 Authority of the Engineer --------------------------------------------------------- 31 .02 Plans and Workin g Drawings ---------------------------------------------------- 31 .03 Conformity with Plan s and Specifica tions -------------------------------------- 32 Section or Beginning Subsection Page ii .04 Coordination of Plans, Speci fications, Interim Specifications, Special Provisions and Notice to Bidd ers -------------------------------------- 32 .05 Cooperation by Contractor ------------------------------------------------------- 33 .06 Cooperation w ith Utilities -------------------------------------------------------- 35 .07 Cooperation Between Contractors ----------------------------------------------- 36 .08 Construction Stakes, Lines and Grades ----------------------------------------- 36 .09 Authority and Duties of the Resi dent or Project Engineer -------------------- 37 .10 Duties of the Inspector ------------------------------------------------------------ 37 .11 Inspection of Work ---------------------------------------------------------------- 37 .12 Removal of Unacceptable an d Unauthorized Work --------------------------- 38 .13 Load and Speed Restrictions ----------------------------------------------------- 38 .14 Maintenance During Construction ----------------------------------------------- 39 .15 Failure to Maintain Ro adway or Struct ures ------------------------------------ 39 .16 Blank .17 Claims for Adjustme nts and Disput es ------------------------------------------- 40 .18 Automatically Cont rolled Equipment ------------------------------------------- 42 .19 Safety Ap parel --------------------------------------------------------------------- 42 .20 Accepta nce ------------------------------------------------------------------------- 42 106 Control of Materials ------------------------------------------------------------------------ 44

106.01 Source of Supply an d Quality Require ments ----------------------------------- 44

.02 Local Material s Sources ---------------------------------------------------------- 44 .03 Samples, Tests, and C ited Specifica tions --------------------------------------- 45 .04 Certification of Complian ce ------------------------------------------------------ 45 .05 Plant Insp ection -------------------------------------------------------------------- 45 .06 Blank .07 Foreign Ma terials ------------------------------------------------------------------ 46 .08 Storage of Materials --------------------------------------------------------------- 46 .09 Handling Ma terials ---------------------------------------------------------------- 46 .10 Unacceptable Materials ----------------------------------------------------------- 46 .11 Department Furnis hed Material -------------------------------------------------- 46 .12 Substitute Ma terials --------------------------------------------------------------- 47 .13 Convict Produced Material s ------------------------------------------------------ 47 107 Legal Relations and Resp onsibility to P ublic ------------------------------------------- 47

107.01 Laws to be Observed -------------------------------------------------------------- 47 .02 Permits, Licenses, and Taxes ----------------------------------------------------- 47

.03 Patented Devices, Mate rials, and Processes ------------------------------------ 48 .04 Restoration of Surfaces Opened by Pe rmit ------------------------------------- 48 .05 Federal Aid Pa rticipati on --------------------------------------------------------- 49 .06 Sanitary, Health and Safety Provisions ----------------------------------------- 49 .07 Public Convenien ce and Safety -------------------------------------------------- 49 .08 Railway-Highway Pr ovisions ---------------------------------------------------- 49 .09 Construction Over or Adjacent to Navigable Waters and Wetlands -------- 54 .10 Barricades, Warning Si gns and Flaggers --------------------------------------- 54 .11 Use of Explosives ------------------------------------------------------------------ 56 .12 Protection and Restoration of Property and Landscape ----------------------- 56 .13 Forest Pr otection ------------------------------------------------------------------- 57 .14 Damage Claims and Insurance --------------------------------------------------- 57 .15 Third Party Benefi ciary Clause -------------------------------------------------- 60 .16 Opening Sections of Project to Tr affic ------------------------------------------ 60 .17 Contractor's Respons ibility for Work ------------------------------------------- 60 .18 Contractor's Responsibility for Utility Property and Services --------------- 61 Section or Beginning Subsection Page iii .19 Furnishing Rights-of-Way -------------------------------------------------------- 62 .20 Personal Liability of Public Offici als ------------------------------------------- 62 .21 No Waiver of Legal Rights ------------------------------------------------------- 62 .22 Environmental Protection --------------------------------------------------------- 62 .23 Material Pits ------------------------------------------------------------------------ 70 .24 Construction Nois e Abatemen t -------------------------------------------------- 70 .25 Hazardous and/or Toxi c Waste Procedures ------------------------------------ 71 108 Prosecution an d Progress ------------------------------------------------------------------ 71

108.01 Subletting of Contract ------------------------------------------------------------- 71

.02 Notice to Proceed ------------------------------------------------------------------ 74 .03 Prosecution an d Progress --------------------------------------------------------- 74 .04 Limitations of Operations --------------------------------------------------------- 76 .05 Character of Workers, Methods, and Equipment ------------------------------ 77 .06 Determination and Extensio n of Contract Time ------------------------------- 78 .07 Failure to Complete the Work on Time ----------------------------------------- 83 .08 Default and Termina tion of Contract -------------------------------------------- 84 .09 Termination of Contract for Reasons Other Than Default ------------------- 85 .10 Termination of Contr actor's Respons ibility ------------------------------------ 86 109 Measurement and Payment ---------------------------------------------------------------- 86

109.01 Measurement of Quantitie s ------------------------------------------------------- 86

.02 Scope of Payment ------------------------------------------------------------------ 89 .03 Compensation for A ltered Quantitie s ------------------------------------------- 89 .04 Extra Work ------------------------------------------------------------------------- 89 .05 Eliminated Items ------------------------------------------------------------------- 93 .06 Partial Payments ------------------------------------------------------------------- 93 .07 Changes in Material Cost s -------------------------------------------------------- 95 .08 Contract Over payment(s) --------------------------------------------------------- 98 .09 Freight Rates an d Labor Rates --------------------------------------------------- 98 .10 Blank .11 Acceptance and Fi nal Paymen t -------------------------------------------------- 98 .12 Right To Audit --------------------------------------------------------------------- 98 110 Required Contract Provisions ------------------------------------------------------------- 99

110.01 For Projects Constructed Without Federal Funds ------------------------------ 99

.02 For Projects Constructed With Federal Funds --------------------------------- 99 111 - 199 Blank

700.01 General ---------------------------------------------------------------------------- 713

.02 Glossary of Terms and Definitions -------------------------------------------- 713 .03 Sampling and Testing ----------------------------------------------------------- 716 .04 Determination of Conformity -------------------------------------------------- 717 .05 Material Certifications and Certified Test Re ports -------------------------- 717 701 Hydraulic Cement ------------------------------------------------------------------------ 718

701.01 General ---------------------------------------------------------------------------- 718

.02 Portland Cement ----------------------------------------------------------------- 719 .03 Masonry Cement ----------------------------------------------------------------- 720 .04 Blended Hydraulic Cement ----------------------------------------------------- 720 702 Bituminous Materials -------------------------------------------------------------------- 721

702.01 General ---------------------------------------------------------------------------- 721

.02 Measurem ent --------------------------------------------------------------------- 722 .03 Heating Bituminous Material -------------------------------------------------- 722 .04 Sampling -------------------------------------------------------------------------- 722 .05 Petroleum Aspha lt Cement ----------------------------------------------------- 723 .06 Cutback Asph alts ---------------------------------------------------------------- 724 .07 Emulsified Asphalt -------------------------------------------------------------- 724 .08 Asphalt Add itives ---------------------------------------------------------------- 725 .09 - .10 Blank .11 Application Temp eratures ------------------------------------------------------ 727 .12 Tables ----------------------------------------------------------------------------- 727 703 Aggregates --------------------------------------------------------------------------------- 730 703.01 General ---------------------------------------------------------------------------- 730 .02 Fine Aggregate For Hydrau lic Cement Conc rete ---------------------------- 731 .03 Coarse Aggregate For Hydrau lic Cement Conc rete ------------------------- 732 .04 Aggregate for Crushed Stone Courses ---------------------------------------- 734 .05 Blank .06 Aggregates fo r Asphalt ---------------------------------------------------------- 735 .07 Granular Ma terials --------------------------------------------------------------- 736 .08 Mechanically Stab ilized Course s ---------------------------------------------- 739 .09 - .12 Blank .13 Aggregates for Cold Mi x Asphalt Paveme nt --------------------------------- 740 .14 Aggregate for Ch ip Seal -------------------------------------------------------- 742 .15 Blank .16 Mineral F iller --------------------------------------------------------------------- 744 .17 Blank .18 Mortar Sand ---------------------------------------------------------------------- 744 .19 Lightweight Aggregate for Structural Concrete ----------------------------- 745 .20 Aggregate for Stabilizer --------------------------------------------------------- 745 .21 Borrow Excavation -------------------------------------------------------------- 746 704 Aggregate for Drainage ------------------------------------------------------------------ 749

704.01 Permeable Ma terial -------------------------------------------------------------- 749

.02 Type A Filter Material ---------------------------------------------------------- 749 .03 Type B Filter Material ---------------------------------------------------------- 749 .04 Type C Filter Material ---------------------------------------------------------- 749 .05 Type D Impervious Material --------------------------------------------------- 749 .06 Crushed Stone Drainage Layers ----------------------------------------------- 750 Section or Beginning Subsection Page viii 705 Stone Blanket Protection and Filter Blanket Mate rials ------------------------------ 750

705.01 Stone Blanket Protection -------------------------------------------------------- 750

.02 Stone Filter Blanket ------------------------------------------------------------- 750 .03 Sand Filter Blanket -------------------------------------------------------------- 750 .04 Stone Riprap ---------------------------------------------------------------------- 750 706 Masonry Units ---------------------------------------------------------------------------- 751 706.01 Brick ------------------------------------------------------------------------------- 751 .02 Concrete Brick ------------------------------------------------------------------- 751 .03 Concrete Masonry Blocks ------------------------------------------------------ 751 .04 Right-of-Way Markers ---------------------------------------------------------- 751 707 Joint Mate rials ---------------------------------------------------------------------------- 752

707.01 General ---------------------------------------------------------------------------- 752 .02 Joint Fille rs ----------------------------------------------------------------------- 752

.03 Blank .04 Rubber Type Gaskets for Joining Co nduit ----------------------------------- 756 .05 Bituminous Plastic Sealer for Joining Conduit ------------------------------- 756 .06 Flexible Plastic Gasket for Joining Conduit ---------------------------------- 756 .07 Neoprene Expansio n Joints ----------------------------------------------------- 757 708 Non-Metal Structures and Cattlepasse s ------------------------------------------------ 757

708.01 General ---------------------------------------------------------------------------- 757 .02 Concrete Pipe --------------------------------------------------------------------- 758

.03 Concrete Ca ttlepasses ----------------------------------------------------------- 762 .04 Reinforced Concrete Fl ared-End Section ------------------------------------- 762 .05 Perforated Conc rete Pipe ------------------------------------------------------- 762 .06 Concrete Dr ain Tile -------------------------------------------------------------- 762 .07 Porous Concrete Pipe for Underdrains ---------------------------------------- 762 .08 - .13 Blank .14 Reinforced Concrete Arch Pipe ------------------------------------------------ 762 .15 Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe ------------------------------------------------------------------- 762 .16 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets ----------------------------------------------------------- 762 .17 Corrugated Plastic Pipe Culverts ---------------------------------------------- 762 .18 Sewer Pipe Used for Underdrains --------------------------------------------- 763 .19 Corrugated Polyet hylene Pipe -------------------------------------------------- 764 .20 Perforated Semicircular Plas tic Pipe for Underdrains ----------------------- 764 .21 Blank .22 Precast Concrete Box Culvert -------------------------------------------------- 765 .23 Special Sec tions ------------------------------------------------------------------ 766 709 Metal Pipe --------------------------------------------------------------------------------- 766 709.01 Cast Iron Cu lvert Pipe ----------------------------------------------------------- 766 .02 Corrugated Metal Culvert Pi pe and Pipe Arches ---------------------------- 766 .03 Bituminous Coated Corrugated Metal Pipe and Pipe Arches -------------- 766 .04 Bituminous Coated Paved Invert Corrugated Metal Pipe and Arches ---- 767 .05 Polymer Coated Corrugated Meta l Pipe and Pipe Arches ------------------ 767 .06 Corrugated Metal Pipe for Underdrains --------------------------------------- 767 .07 Bituminous Coated Corrugated Metal Pipe for Underdrains --------------- 767 .08 Polymer Coated Corrugated Me tal Pipe for Underdrains ------------------- 767 .09 Corrugated Aluminum Alloy Cu lvert Pipe and Arches --------------------- 768 .10 Corrugated Aluminum Alloy Pipe for Underdrains ------------------------- 768 Section or Beginning Subsection Page ix .11 Bituminous Coated Corrugated Aluminum Alloy Culvert Pipe an d Arches -------------------------------------------------------- 768 .12 Bituminous Coated Paved Invert Corrugated Aluminum Alloy Culvert Pipe an d Arches -------------------------------------------------------- 768 .13 Bituminous Coated Corrugated Aluminum Alloy Pipe for Underdrains - 768 .14 Structural Plate for Pipe, Pi pe Arches, and Arches -------------------------- 768 .15 Full Bituminous Coated Structural Plate Pipe, Pipe Arches, and Arches - 768 .16 Aluminum Alloy Structur al Plate for Pipe, Pipe Arches, and Arches ----- 768 .17 Full Bituminous Coated Alumi num Alloy Structural Plate Pipe, Pipe Arches and Arches --------------------------------------------------------- 768 .18 Special Sec tions ------------------------------------------------------------------ 768 .19 Steel Pipe and Steel Pipe Encasements --------------------------------------- 769 710 Paint ---------------------------------------------------------------------------------------- 770

710.01 General ---------------------------------------------------------------------------- 770 .02 Mixed Paints ---------------------------------------------------------------------- 770

.03 Inorganic Zinc Ri ch System ---------------------------------------------------- 773 .04 Epoxy Mastic System ----------------------------------------------------------- 774 .05 Primer for Miscella neous Metals ---------------------------------------------- 776 .06 Fast Dry Solvent Traffic Paint ------------------------------------------------- 776 .07 High Build Water Born e Traffic Pain t ---------------------------------------- 778 711 Reinforcement and Wire Rope ---------------------------------------------------------- 780

711.01 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcing and Wire Rope - General ------------------------------------------------------- 780

.02 Deformed and Plain Carbon-Steel Ba rs for Concrete Reinforcing -------- 780 .03 Reinforcement for Pres tressed Concrete -------------------------------------- 782 .04 Synthetic Structur al Fibers ----------------------------------------------------- 783 712 Fence and Gu ardrail ---------------------------------------------------------------------- 785

712.01 General ---------------------------------------------------------------------------- 785 .02 Barbed Wire ---------------------------------------------------------------------- 785 .03 Metallic-Coated, Steel Wove n Wire Fence Fa bric -------------------------- 785

.04 Chain Link Fence ---------------------------------------------------------------- 785 .05 Fence Posts an d Braces --------------------------------------------------------- 786 .06 Guard and Guardr ail Posts ------------------------------------------------------ 788 .07 Metal Ra il ------------------------------------------------------------------------- 790 .08 Timber Rail ----------------------------------------------------------------------- 790 .09 Guardrail Hardware ------------------------------------------------------------- 790 .10 Box Beam Rail ------------------------------------------------------------------- 790 .11 Guardrail Cable an d Anchorage ----------------------------------------------- 790 .12 Gates ------------------------------------------------------------------------------- 790 .13 - .14 Blank .15 Staple s ----------------------------------------------------------------------------- 791 .16 Other Tie Wire, Fence Post, Metal Posts, Rails, Tension Wire, Bands, Barbs, Rods, Fittings and Other Hardwa re -------------------------- 791 713 Concrete Curing Materi als and Admixtures ------------------------------------------- 792

713.01 Curing Materials ----------------------------------------------------------------- 792 .02 Admixtures for Concrete -------------------------------------------------------- 792

714 Miscellaneous Materials ----------------------------------------------------------------- 794

714.01 Water ------------------------------------------------------------------------------ 794 .02 Calcium Chlo ride ---------------------------------------------------------------- 795

.03 Lime ------------------------------------------------------------------------------- 795 .04 Sodium Chloride ----------------------------------------------------------------- 797 Section or Beginning Subsection Page x .05 Fly Ash ---------------------------------------------------------------------------- 797 .06 Ground Granulated Bl ast Furnace Slag --------------------------------------- 798 .07 Stabilizing Fi bers ---------------------------------------------------------------- 798 .08 Frames, Grates, Covers and Ladder Rungs ----------------------------------- 799 .09 Additional Cementiti ous Material s -------------------------------------------- 799 .10 Elastomeric Be arings ------------------------------------------------------------ 800 .11 Hydraulic Cement Mortar, Grout and Concrete Patching Compounds --- 806 .12 Sprayed Finish for Co ncrete Surfaces ----------------------------------------- 809 .13 Geotextile s ------------------------------------------------------------------------ 810 .14 Geotextile for Mois ture Barrier ------------------------------------------------ 814 .15 Geogrids -------------------------------------------------------------------------- 816 715 Roadside Developm ent Material s ------------------------------------------------------ 817

715.01 Topsoil ---------------------------------------------------------------------------- 817 .02 Fertilizer s ------------------------------------------------------------------------- 818

.03 Seed -------------------------------------------------------------------------------- 820 .04 Water ------------------------------------------------------------------------------ 821 .05 Vegetative Material s for Mulch ------------------------------------------------ 821 .06 Blank .07 Mulch for Woody Pl ant Materials --------------------------------------------- 821 .08 Fertilizer fo r Woody Plant Mate rial ------------------------------------------- 823 .09 Ditch Liner Ma terial ------------------------------------------------------------- 823 716 Miscellaneous Metals -------------------------------------------------------------------- 825

716.01 General ---------------------------------------------------------------------------- 825

.02 Steel Cas tings -------------------------------------------------------------------- 825 .03 Steel Forgings -------------------------------------------------------------------- 825 .04 Gray Iron Castings --------------------------------------------------------------- 825 .05 Malleable Ca stings -------------------------------------------------------------- 825 .06 Bronze Castings an d Bearings ------------------------------------------------- 825 .07 Copper Bearings an d Sheet Copper ------------------------------------------- 825 .08 Self-Lubricating B earing Plates ------------------------------------------------ 826 .09 Babbitt ----------------------------------------------------------------------------- 826 .10 Lead Plates, Pi pes, etc. ---------------------------------------------------------- 826 .11 Galvanized Pipe ------------------------------------------------------------------ 826 .12 Rolled Zi nc ----------------------------------------------------------------------- 826 .13 Blank .14 Bar Grat es ------------------------------------------------------------------------- 826 717 Structural Steel ---------------------------------------------------------------------------- 827

717.01 Structural Steel ------------------------------------------------------------------- 827

.02 Fastener s -------------------------------------------------------------------------- 829 .03 Copper Bearin g Steels ----------------------------------------------------------- 833 .04 Welded Stud Shear Connectors ------------------------------------------------ 833 .05 Steel Grid Flooring -------------------------------------------------------------- 834 .06 Pins and Ro llers ------------------------------------------------------------------ 834 718 Timber and Dimension Lumber -------------------------------------------------------- 836

718.01 Timber and Dimension Lumber - General ------------------------------------ 836

.02 Untreated Timber and Dimension Lumber ----------------------------------- 836 .03 Treated Timber and Di mension Lumber -------------------------------------- 836 .04 Preservative ----------------------------------------------------------------------- 838 719 Piles ----------------------------------------------------------------------------------------- 838 719.01 General ---------------------------------------------------------------------------- 838 .02 Timber P iles ---------------------------------------------------------------------- 839 Section or Beginning Subsection Page xi .03 Concrete Piles -------------------------------------------------------------------- 839 .04 Steel P iles ------------------------------------------------------------------------- 839 .05 Steel Sheet Piling ---------------------------------------------------------------- 839 .06 Steel Pipe Piling ----------------------------------------------------------------- 840 720 Pavement Marking Materials ----------------------------------------------------------- 840

720.01 Glass Be ads ----------------------------------------------------------------------- 840

.02 Thermoplastic Paveme nt Markings ------------------------------------------- 841 .03 Raised Pavement Markers ------------------------------------------------------ 841 .04 Cold Plastic Paveme nt Markings ---------------------------------------------- 846 .05 Preformed Pavement Markings for Construction Zones -------------------- 849 .06 Preformed Permanen t Foil Tape ----------------------------------------------- 851 .07 High Performance Cold Plas tic Pavement Markings ------------------------ 851 721 Materials for Signing --------------------------------------------------------------------- 854

721.01 General ---------------------------------------------------------------------------- 854 .02 Ferrous Mate rials ---------------------------------------------------------------- 854

.03 Aluminum ------------------------------------------------------------------------ 857 .04 Concrete --------------------------------------------------------------------------- 857 .05 Colors and Paint ----------------------------------------------------------------- 857 .06 Reflective Sh eeting -------------------------------------------------------------- 857 .07 Delineator s ------------------------------------------------------------------------ 863 .08 Blank .09 Timber Sign Posts --------------------------------------------------------------- 864 .10 Direct Applie d Copy ------------------------------------------------------------ 864 722 Materials for Traffic Si gnal Installa tion ----------------------------------------------- 864

722.01 General ---------------------------------------------------------------------------- 864 .02 Poles ------------------------------------------------------------------------------- 864 .03 Electric Cable -------------------------------------------------------------------- 869

.04 Galvanized Strande d Steel Cabl e ---------------------------------------------- 870 .05 Traffic Signal Conduit ---------------------------------------------------------- 870 .06 Pull Boxe s ------------------------------------------------------------------------ 872 .07 Circuit Brea kers ------------------------------------------------------------------ 872 .08 Terminal Bl ocks ----------------------------------------------------------------- 873 .09 Grounding and Ground Rods --------------------------------------------------- 873 .10 Expansion F ittings --------------------------------------------------------------- 874 .11 Miscellaneous Hardware -------------------------------------------------------- 874 .12 Surge Suppressors --------------------------------------------------------------- 874 .13 Electrical Servi ce Equipment -------------------------------------------------- 875 .14 Signal Heads ---------------------------------------------------------------------- 877 723 Materials for Roadway Li ghting Installa tion ------------------------------------------ 882

723.01 General ---------------------------------------------------------------------------- 882

.02 Secondary Dist ribution ---------------------------------------------------------- 882 .03 Secondary Power Controller --------------------------------------------------- 884 .04 High Mast Lighting Assembly ------------------------------------------------- 886 .05 Low Mast Lighting Assembly -------------------------------------------------- 889 .06 Underpass Lighting Assembly ------------------------------------------------- 890 .07 Light Emitting Diode (L ED) Luminaires ------------------------------------- 891 .08 Portable Electri c Power Unit --------------------------------------------------- 893 .09 Temporary Lightin g System ---------------------------------------------------- 893 724 - 799 Blank Section or Beginning Subsection Page xii DIVISION 800 - BRIDGES AND STRUCTURES 801 Excavation an d Fill ------------------------------------------------------------------- 895 802 Sheet Pilin g ---------------------------------------------------------------------------- 899 803 Deep Foundations --------------------------------------------------------------------- 900 804 Concrete Bridges an d Structures ---------------------------------------------------- 935 805 Reinforcem ent ------------------------------------------------------------------------- 999 806 Precast Concrete Bridge Ca ps, Spans and Wings -------------------------------- 1002 807 Blank 808 Joint Repa ir --------------------------------------------------------------------------- 1007 809 Retaining Wall Systems ------------------------------------------------------------- 1009 810 Steel Struct ures ----------------------------------------------------------------------- 1021 811 Bronze or Copper-Alloy Bearing and Expansion Plates ------------------------ 1047 812 Steel Grid Flooring ------------------------------------------------------------------- 1052 813 Railing --------------------------------------------------------------------------------- 1054 814 Painting Metal St ructures ----------------------------------------------------------- 1056 815 Riprap and Slope Paving ------------------------------------------------------------ 1059 816 Maintenance Painting of Metal Structur es ---------------------------------------- 1064 817 - 819 Blank 820 Timber Struct ures -------------------------------------------------------------------- 1067 821 Blank 822 Neoprene Expansio n Joints --------------------------------------------------------- 1073 823 - 899 Blank Index ----------------------------------------------------------------------------------- 1075

101.01 Abbreviations.

AAN American Association of Nurserymen AAR Association of American Railroads AASHTO American Association of St ate Highway Transportation Officials ACI American Concrete Institute AGC Associated General Contractors of America AIA American Institute of Architects AIEE American Institute of Electrical Engineers AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ANSI American National Standards Institute AOAC Association of Offici al Analytical Chemists API American Petroleum Institute APWA American Public Works Association ARA American Railway Association ARBA American Road Builders Association AREA American Railway Engineering Association ARTBA American Road and Transportation Builders Association ASCE American Society of Civil Engineers ASLA American Society of Landscape Architects ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials AWG American Wire Gage AWPA American Wood Pr eservers Association AWS American Welding Society AWWA American Water Works Association Code(NEC) National Electrical Code CFR Code of Federal Regulations Section 101 Section 101 CRSI Concrete Reinforcing Steel Institute CS Commercial Standards, U. S. Department of Commerce CSPI Corrugated Steel Pipe Institute EIA Electronic Industries Association EPA Environmental Protection Agency ESFE Estimated State Furnished Excavation FCP Fixed Contract Unit Price FHWA Federal Highway Administration FM Final Measure FME Final Measure - Embankment FSS Federal Specifications and Standards (General Services Administration) HRB Highway Research Board ICEA Insulated Cable Engineers Association ID Inside Diameter IES Illuminating Engineering Society IMSA International Municipal Signal Association IPS Interior Pipe Size IS Interim Specifications ITE Institute of Tran sportation Engineers LVM Loose Vehicular Measure MAPA Mississippi Asphalt Pavement Association MASH Manual for Assessing Safety Hardware MDAC Mississippi Department of Agriculture and Commerce MDOT Mississippi Department of Transportation MDEQ Mississippi Department of Environmental Quality MIL Military Specifications MSG Manufacturers Standard Gauge MUTCD Manual on Uniform Traffic Control Devices NACE National Association of Corrosion Engineers NAPA National Asphalt Pavement Association NBC National Building Code NBS U.S. National Bureau of Standards NCHRP National Cooperative Highway Research Program NEC(Code) National Electric Code NEMA National Electrical Manufacturers Association NPC National Plumbing Code NPDES National Pollution Discharge Elimination System NSF National Sanitation Foundation NTB Notice To Bidders OD Outside Diameter OSHA Occupational Safety and Health Administration PCI Prestressed Concrete Institute RCRA Resource Conservation and Recovery Act RAP Recycled Asphalt Pavement SAE Society of Automotive Engineers SAVE Society of Ameri can Value Engineering SOP The Department’s Standard Operating Procedures SP Special Provisions SS Supplemental Specifications SSPC Steel Structures Painting Council SWPPP Storm Water Pollution Prevention Plan Section 101 Section 101 TRB Transportation Research Board UL Underwriters Laboratories, Inc. UNC Upset National Coarse Threaded Bolts UST Underground Storage Tank

101.02 Definitions.

A + B bidding - A two-part contract bidding method consisting of the Contract amount (A) and the total number of calendar days proposed by the Bidder to complete the work (B). A + C bidding - A two-part contract bidding method consisting of the Contract amount (A) and the total number of working days proposed by the Bidder to complete the work (C). additive - A substance or agent added in small amounts to a basic ingredient of a mixture prior to mixing. admixture - A substance or agent added in small amounts to the basic ingredients of a mixture during the mixing process. advertisement - The public announcement, as required by law, inviting bids for work to be performed or materials to be furnished. alternate designs - Alternate designs of construction or construction and materials designated in the bid schedule of the proposal as alternate designs which must be pre-selected by the Contractor and indicated on the bid. Alternate designs may contain alternate or optional items. alternate Items - Alternate pay items of work, or materials and work designated in the bid schedule of the proposal as Alternate Items, with separate pay item numbers, and that must be pre-selected by the Contractor and indicated on the Contractor’s bid. award - The acceptance by the Mississippi Tr ansportation Commission of a proposal. base course - The layer or layers of specified or selected material of designed thickness placed on a subgrade to support a pavement. basement soils - That portion of the roadway in embankment areas below the design soil and to the bottom of the embankment or undercut, whichever is lower, and that portion of the earthwork in cut areas below the design soil and to the bottom of any undercut or other treatment required, whichever is lower. Beginning of Contract Time - The date shown on the written Notice to Proceed that allows the Contractor to begin work on the pr oject. It is also the date the Contractor begins maintenance of traffic on the project. Bidder - An individual, partnership, firm or corporation formally submitting a proposal for the advertised work or materials. borrow - Suitable material from approved sources outside the roadway right-of-way, Section 101 Section 101 used primarily for embankments. box bridge - A box culvert having a clear dist ance between inside face of the end supports exceeding 20 feet measured along the centerline of the roadway. bridge - A structure, including suppo rts, erected over a depression or an obstruction, as water, highway, or railway, and having a track or passageway for carrying traffic or other moving loads and having a length measured along the center of the roadway of more than 20 feet between undercopings of abutments or extreme ends of openings for multiple boxes. bridge length - The length of a bridge structure is the overall length measured along the line of survey stationing back to back of backwalls of abutments, if present, otherwise end to end of the bridge floor; but in no case less than the total clear opening of the structure. bridge roadway width - The clear width measured at ri ght angles to the longitudinal centerline of the bridge between the bottom of curbs or guard timbers or in the case of multiple height of curbs, between the bottoms of the lower risers. bridge site - Unless otherwise specified in the Contract, the bridge site shall be the entire area between the right-of-way lines and betw een lines paralleling the bridge ends and passing through the longitudinal extremities of the substructure or superstructure, whichever is greater. calendar day - Any day shown on the calendar, beginning and ending at midnight. Commission - The Mississippi Tran sportation Commission. conformity - The degree of perfection required for the materials furnished and the work performed, and determined:

101.03 Presumption. To avoid repetition of expressions, it is provided that any

directive, action or opinion that is not so denoted shall be understood to be followed by the words "by the Engineer " or "to the Engineer." Section 101 Section 101 Figure 1 - Section 101 Section 102 Section 102 SECTION 102 - BIDDING REQUIREMENTS AND CONDITIONS 102.001--Advertisement. In conformity with State law, the Commission will publish a Notice to Contractors giving notice of a request for bids, this notice will become one of the contract documents if award is made. The advertisement will state the time and place for submission of seal ed proposals; the location and description of the proposed work; estimates of the quantities and kinds of work to be performed or materials to be furnished and a schedule of pay items for which contract unit prices are asked; specified c ontract time; and instructions to bidders regarding proposal forms, basis of award, proposal guaranty required, plans, specifications, labor requirements, special provisions and other pertinent information.

102.01 Prequalification of Bidders. Prospective bidders will be required to file with

the Department a list of persons authorized to bind the company in all matters. Other information may be required from time to time before issuing proposals. Bidders must familiarize themselves with all fees and taxes required for the privilege of doing business within the State of Mississippi. As a condition precedent to the ope ning of a bid, the total amount of which is equal to or in excess of $50,000.00 and financed 100% with State funds, the bidder must have a certificate of responsibility issued by the Missi ssippi State Board of Public Contractors or a similar certificate issued by another state recognizing such certificate issued by the State of Mississippi. The Bidder's Certificate of Responsibility number must be on file with the Department’s Contract Administration Division to purchase a bid proposal. When two or more persons, firms or corpora tions are submitting a joint venture, each of the persons, firms or corporations shall comply with the above prequalification requirements.

102.02 Contents of Proposal Forms. The proposal forms, designated as Section 905 of

the contract documents, will state the lo cation and description of the contemplated construction, will show estimates of the kinds and quantities of work to be performed or materials to be furnished, and will have a sche dule of items for which contract unit prices are invited. It will state the time in which the work must be completed. The proposal will also include special provisions and requirements that are not contained in the Standard Specifications or required modifications thereto. All papers bound with, attached to, submitted electronically with, or designated for addition or substitution in the proposal are considered a part thereof and must not be detached or altered when the proposal is submitted. The plans, specifications and other documents designated in the proposal shall be considered a part as if attached to and included in the proposal. The bidder will be required to pay the Department the sum stated in the Notice to Contractors for each copy of the proposal form.

102.03 Issuance of Proposal. Except as hereinafter set forth, the Department will, upon

request, furnish the bidder with a proposal. The Department reserves the right to refuse Section 102 Section 102 to issue a proposal to a bidder for the following reasons:

102.04 Interpretation of Quantities in Bid Schedule. The quantities appearing in the

bid schedule are approximate only and have been prepared for the comparison of bids. The Department does not guarantee or assume any responsibility that quantities shown on the plans will not vary during actual construction of the Project, and the Contractor, hereby acknowledging this fact, shall be precluded from claiming in the construction of the Project, and the Contractor shall not claim deception or misunder standing because of variation in these quantities or variation from the location, character of the work, or any other conditions. Payment to the Contractor will be made only for the actual quantities of work performed and accepted or materials fu rnished and accepted in accordance with the Contract. The scheduled quantities of work to be done and materials to be furnished may each be increased, decreased, or omitted as hereinafter provided.

102.05 Examination of Plans, Specifications, Special Provisions, Notices to Bidders

and Site of Work. The Department intends, to the extent that the facts and circumstances permits, to prepare full, comp lete, and accurate plans and specifications giving directions that will enable any competent Contractor to carry them out. The bidder is required to examine carefully the site of the proposed work, the proposal, Plans, Standard Specifications, Special Provisions, No tices to Bidders and contract forms before submitting a proposal. The submission of a bid shall be considered prima facie evidence that the bidder has made such an examination and is satisfied as to the conditions to be encountered in performing the work and as to the requirements of the plans, Standard Specifications, Supplemental Specifications, Notices to Bidders, Special Provisions, Contract, and the Federal, State, and local laws that will in any way affect the execution of the work. All Contracts are subject to the provisions of Sections 65-1-89 and 65-1-91, Mississippi Code of 1972, annotated. Bidders may inspect records of the Department as to investigations made, subject to the conditions set forth herein. Boring logs and other records of subsurface investigations ar e available for inspection by bidders. It is understood that such information was obtained and is intended for Department design and estimating purposes only. It is made available to bidders so they may have access to identical subsurface inform ation available to the Department and is not intended as a substitute for personal investigation, interpretations and judgment of the bidders. No representations are made by the Department concerning the results of any subsurface investigation as a result of providing any such information to Bidders and the Section 102 Section 102 Department and the Commission shall not be liable for any errors or omissions in the boring logs or other records of subsurface investigations provided. The Department makes no guarantees regarding the character or extent of water levels, soil, rock, or other subsurface conditions the bidder may encounter during the work. The Department interpolates test data from completed borings in its reports and representations of subsurface conditions, a nd does not guarantee the accuracy of these interpolations, nor does the Department guarantee the accuracy of the test data except at the exact points where samples were taken. The Department requires bidders to make their own evaluation of subsurface conditions and to determine how these conditions may affect the methods and cost of construction. Material quality within sources naturally varies. The bidder shall immediately notify the Department of any apparent error, omission, or ambiguity in any part of the proposal. The Department will review the apparent error, omission, or ambiguity, and will issue a notice to all prospective bidders, as appropriate. If the Department becomes aware of a change in the information provided at any time during the bidding process, it will provide reasonable notice of the new information to the bidders. In order to make the most effective use of available engineering personnel, the Department is unable to assign engineering responsibilities at the time of Contract preparation; however, the District Construction Engineer will, by appointment, personally be available or may arrange for representativ e to be available to lend assistance to prospective bidders for plan-in-hand review of the proposed work features, and, if desirable, field inspection of the site of the proposed work. The Resident or Project Engineer for the Contract will be assigned as soon as the Department can reasonably make an appropriate determination.

102.06 Preparation of Proposal. MDOT will receive bids for construction projects

online using the Bid Express Service (BIDX). The Bidder’s complete proposal (Certification of Performance, Certification Regarding Non-Collusion, etc.) will be submitted to the Department electronically via the Bid Express Service no later than the day and at th e time bids are to be received. Bidders will be responsible for joining Bid Express and getting all necessary clearances and a digital ID in sufficient time for Bid Express to submit their bid. Bid Express files shall be downloaded from http://www.bidx.com. Bidders are to select Mississippi Department of Transportation under the U.S. AGENCY drop down menu and select the desired project. After completing all necessary data, the Bidders shall submit their bid to Bid Express in sufficient time for the bid to be properly sent to the Department. Bids submitted via the Bid Express Service will constitute the official bid and shall be digitally signed and delivered to the Department by the Bid Express Service. It is the responsibility of every bidder to check for any addendum or modification to the contract document(s) for which they intend to submit a response. It shall be the bidder’s responsibility to be sure th ey are in receipt of all ad denda, pre-bid conference Section 102 Section 102 information, and/or questions and answers provided at, or subsequent to, the pre-bid conference, if any are issued. The Commission has no responsibility for defects, irregularities or other problems caused by the use of electronic media. Operation of th is electronic media is done at the sole risk of the user. When the bid schedule contains a fixed contract unit price (FCP) for an item, this price shall be the contract unit price for the item and no alteration shall be made by the bidder. When an item in the proposal contains a choice to be made by the bidder, the bidder shall indicate the choice in accordance with the INSTRUCTION TO BIDDERS in Section 905 - Proposal; reference is made to Alternate Designs, Alternate Items, and Optional Items as defined in Subsection 101.02. Where the bid schedule lists alternate designs or alternate items, the one alternate bid shall be designated by bidding only that alternate, and thereafter no further choice will be permitted. When the bid schedule lists optional items, the Contractor's selection may, but is not required to, be made at the time of bidding. For optional items not pre-selected, the Contractor's selection shall be made prior to or at the time of execution of the Contract. Each proposal issued will contain a Certification regarding debarment, suspension, and other responsibility matters to be completed by the bidder. The Certification must be sworn to and shall be under penalty of perjury and bidders are cautioned to read and understand its contents in entirety before digitally signing the bid. The Contractor shall provide immediate written notice to the Contract Administration Engineer at any time, prior to or after award, that an e-certification was erroneous when executed or has become erroneous by reason of changed circumstances. Failure on the part of the bidder to execute the Certification will result in the proposal being rejected. The bidder's proposal must be digitally signed by the individual, by one or more members of the partnership, by one or more members or officers of each firm representing a joint venture, or by one or more officers of a corporation, or by an agent of the Contractor legally qualified to bind the Contractor and accep table to the State. If the proposal is made by an individual, the individual’s name and address must be shown; by a partnership, the name and address of each partnership member must be shown; as a joint venture, the name and address of each member or officer of the firms represented by the joint venture must be shown; by a corporation, the name of the corporation and the business address of its corporate officials must be shown. The address stated on the proposal shall be the bidder's permanent address until changed by written notice to the Executive Director. All notices provided for in the Contract shall be considered as delivered to the Contractor when mailed or delivered to such address.

102.07 Irregular Proposals. Proposals will be considered irregular and may be

rejected for any of the following reasons: Section 102 Section 102

102.08 Proposal Guaranty. No proposal will be considered unless accompanied by

certified check, cashier's check or bid bond, made payable to the State of Mississippi, in an amount of not less than five percent (5%) of the total amount of the proposal offered. The proposal guaranty shall be evidence of good faith that, if awarded the Contract, the bidder will execute the Contract and give pe rformance and payment contract bond(s) as stipulated in Subsection 103.05.1, 103.05.2, and as required by law. If a bid bond is offered as guaranty, the bond must be on a form approved by the Executive Director, made by a Surety accepta ble to the Executive Director and signed or countersigned by a Mississippi Agent or Qualified Nonresident Agent and the Bidder. The Mississippi agent or qualified nonresident agent shall be in good standing and licensed, at the time of submission of the bid, by the Insurance Commissioner of the State of Mississippi to represent the Surety company(ies) executing the bonds. Such bid bond shall also conform to the requirements and conditions stipulated in Subsection 103.05.2 as applicable.

102.09 Delivery of Proposals. Unless otherwise specified, each proposal shall be

submitted online using Bid Express service. Proposal Forms are non- transferable and no name or names of interested parties may be shown other than those to whom the proposal was issued. All proposals shall be submitted to Bid Express prior to the time and place specified in the Notice to Contract ors and on the Bid Express website.

102.10 Withdrawal or Revision of Proposals. A bidder may withdraw or revise a

Section 102 Section 102 proposal after it has been submitted to Bid Express any time prior to the time set for opening proposals.

102.11 Combination Bids. Combination bids that combine two or more individual

projects may be submitted by stating in writing on each project proposal to be considered in the combination, one of the following:

102.12 Public Opening of Bids. All bids received in accordance with the terms of the

advertisement shall be publicly opened and announced either item by item, or by total amount, at the time and place indicated in the proposal. If any bid received is not read aloud, the name of the Bidder and the reas on for not reading the bid aloud shall be publicly announced at the letting. Bidders, their authorized agents, and other interested parties are invited to be present.

102.13 Disqualification of Bidders. Either of the following reasons may be considered

as being sufficient for the disqualification of a bidder and the rejection of the bidder’s proposal or proposals:

102.14 Material Guaranty. At the option of the Department, the successful bidder

shall be required at any time before or afte r the award or execution of the Contract to furnish a complete statement of the origin, composition and manufacture of any or all materials to be used in the construction of the work and shall provide the Department Section 102 Section 102 with access to all sources of materials for sa mpling and testing to determine their quality, uniformity and fitness for the work in accordance with the Contract.

102.15 Questions Regarding Bidding. All questions that arise regarding the contract documents (proposal), plans, or addendum shall be directed to the www.gomdot.com

current letting webpage. Click on the call number for the project to open an email form to submit your question. Questions must be submitted by 8:00 a.m. on the day prior to the letting. Answers to questions will be posted by 6:00 p.m. on the day prior to the letting. Answers can be viewed by clicking on Q&A link under the Proposal Addenda column. It shall be the Bidders responsibility to familiarize themselves with the questions and answers that have been submitted on a particular project. By signing the contract documents for a project, the Bidder agrees that the on-line Qu estions and Answers submitted on the project shall be added to and made part of the Contract. SECTION 103 - AWARD AND EXECUTION OF CONTRACT

103.01 Consideration of Proposals. After the proposals are op ened and read, they will

be compared on the basis of the summation of the products of the quantities shown in the bid schedule and the contract unit prices bid. The results of comparisons will be immediately available to the public. In the event of a discrepancy between any contract unit price and its extension, the contract unit price shall govern. Resident Contractors actually domiciled in Mississippi are to be granted preference over nonresidents in awarding of Contracts financed 100% with State funds as provided herein. In consideration of proposals that are equal to or in excess of $50,000 and financed 100% with State funds, a nonresident bidder domiciled in a state having laws granting preference to local Contractors will be consider ed for such contracts on the same basis as the nonresident bidder's state awards contracts to Mississippi Contractors bidding under similar circumstances. When a nonresident Cont ractor submits a bid equal to or in excess of $50,000 on a contract financed 100% with St ate funds, a copy of the current laws from the state of domicile and an e xplanation thereof pertaining to treatment of nonresident Contractors shall be attached. If no preferen tial treatment is provided for Contractors in the state of domicile and contracts are aw arded to the lowest responsible bidder, a statement to this effect shall be attached. Should the attachment not accompany the bid when submitted, the Contractor shall have 10 days following the opening of the bids to furnish the required information to the Contract Administration Engineer for attachment to the bid. As used herein, the term "resid ent Contractors" include s a nonresident person, firm or corporation that has been qualified to do business in this State and has maintained a permanent full-time office in the State of Mississippi for two years prior to January 1, 1986, and the subsidiaries and affiliates of such a person, firm or corporation.

103.02 Award of Contract. The award of a Contract will be made within 60 calendar

days after the opening of proposals to the lowest responsive and responsible bidder, except as provided in Subsection 103.01 for preferential treatment situations, whose proposal complies with all the requiremen ts prescribed. The award of Contracts involving the expenditure of Federal funds is contingent upon concurrence of the Federal Section 103 Section 103 Agency whose funds are being used. The succes sful bidder will be notified of the award by letter mailed to the address shown on the proposal.

103.03 Cancellation of Award. The Department reserves th e right to cancel the award

of a Contract for any reason, any time pr ior to the execution by all parties without liability against the Commission, Department, or any of its officers or employees. 103.04--Return of Proposal Guaranty. The proposal guaranty of each bidder, except those of the two lowest responsive bidders, w ill be returned within 10 days of Contract award. The retained proposal guaranty of th e unsuccessful of the two lowest responsive bidders will be returned within ten days following the execution of a Contract with the successful low responsive bidder. The retained proposal guaranty of the successful bidder will be returned after satisfactory performance and payment bonds have been furnished and the Contract has been executed. In the event all bids are rejected by the Co mmission, certified checks or cashier's checks submitted as a proposal guaranty by all bidder s will be returned within 10 days of rejection. In the event no award is made within 30 da ys after the opening of bids, the Executive Director may permit the successful bidder to replace the certified check or cashier's check with a satisfactory bidder's bond. Should no award be made within 60 calendar days, all proposals will be deemed rejected and all proposal guaranties returned unless the lowest responsive and responsible bidder, at the request of the Commission, agrees in writing to a longer delay prior to the execution of the 60 days.

103.05 Contract Bonds .

103.05.1 Requirement of Contract Bonds . Prior to the execution of the Contract, the

successful bidder shall execute and deliver to the Executive Direct or a performance and payment bond(s) in the form required by the Commission and in a sum equal to the full amount of the Contract as a guaranty for complete and full performance of the Contract and the protection of the appr opriate claimants and the De partment for materials and equipment and full payment of wages in accordance with Miss. Code Ann. § 65-1-85(as amended). In the event of the award of a joint venture, each individual, partnership, firm or corporation shall assume jointly the full obligations under the executed Contract, executed Supplemental Agreements, and the contract bond(s).

103.05.2 Form of Bonds . The form of bond(s) shall be that provided by the Contract.

These bonds shall be executed by a Mississippi agent or qualified nonresident agent and shall be accompanied by a certification as to authorization of the attorney-in-fact to commit the Surety company. A power of attorney exhibiting the Surety's original seal supporting the Mississippi agent or the qualifie d nonresident agent's signature shall be furnished with each bond. The Surety co mpany shall be curren tly authorized and licensed in good standing to conduct business in the State of Mississippi with a minimum rating by A.M. Best of (A-) in the latest pr inting of "Best's Key Rating Guide" to write individual bonds up to ten percent of the policy holders' surplus or listed on the current list of “Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Compan ies” as published by the United States Section 103 Section 103 Department of the Treasury, Financial Management Service, Circular 570 (latest revision as published and supplemented on the Financial Management Service web site and in the Federal Register) within the underwriting lim its listed for that Surety. The Mississippi agent or qualified nonresident agent shall be in good standing and currently licensed by the Insurance Commissioner of the State to re present the Surety co mpany(ies) executing the bonds. Surety bonds shall continue to be acceptable to the Commission throughout the life of the Contract and shall not be canceled by the Surety without the consent of the Department. In the event the Surety fails or becomes financially insolvent, the Contractor shall file a new bond in the amount designated by the Executive Director within thirty (30) days of such failure, insolvency, or bankruptcy. Subsequent to award of Contract, the Commission or the Department may require additional security for any Supplemental Agreements executed under the Contract or replacement security in the event of the surety(ies)’s loss of the ratings required above. Suits concerning bonds shall be filed in the State and adjudicated under its laws without reference to conflict of laws principles.

103.06 Blank.

103.07 Execution and Approval of Contract. The successful bidder to whom the

Contract has been awarded shall sign and file with the Executive Di rector the Contract and all documents required by the Contract within 10 days after the Contract has been mailed or otherwise provided to the bidder. The Contract may require certain documents be submitted at an earlier date, in which case, those documents shall be submitted within the time frame specified. If the Contract is not executed by the Department within 15 days following receipt of the signed Contract and all necessary documents, the bidder shall have the right to withdraw the bid withou t penalty. No Contract is in effect until it is executed by all parties.

103.08 Failure to Execute Contract. Failure of the bidder to execute the Contract and

file acceptable performance and payment bonds and/or other required documents within 10 days shall be just cause for the cancellati on of the award and forfeiture of the proposal guaranty, which shall become the property of the Department, not as a penalty but in liquidation of damages sustained. Award may then be made to the next lowest responsive and responsible bidder, or the work may be re-advertised at the discretion of the Department. SECTION 104 - SCOPE OF WORK

104.01 Intent of Contract. The intent of the Contract is to provide for the execution, construction, and completion in every detail of the work described, and to compensate the

Contractor for all acceptable work performe d in accordance with the provisions of the Contract. The Contractor shall furnish all labor, materials, equipment, supplies, transportation, supervision, methods and procedures necessary to complete the work in accordance with the plans, specifica tions and terms of the Contract.

104.01.1 Partnering Process.

104.01.1 1--Covenant of Good Faith and Fair Dealing. The Contract imposes an obligation of good faith and fair dealing in its performance and enforcement.

Section 104 Section 104 The Contractor and the Department, with a positive commitment to honesty and integrity, agree to the following mutual duties:

104.01.1 2--Formal Partnering. If required by the Contract or requested by the

Contractor, this partnership will be bilate ral in make-up, and participation will be between both the Department and the Contract or. Any cost associat ed with effectuating this partnering will be agreed to by both parties and will be shared equally. To implement this partnering initiative prior to starting of work in accordance with the requirements of Subsection 108.02 Notice to Proceed and prior to the preconstruction conference, the Contractor's management personnel and Department's District Engineer, will initiate a partnering development seminar/team building workshop. The Contractor working with the assistance of the District and the State Construction Engineer will make arrangements to determine attendees for the workshop, agenda of the workshop, duration, and location. Persons required to be in attendance will be the Department’s key project personnel, the Contractor's on-site project manager and key project supervision personnel of both the Contractor and principal Subcontractors and suppliers. The project design engineers, FHWA and key local government personnel will also be invited to attend as necessary. The Contractors and the Depa rtment will also be required to have Regional/District and Corporate/State level managers on the project team. Follow-up workshops may be held periodically throughout the duration of the Contract as agreed by the Contractor and the Department. The establishment of a partnership charte r on a project will not change the legal relationship of the parties to the Contract nor relieve either party from any of the terms of the Contract.

104.01.1 3--Informal Partnering. If the Contractor and the Department do not choose

to have a Formal Partnering process or the Contract does not require a Mandatory Formal Partnering process, an informal partneri ng meeting shall be conducted on at least a monthly basis. It will be mandatory that the Project Engineer and Project Superintendent attend the meeting. It is recommended that Department Inspectors, foremen, and other project managers attend the meeting. The Project Engineer will be responsible for taking minutes of the meeting. As soon as practical after the meeting, the Engineer will send a copy of the minutes of the meeting to Section 104 Section 104 the Contractor, District Construction Engineer, and State Construction Engineer. The Contractor will have 30 days to dispute the contents of the minutes before the minutes become an official record of the project.

104.02 Alterations of Plans or Character of Work. Except as may be necessary to

satisfactorily complete the Contract, no alterati ons of the plans or the nature of the work will involve work beyond the termini of the contemplated construction without modification of the Contract and approval by all parties concerned. The Department reserves the right to make, in writing, at any time during the work, such changes in quantities and such alterations in the work as are necessary to satisfactorily complete the project. Such changes in quantities and alterations shall neither invalidate the Contract nor release the Surety, and the Contractor agrees to perform the work as altered. Wherever in the Specifications a Supplemental Agreement is provided for, such Supplemental Agreement may be subject to the approval of the Commission and spread upon its minutes prior to exec ution by the Ex ecutive Director.

104.02.1 Significant Changes in the Character of Work. Before any consideration

will be given for an alteration or quantity adjustment, it must be determined that a significant change in the character of the wo rk has occurred. A significant change in quantity of a major item, plus or minus twenty-five percent (25%) variation from original quantity, in and of itself, does not constitute a significant change in the character of the work. The character of the work , as altered, must differ materially in kind or nature from that involved or included in the original proposed construction. If a proposed alteration or quantity adjustment significantly changes the character of the work under the Contract, whether such alterations or changes are in themselves significant changes to the character of the wo rk or by affecting other work cause such other work to become significantly different in character, an adjustment, excluding anticipated profit, will be made to the Contract. The basis for the adjustment shall be agreed upon prior to the performance of the wo rk. If a basis cannot be agreed upon, then an adjustment will be made either for or ag ainst the Contractor in such amount as the Engineer may determine to be fair and equitable. If the proposed alteration or quantity adjustment does not significantly change the character of the work to be performed under the Contract, the altered work will be paid for as provided elsewhere in the Contract. The term "significant change" shall be construed to apply only to the following circumstances:

104.02.2 Differing Site Conditions. During the progress of th e work, if subsurface or

latent physical conditions are encountered at the site differing materially from those indicated in the Contract or if unknown physical conditions of an unusual nature, differing materially from those ordinarily encountered and generally recognized as inherent in the work provided for in the Contract, are encountered at the site, the party discovering such conditions shall promptly notify the other party in writing of the specific differing conditions before the site is disturbed and before the affected work is performed. Upon written notification, the Engineer w ill investigate the conditions, and if it is determined that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the Contract, an adjustment, excluding anticipated profits, will be made and the Contract modified in writing accordingly. The Engineer will notify the Contractor of the determination whether or not an adjustment of the Contract is warranted. No Contract adjustment which results in a benefit to the Contractor will be allowed Section 104 Section 104 unless the Contractor has provided the requ ired written notice. The written notice shall be submitted upon the forms provided and required by the Department. Before beginning or continuing work that justifies an adjustment of the contract unit price or contract time under the above provisions, a Supplemental Agreement acceptable to all parties shall be executed. In the event an agreement acceptable to all parties cannot be reached, the Department may order the work to proceed and that part of the work will be paid for in accordance with Subsection 109.04. If the altered or added work is of a character as to require more than the normal time to complete the work, an adjustment of the contract time may be made.

104.02.3 Minor Alterations to the Contract . When the Department makes alterations

in the details of construction or specifications that are minor in nature, the Resident or Project Engineer may elect to make an adjustment to the Contract under the provisions of this subsection. Minor alterations shall be defined as those alterations to the Contract that are not addressed in the Standard Specificati ons, or Supplements thereto, and are valued at less than $10,000.00. The District Engineer shall designate, in writing, the Resident or Project Engineer authorized to execute th e Class I Supplemental Agreement. The Resident or Project Engineer and Contractor shall agree upon the scope of work and a lump sum amount, within the above stated limit, for the work to be performed. The agreement shall be reflected in a Class I S upplemental Agreement signed by the Resident or Project Engineer and the Contractor's authorized representative, which, when it bears both the signature of the Resident or Project Engineer and Contractor, shall constitute the scope of work and the sole and only basis for payment by the Department or Commission under the item "Minor Alterations to the C ontract." Work sha ll not proceed until both parties sign the agreement. Any adjustment of contract time due to Minor Alterations will be in accordance with Subsection 108.06 of the Standard Specifications. Payment will be made under: 104-A S/A: Minor Alterations to the Contract - lump sum

104.02.4 Contract Change Notifications . It is the responsibility of the Contractor to

provide reasonable written notice when conditions are believed to require a change to the Contract. The Department will only consider requests for changes to the Contract when the Contractor meets the notif ication procedures specified in this Subsection.

104.03 Extra Work. The Contractor shall perform unforeseen work, for which there is

no price included in the Cont ract, whenever it is deemed necessary or desirable by the Engineer in order to complete fully the work as contemplated. Such work shall be performed in accordance with th e applicable specifications an d as directed. Payment or adjustment in payment will be made as provided under Subsection 109.04.

104.04 Maintenance of Traffic. Unless otherwise provided, the road under

construction and all other roads and entrances to adjacent property within the right-of- way will be kept open to through and local tr affic. The Contractor must maintain all traffic control features over the section of road under construction in accordance with the plans, MUTCD, and Section 618 of these specifications. The Contractor shall keep the portion of the project being used by public traffic in satisfactory condition for traffic to be adeq uately accommodated. The Contractor shall also provide and maintain in a safe cond ition temporary approaches or crossings and intersections with trails, roads, streets, busi nesses, parking lots, residences, garages, and farms. The Contractor shall cooperate with the Department to allow MDOT personnel or MDOT representatives, FHWA, and other governmental agencies to access the construction site to perform inspections at any time deemed appropriate. In any area where traffic is maintained, mowi ng shall be performed as necessary and as Section 104 Section 104 determined by the Engineer to provide reas onable appearance and safety to the traveling public. Mowing shall be performed at the direction and satisfaction of the Engineer, and shall include those areas from the edge of the pavement to a minimum of five feet beyond the shoulder line. The cost of mowing shall be absorbed in other contract items when the Contract does not contain a bid item for mowing, and shall not be the basis for any additional payment. It may become necessary for th e Contractor to sweep the ro adway surface to completely remove debris from pavement surfaces an d other areas designated on the plans or directed by the Engineer. Collected debris shall be disposed of off the right-of-way in accordance with federal, state, and local regulati ons. Debris is defined as dirt, trash, and other matter not part of the highway facility. In case it is necessary or desirable to close a portion of the project to traffic, the plans, special provisions, or other contract documents will so indicate, or if provisions are not made on the plans or in other contract documents, the Engineer may permit in writing the temporary closure of small portions of the project as deemed necessary to expedite the work without compromising the convenience and safety of traffic. The Contractor shall be bound by the provisions of this subsection and other applicable provisions of these specifications and the Contr act with regard to the safe and convenient passage of traffic. In the case of a project for improvements or construction alongside an existing roadway on which traffic is required to be maintained, no equipment, vehicles or materials will be permitted to park or be stored within the clear/safety zone of the roadway unless it is behind a lane or shoulder closure. Unless working under an approved night time operation, the Contractor shall not perform any work within the clear/safety zone of the roadway between sunset and sunrise. The Contractor shall not obstruct any traffic facility or connection thereto that is officially opened to public or private traffic or required under the Contract to be maintained except as permitted in writing by the Engineer on the basis that other suitable provisions have been made. Due to accident possibilities for certain days of peak traffic use, the right is hereby reserved for the District Engineer to suspend upon due notice to the Contractor any operation that, if allowed to be carried on, would seriously jeopardize the safety of the traveling public on holidays, the preceding day, and the following day or on days of major public events in the general area. In the event that a holiday or major public event falls during a weekend or on a Monday, no operations will be allowed during that weekend or the Friday immediately preceding th at holiday or major public event. The notice will specifically state the date(s) of the suspension. When work is suspended as provided herein, contract time will be adjusted accordingly. Additional compensation will not be paid because of such suspension. The Contractor will not be directly comp ensated for constructing, maintaining and removing temporary traffic maintenance facilities unless:

104.05 Removal and Disposal of All Materials From the Project. The Contractor

shall remove and dispose of all existing structures and obstructions in accordance with the provisions of Section 202. In the event separate pay items are not provided, the cost of removal and disposal shall be included in prices bid for items under Sections 201 and 203. The Contractor shall not remove or disturb any buildings, public utilities or other improvements that are to be removed and/or replaced by the Department or owners under separate agreement. It is anticipated that obstructions to be removed by the Department or owners will be removed and disposed of in advance of construction operations, but in the event there are improvements or other properties retained by the property owner, the Contractor shall not interfere with this property until notified in wr iting by the Engineer that the rights of the property owner have expired. Delays in the work occasioned by removal or non-removal by the owner will be considered as attributable to the State under the provisi ons of the Contract for the determination and extension of contract time, but any such delays shall not entitle the Contractor to nor shall such delays justify or be the basis for any monetary damages against the Commission, Department or any of its officers or employees. Upon notification by the Engineer that the property owner's rights have expired, the Contractor shall proceed to remove and dispose of structures and obstructions in accordance with this subsection and other a pplicable provisions of the Contract. All existing structures and obstructions or resi dual portions of structures and obstructions not designated to remain are to be removed by the Contractor. Improvements designated for removal are for the Contractor's information only, and the lack of such designation shall not relieve the Contractor of the removal obligation. When the contract documents i ndicate the removal of any materials, and disposal of said materials is permitted at locations provided by the Contractor, the Contractor shall furnish the Engineer a copy of a release from each property owner fo r the servitude of the land. Prior to disposal of any materials, the Contractor shall also furnish the Engineer a certified letter stating that the area of disposal is not in a wetland, Waters of the U.S., or Section 104 Section 104 any other environmentally sensitive area (ESA). The State, the Commission, the Department, and any of its officers and/or employees will have no ownership or liability whatsoever for materials or matter removed. All removals by the Contractor are to be made in accordance with the provisions of Section 201, Section 202 and Section 203. 104.06--Use of Material s Found in the Work. It is understood that the title to all materials found within the right-of-way or eas ements remains with the State. However, the Engineer may permit the Contractor to use stone, gravel, sand and other suitable materials found within the grading limits that may be useful in fulfillment of the Contract requirements. The Contractor will be paid both for the excavation of the material at the contract unit price for excavation and for th e pay item for which the excavation material is acceptably used. The excavation material, so removed and needed for use in embankments, backfills, approaches, or otherwise in the work, shall be replaced by the Contractor with other material acceptable to th e Engineer all at no ad ditional cost to the State. No charge for the material so used will be made against the Contractor. The Contractor shall not excavate or remove any material from within the highway location that is not within the grading limits established by slope stakes without prior written authorization from the Engineer. The Contr actor will not be paid for excavation outside the grading limits or below original ground in fill sections. Unless otherwise provided, material removed from existing structures may be used temporarily by the Contractor. Material designated to be salvaged shall not be cut or otherwise damaged.

104.07 Final Cleaning Up. Before acceptance and final payment will be made, all

areas within the right- of-way shall be cleaned of all rubbish, temporary buildings and structures, equipment and excess materials. Salvaged or excess materials expressly reserved by the Engineer for use by the State shall be neatly stockpiled at locations designated. All property occupi ed or affected by the Contract or and all parts of the work shall be left in a manner acceptable to the Engineer with all waterways unobstructed. Prior to final inspection for release of maintenance, all areas of the work that have developed an undesirable growth of vegeta tion shall be given a final mowing, and all undesirable bushes, high grasses and weeds shall be cut and disposed of or sprayed as directed by the Engineer. The cost of mowing shall be absorbed in other contract items when the Contract does not contain a bid item for mowing and shall not be the basis for any additional payment.

104.08 Value Engineering Incentive. Value Engineering Incentive applies to any cost

reduction proposal initiated and developed by the Contractor for the purpose of refining the contract documents so as to contribute to design cost effectiveness or significantly improve the quality of the final product. This subsection does not apply unless a proposal is identified by the Contractor at the time of submission as a Value Engineering Incentive Proposal. The Department shall be the so le judge of the accepta bility of any such proposal and of the estimated net savings in construction costs from adoption of all or any part of such proposal. Cost reduction proposals approved by the Department are to be implemented by a Supplemental Agreement to the Contract and must result in savings without impairing Section 104 Section 104 any essential functions and characteristics such as safety, service life, reliability, economy of operations, ease of maintenance, aesthetics and necessary standard design features. Proposed changes in the basic design requirements of a bridge or of a pavement system will not normally be given consideration as a Value Engineering Incentive Proposal. The mere substitution of one contract item for another contract item or substitution of any other item for which the Department has previously established a pay item will not be allowed as value engineering nor will a submittal based on the use of material from the right-of-way. As a minimum, the following information shall be submitted by the Contractor with each proposal:

105.01 Authority of the Engineer. The Engineer has the au thority to make decisions

on all questions that may arise as to the quality and acceptability of materials, the work and the progress of the work; all questions that may arise as to the interpretation of the plans and specifications; and all questions as to the fulfillment of the Contract. The Engineer has the right, but not the obligation, to suspend the work wholly or in part and to withhold payments because of the Cont ractor's failure to correct conditions unsafe for workmen or the general public, for failure to carry out provisions of the Contract, or for failure to carry out orders. The Engineer may also suspend work for periods deemed necessary due to unsuitable weather conditions, for any conditions considered unsuitable for the prosecution of the work, or for any other condition or reason deemed by the Engineer to be in the public interest. The Department and the Commission shall not be held liable for any conditions that it is not made aware of, and there is no duty on the part of the Department to inspect for said unsafe and/or unsuitable conditions. The duty to ensure that the conditions are safe for workmen and the general public remains at all times with the Contractor, and shall not be a ltered by any course of conduct and/or action or inaction on the part of the Department. The Engineer may authorize, in writing, the continued prosecution of items past their specified seasonal limits when it is determined that the quality of the work will not be reduced and the public interest will be best served. The Engineer will have authority to enforce and make effective all decisions and orders relating to the Contract. All correspondence con cerning a project, other than co rrespondence related to the execution of the Contract and sub-contracting, shall be sent to the Project Engineer. The Project Engineer will then forward any necessary correspondence to the appropriate Division. This includes general correspondence, submittals, shop drawings, requests for advancement of materials, etc. If electr onic submittals are allowed, they may be submitted directly to the appropriate Divisi on with copies to the Project Engineer.

105.02 Plans and Working Drawings. After the Contract is executed by the Executive Director, the Contractor will receive, free of charge, two bound copi es of the proposal

and contract documents, one executed and one blank, two full scale copies of the plans and five half-scale copies. The Contractor shall have one copy of the proposal and contract documents and one half-scale copy of the plans available at all times during work activity on the project. Plans will generally show details of the work to be performed and a summary of the items appearing in the proposal. The plans will be supplemented by working drawings as necessary to adequately control the work. Working drawings shall be furnished by the Contractor as required for the completion of the work. Except where otherwise specified, working drawings shall be approved by the Engineer but such approval will not relieve the Contractor of any responsibility. Working drawings shall not be considered as plan changes and any conflicts on working drawings, whether approved or not, shall not supersede the requirements of the origin al plans and specifications. Section 105 Section 105 If required, the Contractor shall furnish the or iginal tracings of working plans or drawings to the Engineer. The contract unit price shall include the cost of furnishing all working drawings. However, when design details of the plans ar e changed after the Contractor has submitted the required working drawings, the Engineer may order the Contractor to furnish revised or new working drawings as Extra Work.

105.03 Conformity with Plans and Specifications. All work performed and all

materials furnished shall be in reasonably cl ose conformity with the lines, grades, cross- sections, dimensions, material requirements and other construction requirements shown on the plans or required by the specifications. Where defined tolerances are specified in the contract, such tolerances shall fix the limits of reasonably close conformity. Plan dimensions and Contract specification values are target values to be strived for and from which tolerances are allowed. It is the intent of the specifications that the materials and workmanship shall be uniform in charact er and shall conform as realistically as possible to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommodate occasional minor variations from the median zone that are unavoidable for pr actical reasons. When maximum and/or minimum values are specified, the production and processing of the material and the performance of the work shall be so controlled that the material and work will not be predominately of borderline quality or dimension. Predominantly borderline quality of materials or work on a continuing basis will be just cause for temporary suspension of work. In the event the Engineer finds that the materials or the finished product in which the materials are used are not within reasona bly close conformity with the plans and specifications but that reasonably acceptable wo rk has been produced, the Engineer will make a determination as to whether the work will be accepted and remain in place. The Engineer will then make an appropriate adjustment in the contract price for the work or materials as provided in the Contract. If no provision for adjustment in price is included in the Contract, the Engin eer will document the basis of acceptance by Contract modification and also may provide for an adjustment in contract price. The documentation for adjustment in contract price will be based on engineering judgment if a standard criteria for the items involved has not been issued. When the materials, the finished product or the work are not in reasonably close conformity with the plans and specifications and have resulted in an inferior, unsatisfactory or unacceptable product, the work or materials shall be removed and replaced or otherwise corrected by the Contract or at no additional cost to the State in a manner satisfactory to the Engineer. When work is of a temporary nature and its use is expected to be of short duration, the Engineer may allow minor deviations, not more than five percent (5%), from specified test values. Any such allowance will not relieve the Contractor from responsibility for maintenance of the work.

105.04 Coordination of Plans, Specifica tions, Interim Specifications, Special

Provisions and Notice to Bidders. These specifications, interim specifications, plans, Section 105 Section 105 special provisions, notices to bidders and al l other supplemental documents are essential parts of the Contract, and a requirement occurring in one Contract Document is as binding as though occurring in all. Thes e contract documents are intended to be complementary and provide for a complete work. In case of discrepancy, calculated dimensions will govern over scaled dimensions. Parts of the Contract will prevail in the following order:

105.05 Cooperation by Contractor. The Contractor shall give the work the constant

attention necessary to facilitate the progress th ereof, and shall cooper ate in every possible way with the Engineer, Inspectors and other Contractors on the given project as well as on any adjacent projects, as per Subsection 105.07.

105.05.1 Project Superintendent. The Contractor shall have a competent and

experienced full time resident superintendent who is capable of reading and understanding the plans and specifications for the particular work being performed. The superintendent shall be on the project site at any time work is being performed by the Prime Contractor or any Subcontractors. The superintendent shall advise the Project Engineer of an intended absence from the work and designate a person to be in charge of the work during such absence. The superint endent shall receive instructions from the Engineer or authorized representative. On projects that require 24/7 work, the Contractor will be required to list multiple superintendents to cover all time periods when work is being performed. Upon issuance of the Notice to Award, the Contractor or duly appointed agent authorized to bind the Contractor shall file with the Executive Director the name and address of the superintendent(s) who will supervise the work with copies to the Construction Engineer, Contract Administration Engineer, District Engineer and Project Engineer. The Executive Director sh all be immediately notified in writing with copies to those stated when a change is made in the Contractor's superintendent or superintendent’s address. The superintendent shall have full authority to execute orders or directives of the Engineer without delay and to promptly supply materials, equipment, labor and incidentals as may be required. Such superintendence shall be furnished irrespective of the amount of work sublet. Section 105 Section 105

105.05.2 Certified Erosio n Control Person (CECP) . On projects that require an

erosion control plan, the Contractor shall also designate a responsible person who will monitor and maintain the effectiveness of the erosion control plan, including NPDES permit requirements, and complete storm water reports as required by the Contract. Prior to or at the preconstruction conference, th e Contractor shall designate in writing the CECP to the Project Engineer. The designate d CECP shall be assigned to only one (1) project. When special conditions exist, such as two (2) adjoining projects or two (2) projects in close proximity, the Contract or may request in writing that the State Construction Engineer approve the use of one (1) CECP for both projects. The Contractor shall request in writing that the Engineer authorize a substitute CECP to act in the absence of the CECP. The designated CECP and substitute or replacement CECP must be certified by an organization approved by the Department. A copy of each CECP's certification must be included in the Contractor's Protection Plan as outlined in Subsection 107.22.1. 105.05.2.1--Responsibilities and Duties of the Certified Erosion Control Person. In addition to the requirements set for in the NPDES Permit, the CECP shall also be responsible for the following:

105.05.2 2--Deficient Performance of the Certified Erosio n Control Person. I n t h e

event that the Contractor’s CECP is not m eeting the requirements set forth above, the Project Engineer will notify the Contractor in writing, describing the CECP’s deficient performance. If the deficient performance should continue, the Department may take any or all actions listed below:

105.06 Cooperation with Utilities. The Department will notify all utility companies,

all pipe line owners and other known affected parties and endeavor to have plans and agreements for all necessary ad justments within or adjacent to the limi ts of construction before bids are received. Such utility plan s and agreements will be made available for inspection by the Contractor in the Jackson Office. The Department will also endeavor to have all necessary adjustments made as soon as practicable. All utility appurtenances are to be relocated or adjusted by others unless provided otherwise in the Contract. All known utilities within the project are shown on the plans. It is understood and agreed that the Contractor’s bid has considered all of the utility appurtenances in their present or relocated positions and that no additional compensation will be allowed for delays, inconvenience, or damage sustained by the Contractor due to interference from the said utility appurtenances or the operation of moving them. The Engineer's determination that removing, relocating, or adjusting of utility appurtenances or failure of others to do so is causing a delay in major phases of construction that normally should be in progress will be considered a delay by the State in the determination of extension of contract time, but any such delay shall not be the basis for any liability or monetary damage against the Commission, the Department and/or any of its officers or employees. In the event the utility owners fail to comply with their responsibility in relocating or adjusting their facilities, the Engineer may require the Contractor to make adjustments as Extra Work. Section 105 Section 105

105.07 Cooperation Between Contractors. The Department reserves the right to

award contracts for work on or near work covered by other contracts. Each Contractor will be expected to cooperate with the othe r Contractor(s) and the Department in every reasonable manner. The Department will make a determination as to the practicality of prosecuting an existing contract before an additional award is made for work in the same area. Insofar as is practicable, the Department will give notice of the intent to award subsequent contracts in the same area. Failure to do so , however, shall not prejudice the rights of the Commission to award additional contracts and shall not constitute grounds for claims against the State, the Commission, the Department or any of its officers or employees. When separate contracts are let for work, any part or all of which is within the same limits, each Contractor’s work shall be conducted so as to cause the least interference with work being performed by the other Contractor(s). When contracts are awarded to separate Contractors for concurrent construction within a common area, the Contractors, in conference with the Engineer, shall establish a written joint schedule of operations. Such schedule will set out approximate dates and sequences for work to be performed with due regard to needs and contract time limitations of each contract. The Engineer may allow modification of the schedule when mutual benefit to the Contractors and the Department will result. Any modification of the joint schedule shall be in writing, mutually agreeable, and signed by the Contractors. Failure of either Contractor to abide by the terms of the joint schedule or modified schedule will be justification for termination of the Contract under the provision of Subsection 108.08. Each Contractor’s work shall be arranged such that the placement and disposal of the materials and equipment being used shall not interfere with the operations of the other Contractor. Each Contractor sh all join their work with that of others in an acceptable manner and perform it in the sequence of the established schedule. Each Contractor involved shall assume all liability, financial and otherwise, in connection with the Contract and shall protect and save harmless the Commission, the Department or any of its officers or employees from any and all damages or claims of any kind that may arise, including but not limited to, inconveni ence, delay or loss experienced because of the presence and operations of the other Contractor(s) working within the same contract limits. When the plans and/or proposal indicate that there is a ra ilroad crossing the project at grade, the Department may construct or have constructed by others an at-grade railroad crossing. This work may also include adjustment or installation of allied traffic safety features. If the railroad work is to be performed under separate contract let by the Department, all the provisions of this subsection are applicable. When the work is to be performed by the railroad or its Contractor, all the provisions of this subsection are applicable except a schedule of operations will not be required.

105.08 Construction Stakes, Lines and Grades. Except when the Contract contains a

pay item for "Roadway Construction Stakes," the Engineer will set construction stakes Section 105 Section 105 establishing lines, slopes, and profile grades in road work and only centerline and bench marks for bridge work. Box bridges shall not be considered as a bridge. The Engineer also will furnish the Contractor with all necessary information relating to lines, slopes, and grades. These stakes and bench marks shall constitute the field control by which the Contractor shall establish and maintain all necessary controls and perform the work. The Department will assume responsibility for the accuracy of the stakes and bench marks at the time they are se t by the Engineer or the Engineer’s representative. Any corrective work caused by inaccurate field controls establis hed by the Department will be considered as Extra Work and paid for unde r appropriate provisions of the Contract. The Contractor shall be held responsible for the preservation of all stakes and bench marks, and when carelessly or willfully destroye d or disturbed, the cost of replacing them will be charged against the Contractor. When the Contract contains a pay item for co nstruction stakes, Section 699 shall apply.

105.09 Authority and Duties of the Resident or Project Engineer. As the direct

representative of the Chief Engineer, the assigned Resident or Project Engineer has immediate charge of the engin eering details of the Contract. The Resident or Project Engineer is responsible for the administration of the Contract, and the authority is delegated commensurate with these responsibilities.

105.10 Duties of the Inspector. Inspectors employed by the Department will be

authorized to inspect all work and materials. The inspection may extend to all parts of the work and to the preparation, fabricati on or manufacture of the materials. The Inspector will not be authorized to alter or waive the provisions of the Contract, to issue instructions contrary to the plans and sp ecifications or to act as foreman for the Contractor. 105.11--Inspection of Work. All materials and each part or detail of the work are subject to inspection by the En gineer. The Engineer shall be allowed access to all of the work and shall be furnished with such information and assistance by the Contractor as necessary to make a complete and detailed inspection. Prior to acceptance of the work, the Contractor shall remove or uncover such portions of the work as directed by the E ngineer. After examination, the Contractor shall restore said portions of the work. If the work exposed or examined was acceptable, the uncovering or removing and the restoring of the work will be paid as Extra Work. If the work so exposed or examined was unacceptable, the unc overing or removing and the restoring of the work will be at no additional cost to the State or the Commission. Work performed or materials used by the Contractor without supervision or inspection by an authorized Department representative ma y be ordered removed and replaced. In the event it is determined by the Executive Director that non-supervision or non-inspection by the Department was due to the failure of the Engineer to have a representative present after having been given reasonable notice in writing that the work was to be performed, the work may be examined, removed or repl aced as ordered and will be paid as Extra Work if the work so exposed or examined was acceptable. Otherwise, such unauthorized work shall be removed and replaced at no ad ditional cost to the St ate or the Commission. Section 105 Section 105 Although the Engineer and/or his authorized representative may inspect the work and has the right to stop any and all work not conforming to the contract documents and these specifications, the ultimate responsibility to ensure that the work is completed according to the contract documents and these specif ications rests with the Contractor. Any inspections conducted by or on behalf of the Department do not relieve the Contractor from this obligation, nor does the fact that inspections are conducted or ordered by the Department create a course of conduct that can in any way be construed as a waiver of the Contractor’s duties and responsibilities. When any unit of government, political subdivision, railroad corporation, or other public service is to pay a portion of the cost of th e work its respective representative shall have the right to inspect the work. Such inspection shall in no way make said agency or corporation a party to this Contract and shall in no way interfere with the rights of either party of the Contract. 105.12--Removal of Unacceptable and Unauthorized Work. Unless otherwise determined acceptable under the provisions of Subsection 105.03, all work that does not conform to the requirem ents of the Contract will be considered as unacce ptable work. Unacceptable work, whether the result of poor workmanship, defective materials, damage through carelessness or any othe r cause, found prior to fina l acceptance of the work shall be removed and replaced in an acceptable ma nner, without any additional cost to the Commission. Work done contrary to the instructions of the Engineer, or beyond the lines shown on the plans or extra work without authority will not be paid for under the provisions of the Contract. All work shall be warrantied for a period of one (1) year following final acceptance. Any defective or nonconforming work, or latent de fects, shall be correct ed by the Contractor, at no cost to the Department.

105.13 Load and Speed Restrictions. The Contractor shall determine and comply with

all legal load restrictions in the hauling of materials on public roads beyond the limits of the project. The Department shall have no obligation to determine or inform the Contractor of any legal load limitations of any municipality, county or the State of Mississippi. A special permit will not relieve the Contractor of liability for damages that may result from the moving of material or equipment. All trucks hauling materials to and from this project shall comply with the legal weight limits as established by law. The Department will not compensate the Contractor for any portion of a load delivered to the project in excess of the legal limit for that truck. Vehicles relying on harvest permits are limited to hauling only those materials set forth in Section 27-19-81(4) of the Mississippi Code, as amended. Within the project limits, the operation of equipment of such weight or so loaded as to cause damage to the roadway, structures or other work is forbidden. The Contractor shall regulate loads such that damage will not occur to structures or any completed subgrade or pavement structure, but in no case shall load s exceed the legal weight limit. Loads will not be permitted on a concrete pavement, base or structure before the expiration of the Section 105 Section 105 curing period. The Contractor shall be responsible for all damages caused by hauling equipment. The Contractor shall provide approved platform scales or a sufficient number of approved portable scales together with essentials fo r calibrating and all labor, tools, and equipment necessary to weigh as many loaded vehicles as will assure the Engineer of the Contractor's compliance with weight restrictions. The Contractor shall be responsible for the safe speed of vehicles assigned to the project. Speeds less than those provided by law may be ordered in writing by the Engineer when in the opinion of the Engineer such action is essential to public safety or to the quality of work.

105.14 Maintenance During Construction. The Contractor will be responsible for the

maintenance of existing roadways within the lim its of this project starting on the date of the Notice to Proceed. Anytime work is perfor med in a travel lane, the Contractor shall install portable lane closure signs meeting the requirement of the Department Standard Drawing or the Latest Edition of the MUTCD. The Contractor shall maintain the work until released from maintenance. This maintenance shall require continuous and e ffective work prosecuted day by day with adequate equipment, forces and material to the end that the roadway structures and all other features of the work are kept in satisfactory condition at all times. Traffic shall be continuously, safely and conveniently maintained as required under the Contract. In the case of a Contract for the placing of a previously constructed course or subgrade, the Contractor shall maintain the previous course or subgrade during all construction operations. All cost for maintenance of the work shall be included in the contract unit prices bid on the various pay items, and the Contractor will not be paid any additional amount for such work except as otherwise provided in the Contract. The Contractor must abide by the Departme nt highway right-of-way control of access and any additional construction access points as designed and allowed within the plans or Contract for access within th e project limits. The Contractor shall be responsible for obtaining permission from local officials for construction traffic to travel along and access the project limits from local roads. M DOT will not be held liable for any damage to local roads. Local roads that sustain damage due to c onstruction traffic are expected to be restored to conditions equal to or better than the pre-award conditions at the Contractor’s expense. The Contractor shall cooperate with the Depa rtment to allow MDOT personnel or MDOT representatives, FHWA, and ot her governmental agencies to access the construction site to perform inspections at an y time deemed appropriate.

105.15 Failure to Maintain Roadway or Structures. If the Contractor, at any time,

fails to comply with the provisions of Subsection 105.14, the Engineer will immediately notify the Contractor of such non-compliance. When the deficiency creates a traffic hazard, the Contractor shall immediately use all available means to correct or otherwise remove the hazard. The Contractor's failure to remedy unsatisfactory maintenance within Section 105 Section 105 24 hours after receipt of such notice will be just cause for the Engi neer to maintain the project with such forces as the Engineer deems necessary . Any and all cost to the Department will be deducted from monies due or to become due the Contractor.

105.16 Blank .

105.17 Claims for Adjustments and Disputes. No claim shall be considered unless the Contractor has complied with all the re quirements of Subsection 104.02.4. If the

Engineer has denied the request for a change to the work per Subsection 104.02.4, the Contractor may commence with the filing of a claim as outlined in this Subsection.

105.18 Automatically Controlled Equipment. Unless otherwise prohibited in other

sections of the specifications or other co ntract documents, automatically controlled equipment that malfunctions may be operated manually or by other approved methods for a period of time approved by the Engineer so as to prevent loss or damage to the work already produced, manufactured, or processed at the time of the breakdown or malfunction. The resulting work must meet the requirements of the Contract.

105.19 Safety Apparel. All workers within the right-of-way shall wear high-visibility

safety apparel in accordance with the requir ements of Section 6D.03 of the MUTCD. Workers are defined as people on foot whose duties place them within the right-of way of highways, such as highway construction and maintenance forces, survey crews, utility crews, responders to incidents within th e highway right-of-way, and law enforcement personnel when directing traffic, investig ating crashes, and handling lane closures, obstructed roadways, and disasters within the right-of-way.

105.20 Acceptance.

105.20.1 Partial A cceptance of a Unit. When the Contractor has completed a unit of

the work such as an interchange, a structure, a portion of the road or pavement or one project of a multi-project Contract, the Contractor may request the Engineer to make a final inspection of that unit. The Executive Director may also order a final inspection of the unit, at the Executive Director’s discretion. If the Engineer finds upon inspection that the unit has been completed in compliance with the Contract and it is a complete facility that can be made available to the public or made available for the prosecution of work under another contract, the Executive Dir ector may conditionally accept the unit and conditionally relieve the Contractor of certain contractual responsibilities as defined in the release. In the event items of work covered by such re lease are found to be defective or deficient as evidenced by unsatisfactory te st reports of materials incorporated in the work or other engineering determination, the release shall be null and void upon written notification to the Contractor. The Contractor shall make all corrections, restorations, constructions or reconstructions deemed necessa ry and shall resume all co ntractual responsibilities until all corrective measures have been made in accordance with the terms of the Contract. Partial acceptance does not constitu te final acceptance of the wo rk, or any part thereof, nor in any way void or alter any of the terms of the Contract. Relief from "certain contractual responsibilitie s" as indicated herein may, or may not, include:

105.20.2 Partial Maintenance Release of a Project. Upon written notice from the

Contractor of presumptive completion of all the work and upon due notice from the Resident or Project Engineer, the Engineer will make an inspection. If the inspection discloses any work as being unsatisfactory or inco mplete, the Engineer will discuss in detail with the Contractor all discrepancies in the work. Upon correction of the work, another inspection will be made that shall constitute the final inspection, provided the work has been satisfactorily completed. However, if during the final inspection the Engineer determines that all work has been satisfactorily completed except for growth and coverage of plant establishment on all or part of the work, the Engineer may recommend partial release of all work except items related to growth and coverage. Upon such recommendation, the Contractor will be given a partial release of maintenance and shall be released from further contractual liabilities for the completed work other than warranty work or latent defects. The Contractor will retain responsibility for plant establishment and all maintenance and repairs appurtenant thereto until satisfactory growth and coverage is achieved. This responsibility may also include the continuation of the required storm water inspection and reporting.

105.20.3 Final Maintenance Release of a Project. Upon written notice from the

Contractor of presumptive completion of all the work and upon due notice from the Resident or Project Engineer, the Engineer w ill make an inspection. If all work provided by the Contract has been completed to the Engineer’s satisfaction, the inspection will constitute the final inspection, and the Engineer will conditionally release the Contractor of maintenance. As provided in the Contract, in the event items of work are found to be deficient or defective as evidenced by unsa tisfactory test reports of mate rial incorporat ed into the work, the Contractor shall assume full responsibility for corrective measures, and shall reassume maintenance and public liability un til such corrective measures are completed to the satisfaction of the Engineer.

105.20.4 Final Accep tance of a Project. Upon evidence that the Contractor has

fulfilled all obligations under the Contract, the Executive Director will make final acceptance and notify the Contractor in writing. Final acc eptance of the project will not be given until all obligations imposed under the Contract, including but not limited to the final reporting of payrolls, final reporting of DBE payments, acceptable certifications and test reports of materials used, etc., have been fulfilled. However, the Contractor remains Section 105 Section 105 responsible for all warranty work and any late nt defects found within one year of final acceptance. SECTION 106 - CONTROL OF MATERIALS

106.01 Source of Supply and Quality Requirements.

106.01.1 General. The materials used in the work shall meet all quality requirements of

the Contract. At the option of the Engineer , materials may be approved at the source of supply provided the Contractor notifies the Engineer of the proposed source of material well in advance of the time of proposed delivery. If previously approved materials do not produce uniform and satisfactory products, the Contractor shall furnish materials from other sources.

106.01.2 Warranties, Guaranties, Instruction Sheets and Parts Lists. F o r

manufactured articles, units, components or materials incorporated in any mechanical or electrical facility required un der the Contract, the manufacturer's warranties, guaranties, instruction sheets and parts lists shall be de livered before final acceptance of the work.

106.02 Local Materials Sources.

106.02.1 Designated Sources. Possible sources of local material may be designated on

the plans or described in the special provisions. The quality of material in such deposits will be acceptable in general, but the C ontractor shall determine for himself the equipment and work required to produce uni form, acceptable material. It shall be understood that it is not feasible to ascertain from samples the specific limits of acceptable material from the entire deposit and variations shall be considered as usual and are to be expected. The Engineer ma y order procurement of material from any portion of the deposit and may reject other portions of the deposit as unacceptable. Unless designated sources are identified in th e Contract as State Furnished or State Optioned, acquisition and rights of ingress and egress shall be the responsibility of the Contractor.

106.02.2 Contractor Furnished Sources. The Contractor shall provide sources of

materials meeting the requirements of the Co ntract and shall bear all costs involved, including the cost to the Department for sampling and testing for source approval. The Department's costs will be based on the standard sampling and testing charges published in Department SOP, and the charges will be deducted from monies due the Contractor. The Department will assume the cost of acceptance sampling and testing during production and use of the materials. All pits and quarry sites are subject to ap proval from the Mississippi Department of Environmental Quality, Office of Geology, as set forth in Subsection 107.23.

106.02.3 All Sources. All pit operations including hauling shall comply with the applicable provisions of Subsection 107.22. Unless otherwise permitted, all pits shall be

Section 106 Section 106 drained upon completion.

106.03 Samples, Tests, and Cited Specifications. All materials used in the work shall

conform to the general requirements of Section 700 and the specific requirements for each item of work. Cited specifications of AASHTO, ASTM or Federal Specifications for materials or test methods shall be understood to mean approved pre-published or published "Standards" of ASTM, AASH TO, Federal Specifications; Interim Specifications of AASHTO denoted by the suffix "I", Tentative Specifications of ASTM denoted by the suffix "T", or amended Federal Specifications denoted by a numbered amendment, current on the date of advertisement for bids. Unless otherwise provided, all materials shall be inspected and tested for acceptance in accord ance with Subsection

700.03 The work shall be considered incomplete until accep tance of all materials used

in the work. Any work performed prior to approval of materials will be the sole responsibility of the Contractor. The Department reserves the right to retest all materials even though they have been tested and approved earlier and to reject all retested materials that do not meet the requirements of the Contract. Prior inspection, test and approval of material used as a component of another item of work shall in no way imply acceptance if the work in which the mate rial is incorporated fails to meet the requirements of the Contract. Test reports will be furnished to the Contractor upon request.

106.04 Certification of Compliance. Prior to sampling and testing by the Department,

the Engineer may permit use of certain materials or assemblies accompanied by acceptable certificates of compliance stating that such materials or assemblies fully comply with the requirements of the Contract. Each lot of such materials or assemblies delivered to the work must be accompanied by an approved certificate of compliance in which the lot is clearly identified. Certificates of Compliance shall be prepar ed in accordance with Subsection 700.05. Materials and assemblies used on the basis of Certificates of Compliance and found not to be in conformity with Contract requirements are subject to rejection whether in place or not. Unless otherwise required, the original and three copies of all Certificates of Compliance shall be furnished to the Engineer. Unless specifically provided for elsewhere in the Contract, payment for the work will not be made until proper certification has been received.

106.05 Plant Inspection. The Engineer may make th e inspection at the source of

material produced by a third party. In the event such plant inspection is undertaken the following conditions shall be met:

106.06 Blank.

106.07 Foreign Materials. Except as specifically prohibited in these specifications or

other contract documents, consideration may be given by the Department to the use of certain materials manufactured or produced out side of the United States provided the materials are delivered to approv ed locations within the State. The Contractor shall, at no additional cost to the State, arrange for any required sampling and testing that the State is not equipped to perform. All testing sha ll generally be performed within the United States' Mainland and be subject to witnessing by the Engineer. Certain materials or processes may necessitate the testing be performed or witnessed at the foreign source by State personnel. When the Engineer authorizes inspection at a foreign site, the Contractor shall reimburse the State for all ex penses incurred outside the United States by the State's representatives. For materials requiring mill test reports, the State Materials Engineer will determine that in-plant quality controls are adequate to assure delivery of uniform material in accordance with Contract requirements, and the State Materials Engineer’s determination of the adequacy of in-plant quality controls with respect to mill test reports and certificates of compliance shall be final. No structural materials will be accepted that cannot be properl y identified with mill test reports and certificates of compliance even though in-plant quality control procedures have been established to the satisfaction of the State Materials Engineer.

106.08 Storage of Materials. Materials shall be stored in a manner to assure the

preservation of their quality and fitness for the work. Stored materials may be re- inspected and retested prior to their use in th e work. The materials shall be located so as to facilitate their prompt inspection. Approved portions of the right-of-way may be used for plant operation and storage of materials and equipment. Private property shall not be used without written permission of the owner or lessee, and duplicate copies of such written permission shall be furnished the Engineer. All sites shall be restored to their original conditions at no additional cost to the State or the Commission. This shall not apply to stripping and storing of materials salvaged from the work for use by the Department on other work.

106.09 Handling Materials. All materials shall be handled in such manner as to

preserve their quality and fitness for the work. Materials shall be transported in tight vehicles so constructed as to prevent loss or segregation of materials after loading and measuring for incorporation in the work.

106.10 Unacceptable Materials. All materials not conforming to the requirements of

the specifications at the time th ey are incorporated in the work shall be rejected and removed immediately unless otherwise instruct ed by the Engineer. Rejected materials which have been corrected shall not be used until written approval has been given by the Engineer.

106.11 Department Furnished Material. Material furnished by the Department will

Section 106 Section 106 be delivered or made available to the Contra ctor at the points specified in the Contract. Unless otherwise specified, the cost of handling, placing, and maintaining all materials after they are delivered or made availabl e will be at the Contractor's expense. The Contractor will be held responsible for a ll materials delivered or made available and deductions will be made from monies due for shortages or deficiencies, damages that may occur thereafter, and any demurrage charges.

106.12 Substitute Materials . The Contract will typically specify material generally

used in highway construction. The Department from time to time will approve substitute materials for specific uses. These materials and their uses will be noted on the Department's APL. Contractors proposing to use substitute materials will be responsible for determining if the material has gained Department approval. When an approved substitute material is to be used, the Cont ractor will furnish a certification from the manufacturer that the product is the same ma terial as approved by the Department and that no alterations have been made. Material will be sampled and tested by the Department as necessary for acceptance. Appr oved lists may be obtained from the State Materials Engineer.

106.13 Convict Produced Materials. Materials produced after July 1, 1991, by convict

labor may only be incorporated in a Federal-Aid highway construction project if such materials have been:

107.01 Laws to Be Observed. The Contractor shall have the authority to and will keep

fully informed and comply with all Federal, State and local laws, ordinances, regulations and all orders and decrees of bodies or tribunals having jurisdiction or authority that affect those engaged or employed on the work or affect the conduct of the work. The Contractor shall protect and indemnify the Stat e and its representatives against all claims or liability arising from or based on the viol ation of such laws, ordinances, regulations, orders or decrees whether by the Contractor, the Contractor’s employees, Subcontractors and employees or agents thereof.

107.02 Permits, Licenses, and Taxes. The Contractor or any Subcontractor shall have

the duty to determine any and all required permits not previously procured by the Department; determine all required licenses; procure all permits not previously acquired Section 107 Section 107 by the Department; procure all licenses; pay all charges, fees and taxes; and issue all notices necessary and incidental to the due and lawful prosecution of the work. At any time during the life of this Contract, the Department may audit the Contractor’s or Subcontractor’s compliance with the requirements of this section. The Contractor and/or any Subcontractor is advised that the requirements and penalties contained in the “Mississippi Special Fuel Tax Law”, Section 27-55-501, et seq. and the Mississippi Use Tax Law, Section 27-67-1, et seq., apply to any Contract or subcontract for construction, reconstruction, maintenance or repairs, for Contracts or subcontracts entered into with the State of Mississippi, any political subdivision of the State of Mississippi, or any Department, Agency, Institute of the State of Mississippi or any political subdivision thereof. Prior to commencing work on any Project, the Contractor shall obtain a Material Purchase Certificate number (MPC#) from the Mississippi Department of Revenue, pursuant to Miss. Code Ann. § 27-65-21, and Miss. Admin. Code 35.IV.10.01. Upon receipt of the MPC#, the Contractor must i mmediately provide the MPC# to the Contract Administration Division of the Department. Failure to obtain and submit a MPC# prior to commencing work shall result in the withholding of payment to the Contractor until such time that a MPC# is obtained and submitted to the Department. The Contractor and/or any Subcontractor will be subject to one or more audits by the Department during the life of this Contract to make certain that all applicable fuel taxes, as outlined in Section 27-55-501, et seq., and any sales and/or use taxes, as outlined in Section 27-67-1, et seq. are being paid in compliance with the law. The Department will notify the Mississippi Department of Revenue of the names and addresses of any Contractors or Subcontractors.

107.03 Patented Devices, Materials, and Processes. If the Contractor employs any

design, device, material or process covered by letters of patent or copyright, the Contractor shall provide for such use by agreement with the patentee or owner. However, no highways shall be constructed, reconstructed, or maintained out of any patented paving material, regardless of what kind, on which a direct royalty is paid by the Commission or any Contractor; and the Commission shall not have included in the plans or specifications for constructing, reconstructing, or maintenance of any highway the requirements that any material used or specified shall be laid under any process patented requiring the payment of a direct royalty for use of such process or patent. Attention should be given to Miss. Code Ann. Section 65-1-61, regarding use of patented materials for paving. At any time during the prosecution or after completion of the work, the Contractor and Surety shall indemnify and save harmless the State the Commission, and/or any affected third party or political subdivision from and against any and all claims for infringement in connection with any such patent or copyright.

107.04 Restoration of Su rfaces Opened by Permit. The right to construct or

reconstruct any utility service in the highway or street or to grant permits for same, at any time, is expressly reserved by the Department. The Contractor will not be entitled to any damages from the Commission or the Department for delays or damages due to utility construction or reconstruction by a third party except an adjustment in contract time may be allowed when the Engineer determines a delay prevents the performance of the controlling phase(s) of work. Any individual, firm or corporation wishing to make an opening in the highway must Section 107 Section 107 secure a permit from the Department. Th e Contractor shall allow parties bearing approved permits or agreements, and only those parties, to make openings in the highway. When ordered by the Engineer, the Contractor shall make all necessary repairs and will be paid as provided in these specifications or as Extra Work. The repairs will be subject to the same requirem ents as the original work.

107.05 Federal Aid Participation. When the United States Government pays all or any

portion of the cost of a project, the Federal laws and the rules and regulations made pursuant to such laws shall be observed by the Contractor, and the work shall be subject to the inspection of the Federal agency. Such inspection shall in no way make the Government a party to this Contract nor will it interfere with the rights of either party hereunder.

107.06 Sanitary, Health and Safety Provisions. The Contractor shall provide and

maintain adequate sanitation facilities for employee use. The location of such accommodations shall be subject to the prior ap proval of the Engineer. The Contractor shall also provide adequate dust control on the project, haul roads and at other areas of operation. Such accommodations shall be designed and op erated to conform to local and State health regulations. The Contractor shall not require any worker to work in surroundings or under conditions contrary to local, State, and Federal health and safety regulations. All such requirements and regulations shall be as binding upon the Contractor as if they were actually included in these specifications. No direct payment will be made for these provisions.

107.07 Public Convenience and Safety. The Contractor shall conduct the work in a

manner that assures the least possible obstructi on to traffic. The sa fety and convenience of the general public, residents along the highway and protection of persons and property shall be provided as specifi ed under Subsection 104.04. All work on grade separation structures, such as overpasses or underpasses of existing highways, roads or streets, shall be comp leted in a manner that assures the least practicable interference with the public use of the facility. The Contractor shall use reasonable care and precaution to avoid acci dents, damage, unnecessary delay or interference with traffic and will provide competent flaggers to ensure maximum public safety.

107.08 Railway-Highway Provisions. The Department will obtain railroad agreements

as required by the Contract. The agreements will be available for the bidder's review in the Office of the Bridge Engineer when the railroad is at bridge sites, and the District Office for at-grade railroad crossings.

107.08.1 Authority of Railroad Engineer and Highway Engineer. The authorized

representative of the railroad, hereinafter refe rred to as the Railroad Engineer, shall have final authority in all matters affecting the sa fe maintenance of railroad traffic including the adequacy of th e foundation and structure supporting the railroad tracks. The authorized representative of the Department , hereinafter referred to as the Engineer, Section 107 Section 107 shall have authority over all other matters.

107.08.2 Notice of Starting Work. The Contractor shall not commence any work on

railroad rights-of-way until the following actions have been taken:

107.14.2 2;

107.08.3 Interference with Railroad Operations. The Contractor shall so arrange and

conduct the work in such a manner that th ere will be no interfer ence with railroad operations, including train, signal, telephone and telegraphic services, or damage to the property of the railroad or to poles, wires and other facilities or tenants on the rights-of-way of the railroad. Whenever work is likely to affect the operations or safety of trains, the method of doing such work shall first be submitted to the Railroad Engineer for approval, but such approval shall not relieve the Contractor from liability. Any work to be performed by the Contractor that requires protective service (flagging or inspection) shall be deferred by the Contractor until the protective service is available at the job site. When work within railroad rights-of-way is of such a nature that interference to railroad operations is unavoidable, the Contractor shall schedule and conduct the work so that such interference is held to a minimum. Should conditions arise from the work that require immediate and unusual provisions be made to protect operations and property of the railroad, the Contractor shall provide such provisions. When these provisions are insufficient in the judgment of the Railroad Engineer or the Engineer in the absence of the Railroad Engineer, the Contractor shall provide such provisions as deemed necessary. Any such unusual provisions shall be without cost to the railroad. 107.08.4--Track Clearances. Unless written authorization to the contrary is obtained from the Railroad Engineer, the minimum tr ack clearances shall be as per the most recent edition of the American Railway Engineering and Maintenance-of-Way Association (AREMA) manual or per the governing Railroad’s standards or as shown Section 107 Section 107 on the plans, whichever is greater, and shall be maintained by the Contractor at all times during construction operations: However, before undertaking any work within railroad rights-of-way or before placing any obstruction over any track, the Contractor shall:

107.08.5 Construction Procedures.

107.08.5 1--General. Construction work on railroad property shall be subject to the

inspection and approval of the railroad re presentative and in accordance with the railroad's outline of specific conditions and these specifications.

107.08.5 2--Excavation. The subgrade of an operated track shall be maintained with

edge of berm at least 10'0" from centerline of track and not more than 24 inches below top of rail. If existing track section is substa ndard, the Contractor will be required only to maintain the existing section. 107.08.5.3--Excavatio n for Structures. When excavating and/or driving piling adjacent to tracks, the Contractor shall take special precaution and care to provide adequate lateral support for the tracks and the loads that they carry, w ithout disturbance of track alignment and grade, and to avoid obstructing track clearances with equipment, tools, or materials. The procedure for doing such work, including the need of and plans for shoring, shall be approved by the Railroad Engineer, but such approval shall not relieve the Contractor from liability.

107.08.5 4--Blasting. The Contractor shall obtain advance approval of the Railroad

Engineer and the Engineer for use of explosiv es on or adjacent to railroad property. If permission is granted, the Contractor will be required to comply with railroad requirements and the following:

107.08.5 5--Maintenance of Railroad Facilities. The Contractor shall maintain all

tracks, railroad beds, ditches and drainage structures free of silt or other obstructions, promptly repair eroded areas within railroad rights-of-way, and be responsible to the railroad for repair of any other damage to the property of the railroad or its tenants that is a direct result of the Contractor's operations.

107.08.5 6--Storage of Materials and Equipment. The Contractor shall not store

materials and equipment on the rights-of-wa y of the railroad without obtaining written permission from the Railroad Engineer. Such permission may be with the understanding that the railroad will not be liable for any damages to materials or equipment from any cause and that the Railroad Engineer may move or require the Contractor to move such materials and equipment. All unattended equipment that is left park ed near the track shall be effectively immobilized so that it cannot be moved by unauthorized persons. The Contractor shall protect, defend, indemnify and save the railroad and any associated, controlled or affiliated corporation harmless from and against all loss, costs, expenses, claim or liability for loss of or damage to property or the loss of life or personal injury, due to the Contractor's failure to immobilize said equipment.

107.08.5 7--Cleanup. Upon completion of the work the Contractor shall remove from

within the limits of the railroad rights-of -way all machinery, equipment, surplus materials, falsework, rubbish or temporary buildings, and leave said rights-of-way in a neat condition satisfactory to the Chief Engineer of the Railroad or authorized representative.

107.08.6 Damages. The Contractor shall assume liability for damages to the work, the Contractor's employees, servants, equipment and materials caused by railroad traffic

unless such damages result from negligent operation of the railroad. Any cost incurred by the railroad for repairing damages to railroad property or to property of railroad tenants caused by or resulting from the Contractor's operations shall be the responsibility of the Contractor.

107.08.7 Flagging Services.

107.08.7 1--When Required. The Railroad Engineer has sole authority to determine the

need for flagging. Generally, the requirement of this service will be when Contractor's personnel or equipment are, or are likely to be, working on the railroad's rights-of-way or when the work is likely to disturb a railroad structure, roadbed or grade and alignment of any track to such extent that the movement of trains must be controlled or when booming over track(s) with a crane. Section 107 Section 107

107.08.7 2--Scheduling and Notification. Not later than the time that approval is

initially requested to begin work on railroad ri ghts-of-way, the Contractor shall furnish to the railroad and the Department a schedule for all work required to complete the portion of the project within railroad rights-of-way and arrange for a job site meeting between the Contractor, the Department, and the railroad's authorized representative. Work on railroad rights-of-way shall not begin until th e job site meeting has been conducted and the Contractor's work scheduled. The Contractor must give the railroad representative at least ten days of advance written notice of the Contractor’s intent to begin work within railroad rights-of-way in accordance with these specifications. If work is suspended, the Contractor shall give the railroad representative at least three days advance notice before resuming work. Such notices shall include sufficient details of the proposed work to enable the railroad representative to determine if flagging will be required. If such notice is in writing, the Contractor shall furnish the Engineer a copy or if notice is given verbally it shall be confirmed in writing with copy to the Engineer . If flagging is required, no work shall be undertaken until the flagger/flaggers is/are present at the project site. If, after the flagger is assigned to the proj ect site, emergencies arise that require the flagger's presence elsewhere, the Contractor shall delay work on railroad rights-of-way until such time that a flagger is available.

107.08.7 3--Payment. The Contractor will be required to pay all costs for flagging that

are required to accomplish the wo rk required by the Contract.

107.08.8 Haul Across Railroad. Where the plans show or imply that materials must be

hauled across a railroad, the Contractor will be required to make all necessary arrangements with the railroad regarding means of transporting such materials unless the plans clearly show that the Department has included arrangements for such haul in its agreement with the railroad. The Department will reimburse the railroad for the costs of flagging, and the Contractor will be required to bear all other costs incidental to such crossings whether services are performed by the Contractor or by railroad personnel. No crossing may be established for transporting materials or equipment across a railroad unless specific authority for its installation, maintenance, protective services and removal is first obtained from the Railroad Engineer.

107.08.9 Railroad Services for Benefit of the Contractor. Railroad services

(including flagging and inspection) needed for any work that is for the benefit of the Contractor or due to work that is the fault of the Contractor shall be at the Contractor's expense. The Contractor shall make specific arrangements for such work including basis of payment with the railroad. Prior to final acceptance, the C ontractor shall furnish to the Department satisfactory evidence that the ra ilroad has acknowledged receipt of payment for any such services.

107.08.10 Cooperation and Delays. It shall be the Contractor's responsibility to

arrange a schedule with the railroad for acco mplishing stage construction involving work by the railroad or tenants of the railroad. In arranging the schedule, the Contractor shall ascertain, from the railroad, the lead time required for assembling crews and materials and make due allowance. Section 107 Section 107 No charge or claims of the Contractor against either the Department or the railroad will be allowed for hindrance or delay on account of railroad traffic, work by the railroad or other delays incident to or necessary for safe maintenance of railroad traffic or any delays due to compliance with these specifications.

107.08.11 Trainman's Walkways. Along the outer side of each exterior track of

multiple operated track and on each side of single operated trac k, an unobstructed continuous space suitable for trainman's use in walking along trains, extending to a line not less than ten feet from centerline of track, shall be maintained. Any temporary impediments to walkways and track drainage encroachments or obstructions allowed during work hours while railroad's protective service is provided shall be removed before the close of each work day. If there is an y excavation near the walkway, a handrail with 10-foot minimum clearance from center line of track shall be installed.

107.08.12 Insurance. The Contractor shall be required to carry insurance in accordance with Subsection 107.14.2.

107.08.13 Failure to Comply. In the event the Contractor violates or fails to comply

with any of the requirements of these specifications, the Railroad Engineer may require that the Contractor vacate the railroad property. Any such orders shall remain in effect until the Contractor has remedied the situation to the satisfaction of the Railroad Engineer and the Engineer.

107.09 Construction Over or Adjacen t to Navigable Waters and Wetlands. All

work on, over or adjacent to navigable waters or wetlands shall be conducted in accordance with permits issued by the controlling authority. The Department will obtain permits for work over navigable waters and wetlands, and bidders are advised to closely examine the pr ovisions of such permits relative to spoil disposal and water quality considerations a nd the necessary construction of retention basins, settling ponds, temporary navigation lights, etc. Copies of the permits will be included in the contract documents or available for review at the Jackson and District Offices of the Department. The Contractor shall conform to all provisions and conditions of the permits. The permits will only cover work shown on the plans. Should temporary construction be proposed for the Contractor’s convenience in the areas set out in the permits, the Contractor shall apply for and furnish a copy of the required permits to the Engineer before proceeding with th e temporary construction.

107.10 Barricades, Warning Signs and Flaggers . The Contractor shall provide, erect

and maintain all necessary barricades, lights, danger signals, signs and other traffic control devices, shall provide qualified flaggers where necessary to dir ect the traffic, and shall take all necessary precautions for the protection of the work and the safety of the public. Highways or parts of the work closed to through traffic shall be protected by effective barricades. Suitable warning signs shall be provided to properly control and direct traffic. The Contractor shall erect warning signs in advance of all places on the project where operations may interfere with traffic and at all intermediate points where the work crosses Section 107 Section 107 or coincides with the existing roadway. Such warning signs shall be constructed and erected in accordance with the provisions of the Contract. All barricades, warning signs, lights, temporary signals, other protective devices, flaggers and signaling devices shall meet or exceed the minimum requirements contained in the MUTCD that is current at the time bids are received. All traffic control devices on an existing highway, road or street are understood to be public property under the provisions of Subsection 107.12. On all sections of a project that coincide with an existing highway, ro ad, or street and are open to traffic, the Contractor shall be fully responsible for the protection, maintenance, and replacement of all existing signs, route markers, traffic control signals, and other traffic service features from the beginning of contract time or beginning of work, whichever occurs earlier, until final completion of the work. The Contractor shall restore or replace in kind, under the provisions of Subsection 107.12, all devices damaged, destroyed or lost by the Contractor. On or about the effective date of the Notice to Proceed, the Engineer will make an inventory of all traffic service devices with adequate description of each sign, post, message, signal and other devices as a basis for replacement in kind. A copy of the inventory - dated, identified, and signed - will be forwarded to the District and Contractor. Near completion of the work, the Engineer will make another inventory of the traffic control devices and distribute as indicated for the earlier inventory. A list and detailed description of the traffic control devices that have been damaged, destroyed or lost and must be replaced in kind by the Contractor will be attached to the inventory. The Engineer will confirm in writing the completi on of sign replacement by the Contractor. Prior to performing work on the project, the Contractor shall make the necessary arrangements to prevent damage or loss of signs and other traffic control devices. Those that cannot be left in their existing positions shall be removed, stored, or reinstalled at locations approved by the Engineer. As soon as work in conflict with the original position of each device has been performed, the de vice shall be reinstalled at the original position or modified position as approved by the Engineer. The Contractor shall maintain in position only those signs that are appropriate for existing conditions and those that are not or have served their purpose shall be removed or covered as approved by the Engineer. Sign coverings shall be of such material and so placed that the information cont ained thereon will not be legibl e during day or night. If the Contractor has a routine daytime operation and is not working at night, the signs shall be covered or removed during the nighttime when there is no work activity. Likewise, if the Contractor has a routine nighttime operation and is not working during the daytime, the signs shall be covered or removed during the daytime when there is no work activity. The Contractor shall not allow vegetation, co nstruction materials, equipment, etc. to obscure an applicable traffic control device. No change in posted regulatory speed signs may be made without the written authority of the Department. However, advisory speed plates conforming to the current MUTCD may Section 107 Section 107 be used in conjunction with the other standard warning signs provided each posted advisory speed is appropriate for the individual hazard created by construction. All proposed changes in regulatory speeds shall be submitted through the District Engineer and forwarded with any recommendations to the State Traffic E ngineer for further handling and consideration by the proper authority. Unless otherwise provided in the Contract, no measurement for payment will be made for materials or work under this subsection, it being understood that the cost thereof is included in the price bid for Maintenance of Traffic or other contract items. The location and spacing of signs, shown in th e traffic control plans, are approximate and may be adjusted as necessary to meet field conditions. All plastic drums used on high speed facilities shall have a crash-tested ballasting collar made from recycled truck tires of other suitable material. All post lengths for signs shall be verified in the field prior to fabrication. Unless otherwise provided for in the Contract, roadway signs that are in conflict with construction of the project shall be removed and relocated by the Contractor as directed by the Engineer. The cost of which shall be absorbed in other items bid. Erection dates shall be legibly written on the back of all signs with a waterproof formula permanent marking stock.

107.11 Use of Explosives. The use of explosives is not permissible under any condition

or on any project unless approved in writing by the Engineer. When using explosives, the Contractor shall exercise utmost care not to endanger life and property including the new work. The Contractor shall be responsible for all damage resulting from the use of explosives and shall indemnify and hold harmless the Commission, the Department, and any of its officers or employees. The Contractor shall comply with all laws and ordinances as well as Title 29 Code of Federal Regulations Part 1926, Safety and Health Regulations for Construction (OSHA), with respect to the use, handling, loading, transportation and storage of explosives and blasting agents. The Contractor shall notify each property owner and pub lic utility company having structures or facilities in pr oximity of the explosive wo rk and shall notify all known owners or operators of shortwave radio equipment in the area. Such notice shall be given at least five (5) days in advance to enable those involved to take steps to protect their property.

107.12 Protection and Restoration of Property and Landscape. The Contractor shall

be responsible for the preservation of public and private property and shall protect from disturbance or damage all land monuments, historical markers, and property marks and shall not move them until the Engineer has witnessed or otherwise referenced their location. The Contractor shall be responsible for all damage or injury to public or private property of any character resulting from any act, omi ssion, neglect, misconduct, inefficiency, Section 107 Section 107 method of executing the work or non-execution thereof or due to defective work or materials and shall indemnify and hold harmless the Commission, the Department and any of its officers and/or employees for any such actions or omissions. The Contractor shall take sufficient precaution to prevent pollution of streams, lakes and reservoirs with any harmful materials including but not limited to fuels, oils, bitumens, calcium chloride, and poisons. The Contr actor shall schedule and conduct grading operations, production of materials from material pits or quarry sites exclusive of commercially operated sources, construction of haul roads, hauling operations and other operations so as to prevent or minimize the pollution of adjacent property, ditches, streams, lakes and reservoirs with mineral or organic sediment. Pollution causing injury or damage within the intent of this subsection shall be subject to the restoration requirements and provisions herein set forth. The Contractor shall restore the property, at no additional costs to the Commission, to a condition equal to that existing before the damage or injury, or shall make good such damage or injury in an acceptable manner. In case of failure on the part of the Contractor to restore or make good such damage or injury, the Engineer may, upon forty-eight hours wr itten notice, proceed to repair, rebuild or otherwise restore such property and the cost thereof shall be deducted from monies due or that may become due the Contractor. In the event no such moni es are available, the amount shall be charged against the Contractor's Surety. Nothing within this subsection shall be construed to relieve the Contractor from the responsibilities under the requirements of Subsection 107.01.

107.13 Forest Protection. In carrying out work within or adjacent to State or National

Forests or other forest areas, the Contractor sh all comply with all regulations of the State Fire Marshall, Forestry Commission, Forest Service and any other authority having jurisdiction of the forests and shall observe all sanitary laws and regulations with respect to the performance of work in forest areas. The Contractor shall keep the areas in an orderly condition, dispose of all refuse, and obtain permits for the construction and maintenance of all construction camps, stores, warehouses, residences, latrines, cesspools, septic tanks and other structures in accordance with the requirements of the Forest Supervisor. The Contractor shall take all reasonable precaution to prevent and suppress forest fires. The Contractor's employees and subcontractors shall be required to take all reasonable steps within their power to prevent and suppress forest fires and to notify at the earliest possible moment a Forest Supervisor or other appropriate official of the location and extent of any fire seen by them.

107.14 Damage Claims and Insurance.

107.14.1 Responsibility for Damage Claims. The Contractor shall indemnify and save

harmless the Department and the Commission and their officers a nd employees from all suits, actions or claims of any character br ought for any of the following, non-inclusive reasons: (a) because of any and all injuries or damage received or sustained by person(s) or property resulting in any way from the Contractor’s operations; (b) as the result of any neglect in safeguarding the work; (c) because of any claims or amounts recovered from Section 107 Section 107 infringements of patent, trademark, or copyright; and (d) from claims or amounts arising out of or recovered under the "Workmen's Compensation Act" or any other law, ordinance, order or decree. Money due the Contractor may be retained for the use of the State or Commission or in case no money is due, the Contractor’s Surety or insurance carrier may be called upon to ensure such suits, actions or claims for injuries or damages have been settled. Suitable evidence of the resolution of any suit, action or claim must be furnished to the Department. Money due the Contractor will not be withheld when satisfactory evidence is produced that the Contractor is adequately protected by general liability and property damage liability insurance.

107.14.2 Liability Insurance.

107.14.2 1--General. The Contractor shall carry commercial general liability, including

subcontractors and contractual, with limits not less than: $500,000 each occurrence; $1,000,000 aggregate; auto mobile liability - $500,000 combined single limit - each accident; Workers' Compensati on and Employers' Liability - Statutory & $100,000 each accident; $100,000 each employee; $500,000 policy lim it. Each policy shall be signed or countersigned by a Mississippi Agent or Qua lified Nonresident Agent of the Insurance Company. The Contractor shall have ce rtificates furnished to the Department from the insurance companies providing the required coverage. The certificates shall be on the form furnished by the Department and must show the types and limits of coverage. 107.14.2.2--Railroad Protective. The following provisions are applicable to all work performed under a Contract on, over or und er the rights-of-way of each railroad shown on the plans. The Contractor shall assume all liability for any and all damages to work, employees, servants, equipment and material s caused by railroad traffic. Prior to starting any work on railroad property , the Contractor shall furnish satisfactory evidence to the Department that insurance in the forms and amounts set out herein in paragraphs (a) and (b) has been obtained. Also, the Contractor shall furnish similar evidence to the railroad that in surance has been obtained in accordance with the Standard Provisions for General Liability Policies and the Railroad Protective Liability Form as published in the 23 CFR 646, Subpart A. Evidence to the railroad shall be in the form of a Certificate of Insurance for coverages required in paragraph (b), and the original policy of the Railroad Protective Liability Insurance for coverage required in paragraph (a). All insurance herein specified shall be carried until the Contract is satisfactorily complete as evidenced by a full release of maintenance from the Department. The railroad shall be given at least 30-day notice prior to cancellation of the Railroad Protective Liability Insurance policy. For work within the limits set out in Subsection 107.18 and this subsection, the Contractor shall provide insurance for bodily injury liability, property damage liability and physical damage to property with coverages and limits no less than shown in paragraphs (a) and (b). Bodily injury includes bodily injury, sickness, or disease, including death at any time resulting therefrom. Property damage includes damages Section 107 Section 107 because of physical injury to or destruction of property, including loss of use of any property due to such injury or destruction. Physical damage includes direct and accidental loss of or damage to rolling stock and their cont ents, mechanical construction equipment or motive power equipment.

107.15 Third Party Beneficiary Clause. It is not intended by any of the provisions of

the Contract to create a third pa rty beneficiary in the public or any member thereof or to authorize any one not a party to the Contract to maintain a suit for personal injury or property damage pursuant to the provisions of the Contract. The duties, obligations and responsibilities of the parties to the Contract with respect to third parties shall remain as imposed by law.

107.16 Opening Sections of Project To Traffic. If the project is not already open to

traffic in accordance with the provisions of Subsection 104.04, then at the option of the Executive Director, all or any part may be open ed to traffic. The Department will install the traffic control devices necessary for th e safety and convenience of traffic. Maintenance of traffic expense will be borne by the Department, or the Contractor will be compensated in accordance with Subsection 109.04 if ordered to provide maintenance of traffic. Opening sections of a project to traffic in accordance with this subsection will be in writing and will not constitute acceptance of the work, or any part th ereof, or a waiver of any provision of the Contract. All damage to the highway, including damage or defacement of traffic control devices furnished and erected by the Department, that is the fault of the Contractor shall be repaired or replaced at the expense of the Contractor. If the Contractor is dilatory in completing shoulders or other features of work, the Executive Director may order all or a portion of the project open to traffic as set out herein; however, the Contractor shall not be relieved of liability and responsibility during the period the work is so opened prior to release of maintenance. The remainder of the Contractor’s construction operations shall be conducted in a manner that will cause the least obstruction to the safe and convenient movement of traffic.

107.17 Contractor's Re sponsibility for Work. Until release of maintenance in

accordance with Subsection 105.20, the Contractor shall have the charge and care of the work and shall take every precaution against injury or damage by action of the elements or from any other cause, whether arising from the execution or the non-execution of the work. The Contractor shall rebuild, repair, restore and make good, in accordance with the requirements of the Contract, all injuries or damages to the work before release of maintenance and shall bear the expense thereof. If the Engineer determines the work has been properly prosecuted, constructed, protected and maintained and significant damage to the work is determined to be caused by unforeseeable occurrences beyond the control of and without the fault or negligence of the Contractor, including but not limited to acts of nature, of the public enemy or of governmental authorities, the Contractor will be paid for repairing such damage at the contract unit prices for applicable items involved in making repairs. When contract items are not applicable to repair of work damaged from such cause, a Supplemental Agreement may be entered into or such repairs may be accomplished under the provisions of Subsection 109.04, Extra and Force Account Work. Section 107 Section 107 If the Engineer determines that such repair work has not been properly prosecuted and maintained or determines that the Contractor has not taken all reasonable measures to provide adequate protection for partially completed or completed repair work, payment for repairs will not be made. Damage to items of construction, caused by the traveling public on a project or section(s) of a project open to traffic, shall be repaired by the Contractor. The Contractor will be paid for repairing such damage to the belo w acceptably installed items of construction at the contract unit price(s) for the applicable item(s) used in the repair. An acceptably installed item shall be complete-in-place meeti ng the requirements of the specifications. The acceptably installed items of construction eligible to receive payment for repair of damage caused by the traveling public shall be items used for signing, safety and traffic control. The eligible permanent items shall be limited to traffic signal systems, changeable message signs, roadway signs and sign supports, lighting items, guard rail items, delineators, impact attenuators, median barriers, bridge railing or pavement markings. The eligible temporary items shall be limited to changeable message signs, guard rail items, or median barriers. If damage to the above items necessitate only minor repairs, in lieu of total replacement, the work shall be performed in accordance with Subsection 109.04, or as directed by the Engineer. Damage not meeting the requirements to qualify for repair payment shall be repaired at no additional cost to the Department. In the case of suspension of work from any cause whatsoever, the Contractor shall be responsible for the work and shall take the precautions necessary to prevent damage to the work, provide for normal drainage, erect necessary temporary structures, signs or other facilities, maintain the work in such a manner as to fully carry out the responsibility for maintaining traffic as required under the Contract, properly and continuously maintain in an acceptable growing condition all living material in newly established plantings, seedings, and soddings furnished under the Contract, and take adequate precautions to protect new tree growth and other vegetative growth against injury. Except when the suspension is ordered by the Engineer for the sole benefit of the Department, all such protection and maintenance shall be performed by the Contractor without additional cost to the State.

107.18 Contractor's Re sponsibility for Utility Property and Services. Where the

Contractor's operations are adjacent to or coincide with properties of railroad, telegraph, telephone, power companies and other utility services and damage to said utility might result in considerable expense, loss or inconvenience, work shall not commence until all arrangements necessary for the protection thereof have been made. At least 48 hours prior to any excavation on the project, the Contractor shall contact MS 811 and advise them to mark all known utilities in the area of the excavation. All work to be performed within 50 feet eith er side of the centerlin e of any railroad track shall be executed in such manner and at such time that interference with the movements of trains or traffic upon the tracks of the railroad is minimal. The Contractor must use all reasonable care and proper precautions to avoi d accidents, damage, or unnecessary delays that would interfere with the railr oad’s trains or other property. The Contractor shall cooperate with the ow ners of all underground and overhead utility lines in the removal and rearrangement operations so that these operations may progress in a reasonable manner, duplication of rearrangement work may be reduced to a minimum and services rendered will not be unnecessarily interrupted. Section 107 Section 107 In the event of interruption to utility services as a result of accidental breakage or as a result of being exposed or unsupported, the Contractor shall promptly notify the proper authorities and cooperate in the restoration of service. No work shall be undertaken around fire hydrants without approval of the local fire authority. The Contractor is advised of Miss. Code Ann., Section 45-15-1, et seq., regarding the performance of work in the proximity of high voltage overhead power lines. It is the Contractor’s responsibility to comply with those statutory requirements.

107.19 Furnishing Rights-of-Way. The Department will be responsible for securing

all necessary rights-of-way in advance of construction. Any exceptions will be indicated in the Contract.

107.20 Personal Liability of Public Officials. In carrying out the provisions of the Contract or exercising the auth ority granted by or within the scope of the Contract, there

shall be no liability upon the Department, the Commission, the Engineer or authorized representative or any officers or employees of the Department or the Commission, either personally or as officials of the State. It is understood that in all such matters the referenced entities/individuals act solely as agents and representatives of the State.

107.21 No Waiver of Legal Rights. The Department and/or the Commission shall not

be precluded or estopped by any measurement, estimate or certificate made either before or after the completion and acceptance of th e work and payment th erefor from showing the true amount and character of the work performed and materials furnished by the Contractor, nor from showing that any such m easurement, estimate or certificate is untrue or is incorrectly made, nor that the work or materials do not in fact conform to the Contract. The Department and/or the Commission shall not be precluded or estopped, notwithstanding any such m easurement, estimate or certificate and payment in accordance therewith, from recove ring from the Contractor or the Contractor’s Sureties, or both, within the provisions of the laws of the State of Mississippi such damage as may be sustained by reason of the failure to comply with any of the terms of the Contract. Neither the acceptance by the Commission or the Department or any representative thereof, nor any payment for or acceptance in whole or in part of the work, nor any extension of Contract time, nor any possession taken by the Department shall operate as a waiver of any portion of the Contract or of any power herein reserved or of any right to damages. A waiver of any breach of the Contr act shall not be held to be a waiver of any other subsequent breach. The Commission reserves the right to correct an error contained in any estimate that has been paid and to adjust the estimate to meet the requirements of the Contract and specifications. Upon conclusive proof of error or collusion or dishonesty between the Contractor or the Contractor’s agents and th e Engineer or the Engineer’s representative that is discovered after final payment has been made, the Commission reserves the right to claim and recover by process of law, any sums that may be sufficient to correct the error or make good the defects in the work resulting from such errors, dishonesty or collusion.

107.22 Environmental Protection. In addition to the applicable provisions of

Subsections 107.01 and 107.12, occupancy by the Contractor of any lands, whether on or off the right-of-way, for the performance of any work under the Cont ract, or preparation Section 107 Section 107 therefore, shall be contingent upon provisions being made and carried out for the prevention or minimization of siltation, pollution from soil erosion, and air pollution. Accordingly, it is the intent of the Contract that erosion be prevented by the establishment of all necessary temporary and permanent erosion control features as the work progresses from beginning to comple tion. The primary objective shall be to establish and maintain all permanent erosion c ontrol features as soon as possible. Until such time, each operation shall include th e effective use of temporary measures as necessary to maintain ground surface conditions so as to pr event or minimize siltation or pollution. 107.22.1--Contractor's Erosion Control Plan (ECP). At the preconstruction conference or prior to starting any work on the project, the Contractor shall submit to the Project Engineer for concurrence a compre hensive erosion and siltation control plan (ECP). The ECP shall utilize temporary measur es and permanent erosion control features to provide acceptable controls during all stages of construction. If an early Notice to Proceed is desired, the Contractor’s ECP should be submitted to the Engineer as soon as possible after award since an approved erosion control plan is required for an early Notice to Proceed. The time between the Notice of Award and Notice to Pro ceed/Beginning of Contract Time in the proposal, has been allowed for the submittal and concurrence of the Contractor’s ECP, MDOT’s review of the plan, and any revisions that may be necessary. The original contract time shall not be adjusted unless delays are caused solely by the Department for the submission, review, and concurrence of the Contractor’s ECP. As a minimum, the ECP sha ll include the following:

107.22.2 Clearing and Gru bbing, Haul Roads, Waste Areas, Plant Sites or Other

Areas Occupied by the Contractor. Clearing and grubbing on erodible areas, construction and maintenance of haul roads, plant sites or other areas occupied by the Contractor in connection with the work shall include adequate protection for preventing excessive erodible material from entering water or waterways on land not occupied by the Contractor and pr eventing dust created by hauling equipment. Temporary measures shall be employed as necessary by the Contractor from the beginning of the work. These measures may consist of the expeditious use of brush, vegetation or other residue from clearing and grubbing, temporary or permanent terraces, berms, dikes, dams, sediment basins or other effective means of containing sediment. All temporary or permanent erosion control featur es shall be maintained in an effective manner so long as essential to the abatement of siltation. After temporary features are no longer useful or needed, such features shall be removed and the area restored or prepared for subsequent work. All temporary protection shall be the responsibility of the Contractor, and measurement for direct payment will not be made unless otherwise provided in the Contract. Unless otherwise determined by the Engineer from a study of overall job conditions, the exposed surface area of erodible material at any one time on this project shall not exceed 19 acres without prior ap proval by the Engineer. In addition to the applicable requirements of the MDEQ, Office of Pollution Control, the burning of waste vegetation resulting from site or right-of-way clearing shall meet the following requirements:

107.22.3 Pit Operations. The Contractor shall schedule, arrange and conduct pit

operations in such a manner that prevents siltation or pollution of ditches, streams, lakes, reservoirs and adjacent property with sedi ment, fuels, oils or other objectionable materials.

107.22.4 Structures, Grading, and Other Construction. The Contractor shall perform

all work required under the C ontract in such a manner and w ith such protective features that controls and contain siltation within th e limits of the work. Performance in the designated or directed sequence and the providing of all erosion protection for which pay items are not included in the Contract shall be considered as included in prices bid for other items of work. The Contractor shall prevent or minimize undesirable siltation in connection with excavation, construction and backfill of structures. Such temporary measures as indicated herein for clearing and grubbing or other measures such as covering of excavated materials, lining ch annels, constructing bulkheads or other effective measures shall be employed. The Engineer should limit the areas of excavation, borrow, and embankment operations commensurate with the Contractor's capability and progress in keeping the finish grading, seeding, mulching, and other such permanent erosion control measures current. If seasonal limitations make such coordination unrealistic, temporary erosion control measures may be used to the extent feasible and justified. The exposed surface area of erodible material at any one time for each grading operati on should not exceed 19 acres without prior approval by the Engineer. The Engineer may increase or decrease the areas of erodible material to be exposed at any one time by clearing and grubbing, excavation, borrow and fill operations as determined by analysis of project conditions. It is the intent of these specifications that the work shall proceed in a manner and sequence to ensure the earliest possible esta blishment of permanent erosion control items. Section 107 Section 107

107.22.5 Special Temporary Erosion Control. The plans may designate special

temporary erosion control work such as fast growing grasses or other designated temporary features for problem areas during grading, paving or other construction work. Unless otherwise provided, quantities for such temporary features shown on the plans will be included in items for which bids are to be received. The Contractor shall perform all designated temporary work as indicated on the plans or provided in the Contract or as directed by the Engineer at the time and in the manner deemed to provide the most effective deterrent to siltation. Any emergency temporary erosion control will be authorized and used only under conditions or causes created solely by the State or unforeseeable causes beyond the control of the Contractor. The Engineer shall be the sole judge as to the use and payment of emergency temporary erosion control work . Unforeseen special emergency erosion control features not contemplated in the plans or contract documents and determined by the Engineer to be essential for the prevention of siltation and pollution for conditions or causes created solely by the State or unfo reseeable causes beyond the control of the Contractor shall be performed as Extra Work. 107.22.6--All Operations. It shall be fully understood that nothing in this subsection shall be construed in any manner to relieve the Contractor from any of the responsibilities for the establishment of permanent roadside development items and other permanent work specified for erosion control in the sequence and manner included in other provisions and requirements of the Contract.

107.22.7 Quarantine Information. At the request of the U. S. Department of

Agriculture, plant pest control information co ncerning domestic quarantines is cited as follows: The entire state of Mississippi has been quarantined for the Imported Fire Ants. Soil and soil-moving equipment operating in the state will be subject to plant quarantine regulations. In general, these regulations provide for cleaning soil from equipment before it is moved from the state. Complete information may be secured from the State of Mississippi Department of Agriculture and Commerce, Bureau of Plant Industry, P. O. Box 5207, Mississippi State, Mississippi 39762-5207, Telephone 662-325-3390 or United States Department of Agriculture, State Plant Health Director, at 662-323-1291. IMPORTED FIRE ANT QUARANTINES The following regulated articles require a certificate or permit for movement:

107.22.8 Gopher Tortoises . The Contractor will be required to make special

considerations regarding gopher tortoises on projects in Clarke, Covington, Forrest, George, Greene, Hancock, Harrison, Jackson, Jasper, Jefferson Davis, Jones, Lamar, Marion, Pearl River, Perry, Smith, Stone, Walth all, and Wayne Counties that require the use of a borrow or disposal land areas. In addition to the normal required documentation associated with borrow pits, the Contractor sh all, for each site used to obtain or dispose of materials associated with this project, provide the Engineer with a letter from a qualified biologist certifying that the site was inspected prior to any clearing of vegetation or disposal of project materials and that the site is not inhabited by gopher Section 107 Section 107 tortoises, or appropriate avoidance measures have been installed. No individual lacking the proper State or Federal license shall touch or otherwise harass a gopher tortoise.

107.23 Material Pits. The Contractor is reminded of the Mississippi Surface Mining

and Reclamation Act and the Rules and Regulations adopted to implement this act. Questions or problems concerning the Act or the Rules and Regulations should be directed to the MDEQ, Office of Geology, Jackson, Mississippi. Prior to opening a new pit or enlarging an existing pit, the Contractor will furnish the Engineer either a copy of the "Notification of Exempt Operations" or a copy of the (permanent or temporary) Class II Permit approval from the MDEQ Office of Geology. The Contractor shall also obtain a letter stating that the pit site is satisfactory from an archaeological and historical standpoint from the Mississippi Department of Archives and History, Historic Preservation Division, Jackson, Mississippi. All costs involved in obtaining clearance shall be borne by the C ontractor. Delays encountered in obtaining clearance will not be a reason for extension of contract time. This requirement is not applicable to commercial sources. When the Contract requires the Contractor to dispose of excavated material, the Contractor shall, prior to removal, furnish the Engineer with a copy of a letter from the land owner stating that the Contractor has the right to place material on said property. The Contractor shall also furnish the Engineer with a letter stating that the property is not in a wetland. Delays encountered in obtaining this information will not be a reason for extension of contract time. This requiremen t is not applicable to commercial sources. The Contractor is further reminded of and shall comply with the requirements of the Clean Water Act Amendments requiring National Pollutant Discharge Elimination System (NPDES) permits for discharges composed entirely of storm water from active or inactive surface mining operations, excluding work areas covered by a U. S. Army Corps of Engineers Clean Water Act Section 404 Permit. Questions or problems concerning NPDES permits should be directed to the MDEQ, Office of Pollution Control, Industrial Branch, Jackson, Mississippi. The Contractor shall, before a regulated area is opened or enlarged as a material pit, obtain from MDEQ the necessary Mining Storm Water NPDES Permit(s) authorizing the discharge of storm water subject to the terms and conditions of said permit. The Contractor shall furnish the Engineer a copy of the MDEQ NPDES permit. All costs involved in obtaining the permit(s) shall be borne by the Contractor. Delays encountered in obtaining the permit(s) will not be a reason for extension of contract time. For regulated commercial sources, the owner(s) shall bear the responsibility for meeting the requirements of the NPDES permitting process.

107.24 Construction Noise Abatement. The Contractor shall co mply with all state and

local sound control and noise level rules, regulations and ordinances that apply to any work performed pursuant to the Contract. Each internal combustion engi ne, used for any purpose on the work or related to the work, shall be equipped with a muffler of a type recommended by the manufacturer. No internal combustion engine shall be operat ed on the project w ithout such muffler. Section 107 Section 107

107.25 Hazardous and/or Toxic Waste Procedures. No matter how extensive a field

investigation, the possibility exists that haza rdous and/or toxic wastes on a site will go undetected until excavation is initiated. If underground storage tank (UST), buried containers, hazardous and/or toxic substances are uncovered, or even suspected, during construction, work in this area shall be immediately discontinued and measures taken to protect susceptible nearby wetlands or ground-water sources, and the Engineer shall be immediately notified. It is essential that the suspect ed hazardous substances be left in place until they have been identified. The Contractor shall make every effort to preven t the Contractor’s personnel, State personnel and the general public from becoming exposed to substances that may be hazardous or toxic. Once contaminated soil or debris has been removed from the ground and leaves the site, it is considered a hazardous waste if the concentration exceeds regulatory levels. In such cases, the Cont ractor becomes a hazard ous waste generator. Disposition of USTs, containers , hazardous and/or toxic wa ste shall be in accordance with current rules and regulations of the MDEQ, Office of Pollution Control. The Contractor shall report to the Engine er and the Office of Pollution Control any evidence or conditions that ma y cause suspicion that a wast e site of hazardous or toxic materials and/or containers or USTs has been located within right-of-way limits of the project. Work shall cease immediately at such suspected site and shall not resume until directed by the Engineer. When the Contractor is required to perform additional work to dispose of such waste, containers and/or USTs, payment will be made at contract unit prices applicable to the work and/or as provided in Subsection 109.04 when the Contract does not include appropriate pay items. The Department reserves the right to use othe r forces for explorator y work to identify and determine the extent of hazardous and/or toxic waste. Should the disposition of such material require special procedures by cer tified personnel, the Department will make arrangements with qualified persons to dispose of the material. When the existence of USTs are known in advance of construction activity, the Contractor shall give the Office of Pollution Control written notification 30 days in advance of removal. When a UST contains or has been used for containment of a regulated substance and the Contractor is required to remove such tank in accordance with the provisions of Subsection 104.05, the Contractor shall not use "flotation" as a method of removal. SECTION 108 - PROSECUTION AND PROGRESS

108.01 Subletting of Contract.

108.01.1 General. The total value of all work performed by the Contractor's own

organization shall be no less than 40 percent of the value of the remaining work after subtracting the Contract value of the specialty items from the value of the original Contract. Section 108 Section 108 The Contractor's "own organization" shall be construed to include workmen employed and paid directly, owned or rented equipment and trucks that are classed as owner- operator. All items that have been selected as specialty items will be listed as such in contract documents. The Contractor shall not sublet any portion of the Contract or work provided therein, except the furnishing of necessary materials, without the approval of the Executive Director. Approval to sublet any portion of th e Contract or work to a Contractor that the Department refuses to issue a proposal, in accordance with Section 102, will not be granted. Consideration may be given to requests to sublet a portion of the total value of a contract pay item. When the Contractor proposes to sublet a portion of a pay item, the Contractor’s request shall be accompanied by a breakdown of the co sts of the various components of each pay item, including haul if applicable, that is proposed to be sublet by part. Computation of the percentage of the work sublet shall be based on the contract price of each item or in the case of subletting a part of a pay item, the percentage shall be based on the amount acceptably established by the Contractor. The simple expediency of carrying the workmen of one Contractor on the Contractor's or approved subcontractor's payroll to avoid subcontracting will not be permitted. If evidence and investigation establish that a violation of the subcontract requirement is being attempted through subterfuge whereby one Contractor's equipment is leased to the Contractor, except as provided in Subsection 108.01.2, or the workmen of one Contractor are placed on the payroll of the Contractor, the Executive Director will take such action as deemed appropriate under the provisions of the Contract and may suspend the bidding qualifications of those found to be in violation for a period of up to one year. This provision does not include the lease or use of equipment from a corporation or company wholly owned by the Contractor. Subcontracting does not release the Contractor of bond and Contract liability and shall not be construed to imply that a Contract exists between the Department and a third party. The Contractor must pay subcontractor(s) for satisfactory performance of their contracts no later than 15 calendar days from receipt of payment from the Department. Within 15 calendar days after receiving payment from the Department for work satisfactorily performed, the Contractor shall make prompt payment to all Subcontractors or material suppliers for all monies due. Within 15 cal endar days after receiving payment from the Department for work satisfactorily completed, the Contractor shall promptly return all retainage monies due to all Subcontractors or material suppliers. The Engineer may suspend the work wholly or in part and with hold payments because of the Contractor's failure to make prompt payment within 15 calendar days as required above, or failure to submit the required OCR-484 Form, Certifica tion of Payments to Subcontractors, which is also designed to comply with prompt payment requirements. Section 108 Section 108

108.01.2 Work Performed by Equipment Rental Agreement. Work may be

performed by equipment operated under Department approved rental agreements independent of the provisions of Subsection 108.01.1. Trucks that are licensed for operation on the highways of Mississippi are excluded from prior approval of rental agreements under this provision. For other equipment prior approval of a rental agreement shall be obtained in writing before the equipment is used on the work. Consideration for approval will be made by the Resident or Project Engineer, District or Central Office, depending on the nature and scope of the proposed rental agreement and the administrative pr ocedures established by the Department. At least one of the following qualified conditions is a prerequisite for approval of equipment rental:

108.02 Notice to Proceed. The Contractor shall not begin construction on any feature

of the work before a Noti ce to Proceed is issued. The anticipated date of the Notice to Proceed / the Beginning of Contract Time will be specified in the proposal. If the Department delays the issuance of the Notice to Proceed, the Beginning of Contract Time will be adjusted equal to the number of calendar days of the delay. When the revised date falls on Sunday or a holiday the following day will be the Beginning of Contract Time. The contract time will be extended as provided in Subsection 108.06. Upon written request from the Contractor and if circumstances permit, the Notice to Proceed may be issued at an earlier date su bject to the conditions stated therein. The Contractor shall not be entitled to any monetary damages or extension of contract time for any delay claim or claim of inefficien cy occurring between the early issuance Notice To Proceed date and the Notice to Pr oceed date stated in the Contract. Failure of the Contractor to commence work by the date specified for the beginning of contract time or within a reasonable time th ereafter may be cause for annulment of the Contract.

108.03 Prosecution and Progress.

108.03.1 Progress Schedule. On working day projects, the Department will furnish the

Contractor a progress schedule developed for the determination of contract time that may be used as the contract progress schedule, or the Contractor’s own proposed progress schedule may be submitted for approval. If the Contractor elects to furnish a progress schedule for approval by the Engineer, it should be furnished promptly after award of the Contract. In the event the Contractor has not submitted an approvable progress schedule by the beginning of contract time, the progress schedule prepared by the Department shall be the acceptable progress schedule and used to assess contract time. On completion date projects which include A + B projects and on A + C projects, the Contractor shall furnish a progress schedule and be prepared to discuss both its proposed methodologies for fulfilling the scheduling requirements and its sequence of operations. The Engineer will review Cont ractor prepared progress schedules and approve schedules as they relate to compliance with the specif ications and logic. The progress schedule must be approved by the Engineer prior to commencing work. The progress schedule shall be a computer generated bar-chart type schedule meeting the below minimum requirements. These activities shall be significantly detailed enough to communicate the Contractor's understanding of the construction sequencing and phasing of the project. An approved progress schedule shall be in effect until the date on which a revised schedule is approved. The approved progress schedule will be the basis for contract time assessment. When preparing the progress schedule, the Contractor shall include the following: Section 108 Section 108  A time scale to graphically show the completion of the work within the specified contract time.  Define and relate activities to the contract pay items.  All activities in the order the work is to be performed including submittals, submittal reviews, fabrication and delivery.  All activities that are controlling factors in the completion of the work.  The time needed to perform each activity and its relationship in time to other activities. The progress schedule shall provide a bar for each major phase of construction such as, but not limited to, clearing and grubbing, grading, drainage structures, bridges, base, shoulders, paving, etc. with an estimated start working day and completion working day for each bar, all within the specified contract time. The Contractor will be required to submit monthly progress schedule updates on all projects with a contract time duration of more than eight (8) months. The Engineer may request the submittal of a revised progress schedule within 10 days of the occurrence of any of the following conditions. If the Contractor fails to submit the requested schedule, the Engineer may withhold the future monthly estimates or portions thereof.  A major change in the work  A time extension  The progress schedule becomes unrealistic The Engineer's approval of the aforementio ned Progress Schedules does not waive any contract requirements. When a Critical Path Method (CPM) schedule is required in the proposal, this schedule will be used in lieu of the bar graph progress schedule in evaluating work progress. In such case, the same time frame noted in this subsection for the original submittal along with the update requirements will apply.

108.03.2 Preconstruction Conference. Prior to commencement of the work, a

preconstruction conference shall be held for th e purpose of discussing with the Contractor essential matters pertaining to the prosecution and satisfactory completion of the work. The Contractor in conjunction with the Engineer will schedule the date of the preconstruction conference. The Contractor w ill advise the Project Engineer in writing as to the date of the conference . When the Contract requires the Contractor to have a certified erosion control person, the Contractor’s certified erosion control person must be at the preconstruction conference. The Depart ment will arrange for utility representatives and other affected parties to be present. If requested by either the Contractor or the Engineer, arrangements will be made for their authorized representatives to inspect the proj ect site with plans in hand and carefully observe pertinent conditions relating to the project, including the status of right-of-way, railroad, utilities and any other special features.

108.03.3 Commencement and Execution of Work. The work shall begin as set out in

Section 108 Section 108 the contract documents or approved progress schedule or as directed and shall be prosecuted at the rate necessary to ensure its completion within the contract time. During the progress of the work, the Engineer shall be notified sufficiently in advance of the time the Contractor expects to u ndertake particular features of construction to permit the required layout and inspection. Should particular phases of the work be discontinued by the Contractor, the Engineer shall be notified at least 24 hours in advance of resuming operations. All work covered by a Supplemental Agreement shall not commence until the Supplemental Agreement has been pr operly executed by all parties.

108.04 Limitations of Operations.

108.04.1 General. Work requiring the presence or services of Department personnel

will not be permitted on Sunday, New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day, unless otherwise specified in the Contract or the Engineer determines that an emergency or necessity exists. Work on these days, in lieu of supplemental equipment and labor, solely to complete the project within contract time will not be cons idered a necessity or emergency. Drainage and minor structures shall be completed ahead of grading to ensure proper setting and curing, thorough compaction of backfill, and improved soil conditions for proper embankment construction. If the Contractor initiates constr uction on a greater portion of the work than is necessary for proper prosecution or is carrying on operations to the prejudice of construction already started, the Engineer may require th e Contractor to finish the construction in progress before additional portions of construction are started. Work shall be conducted in the manner and sequence necessary to provide for public convenience and safety as set out in Subsection 107.07. Unless otherwise specified in the contract, lane closures will not be allowed during the following holiday periods. Memorial Day -------------- On the preceding Friday through Memorial Day Independence Day --------- July 3 rd, July 4th, and any adjacent days that fall on a weekend Labor Day ------------------- On th e preceding Friday through Labor Day Thanksgiving --------------- On the Wednesday before Thanksgiving through the Sunday following Thanksgiving Christmas/New Year’s ---- December 24th through January 1st and any adjacent days that fall on a weekend

108.04.2 Night Work. When early completion of a part icular phase of construction is

for public benefit or in the case of emergencies, the Engineer may permit construction after daylight hours unless specifically prohibited by the Contract. If night work is permitted, the Contractor shall provide sufficient illumination to satisfy the requirements of Section 680, and the work performed unde r these conditions shall comply in every respect with the terms and conditions of the Contract. 108.04.3--Temporary Suspension of Work. The Engineer will have the authority to Section 108 Section 108 suspend the work wholly or in part for as long as necessary because of unsuitable weather, unusually heavy traffic, conditions unfavorable for the satisfactory prosecution of the work, failure of the Contractor to carry out instructions or to perform all provisions of the Contract. If it becomes necessary to stop work for an indefinite period, the Contractor shall store all materials so they will not obstruct or impede the traveling public or become damaged in any way. The Contractor shall take every precaution to prevent damage or deterioration of the work, provide suitable drainage of the roadway and erect temporary structures where necessary. An adju stment in contract time, as applicable, will be made for phases of suspended work except during suspension for failure to carry out instructions of the Engineer. Additional compensation will not be paid because of such suspension, except as provided below. The Contractor shall not suspend work without written authority from the Engineer. If the performance of all or any portion of the work is suspended or delayed by the Engineer in writing for an unreasonable peri od of time (not originally anticipated, customary, or inherent to the construction industry) and the Contractor believes that additional compensation and/or contract time is due as a result of such suspension or delay, the Contractor shall submit to the En gineer in writing, in accordance with the method set out in Subsection 104.02.4.

108.05 Character of Workers, Methods, and Equipment. The Contractor shall

employ competent and efficient laborers, mech anics, or artisans. Whenever an employee is deemed to be careless or incompetent, obstructs the progress of the work, is intemperate, uncooperative or disorderly, the Contractor shall, upon written request of the Engineer, discharge or otherwise remove said employee from the work and shall not reemploy such person without th e written consent of the Engineer. The methods used in performing the construction, and all equipment, tools and machinery, shall be subject to the approval of the Engineer before and during construction. All equipment, tools and m achinery used shall be maintained in a satisfactory working condition. The measure of the capacity and efficiency of machinery and equipment shall be its actual performance on the work. Should it become apparent that the progress of construction is such that the Contractor wi ll be unable to complete the work with the available equipment within contract time, additional equipment meeting the approval of the Engineer may be required. Permission to use alternative equipment or methods may be granted when it is of a new or improved type, and its use is deemed by the Engineer to be in furtherance of the intent of these specifications. Continued use shall be contingent upon the capability to produce work consistently equal to, or better than, that which can be produced with the equipment or method specified. Nothing in this subsection shall relieve the Contractor of the responsibility for producing work of the quality specified in the Contract. Should the Contractor continue to employ or re-employ such unsatisfactory person or persons as herein described, fail to furnish suitable and sufficient machinery, equipment or forces for the proper prosecution of the work, all estimates may be withheld until the Engineer’s orders are complied with, or the Contract may be terminated as hereinafter provided. Section 108 Section 108

108.06 Determination and Extension of Contract Time.

108.06.1 Based on Working Day Completion.

108.06.1 1--General. Contract time will be established on the basis of an allowable

number of Working Days, as indicated in the Contract. Contract time for A + C projects shall be determined by the Bidder based on the cost to construction the project (A) and the number of working days to complete the project (C). For A + C Contracts, the span of contract time shall be the time between the date of the Beginning of Contract Time and the date representing the number of working days determined by the Contractor to complete the work. A working day is defined as a day the Contractor worked or could have worked in accordance with the cond itions set forth in Subsection 10 8.06.1.2, Subparagraphs (a) and (b), except during the months of December, January, and February. During the months of Decembe r, January, and February, time will be assessed regardless of whether or not the Contractor actually works. The value for the time on any particular day will be determined by dividing the number of anticipated working day shown in the following table by the number of days in th e particular month. This number will be expressed to three decimal places (0.000) The span of time allowed for the completion of the work included in the Contract will be indicated in the contract documents and will be known as "Contract Time.”

108.06.1 2--Contract Time. The following TABLE OF ANTICIPATED WORKING

DAYS indicates an average/anticipated number of working days per month. TABLE OF ANTICIPATE D WORKING DAYS Month Working Days January 6 February 7 March 11 April 15 May 19 June 20 July 21 August 21 September 20 October 16 November 11 December 5 Calendar Year 172 NOTE: The above Table is for informational purposes only. The actual working day total as assessed by the Proj ect Engineer on Form CSD-765 shall govern. Section 108 Section 108 On projects other than A + C projects, Available working days will be assessed from the original Notice to Proceed/Beginning of Contract Time date shown in the contract documents, regardless of whether or not the Cont ractor has been issued an early Notice to Proceed. On A + C projects, available workin g days will be assessed from the original Notice to Proceed/Beginning of Contract Time date shown in the contract documents, or the earlier Notice to Proceed/Beginning of Co ntract Time date if an early Notice to Proceed is allowed. Available working days will be based on soil and weather conditions and other specific conditions cited in the Contract. The Engin eer will determine on each applicable day the extent to which work in progress could have been productive, regardless of whether the Contractor actually worked. An available working day will be assessed as follows:

108.06.1 3--Extension of Time . The Contractor may, prior to the expiration of the

contract time, make a written request to the Engineer for an extension of contract time, in accordance with Subsection 104. 02.4, with a valid justification for the request. The Contractor's plea that insufficient time was speci fied is not a valid reason for extension of contract time. An extension of contract time may be granted for unforeseen utility delays, abnormal delays caused solely by the State or othe r governmental authorities, or unforeseeable disastrous phenomena of nature of the magnitude of earthquakes, hurricanes, named tropical storms, tornadoes, or flooded e ssential work areas th at are deemed to unavoidably prevent prosecuting the work. The span of contract time allowed in the Contract as awarded is based on the quantities used for comparison of bids. If satisf actory fulfillment of the Contract requires performance of work in greater quantities than those set forth in the proposal, the time allowed for completion shall be increased in Working Days in the same ratio that the cost of such added work, exclusive of the cost of work altered by Supplemental Agreement for which a time adjustment is made for such altered work in the Supplemental Agreement, bears to the total value of the or iginal Contract unless it can be established that the extra work was of such character that it required more time than is indicated by the money value. Any extension of contract time will be on a working day basis. The Contractor shall provide sufficient materi als, equipment and labor to guarantee the completion of the contract work in accordan ce with the plans and specifications within Section 108 Section 108 the contract time. If the contract time of the project is exte nded into a season of the year in which completion of certain items of work would be prohibited or delayed because of seasonal or temperature limitations, the Engineer may waive the limitations provided the completion of the work will not result in a reduction in quality. When determined that the completion of the out-of-season items will cause a reduction in the quality of the work, the completion of the project will be further extended so the items may be completed under favorable weather conditions. In either case, the Engineer will notify the Contractor in writing. Liquidated damages as set forth in Subsection 108.07 under the heading "Daily Charge Per Calendar Day" in the Table titled "Schedule of Deductions for Each Day of Overrun in Contract Time", shall be applicable to each calendar day after the specified completion date, or authorized extension thereof, and unt il all work under the Contract is completed.

108.06.1 4--Cessation of Contract Time. When all items of work are complete to the

satisfaction of the Engineer and the Engineer has been advised by the Contractor that a final inspection is desired, time will be suspended until the final inspection is conducted and for an additional 14 satisfactory days after the Contractor has been notified in writing of the results of the inspection. If after the end of the 14-day suspension all necessary items of work have not been completed, time charges will resume. If the specified completion date had not been reached at the time the Contractor called for a final inspection, the calendar day difference between the specified completion date and the date the Contractor called for a final inspection will be added after the 14-day period before starting liquidation damages. If a project is on liquidated damages at the time a final inspection is scheduled, liquidated damages will be suspended until the final inspection is conducted and for seven (7) cal endar days after the Contractor has been notified in writing of the results of the inspecti on. If after the end of the 7-day suspension all necessary items of work have not been completed, liquidated damages will resume. When final inspection has been made by the Engineer as prescribed in Subsection 105.20 and all items of work have been comple ted, the daily time charge will cease.

108.06.2 Based on Specified Completion Date.

108.06.2 1--General. Contract time will be established on the basis of a Specified

Completion Date indicated in the Contract, or as determined by the Contractor in accordance with the contract doc uments. The span of time a llowed for the completion of the work included in the Contract will be known as "Contract Time.” For Contracts in which a Specified Completion Date is indicated in the Contract, the span of contract time shall be between the date of the Beginning of Contract Time and the Specified Completion Date in dicated in the Contract. Contract time for A + B projects shall be determined by the Bidder based on the cost to construction the project (A) and the number of calendar days to complete the project (B). For A + B Contracts, the span of contract tim e shall be the time between the date of the Beginning of Contract Time and the date representing the number of Calendar Days determined by the Contractor to complete the work. The contract time which is determined by the Contractor on A + B pr ojects shall include time for the required waiting periods for placement of permanent pave ment markings and all necessary burn-in Section 108 Section 108 periods for electrical items. The Contractor shall provide sufficient materi als, equipment and labor to guarantee the completion of the contract work in accordan ce with the plans and specifications within the contract time. At any given date, the ratio of the accumulated monetary value of that part of the work actually accomplished to the total Contract bid amount adjusted to reflect approved increases or decreases shall determine the "percent comple te" of the work. The Contractor’s progress will be determined monthly at the time of each progress estimate and will be based on the percentage of money earned by the Contractor compared to the percentage of elapsed time. The percentage of money earned will be determined by comparing the total money earned to-date by the Contractor, minus any pa yment for advancement of materials, to the total dollar amount of the Contract. The per centage elapsed time shall be calculated as a direct ratio of the expired Calendar Days to the total Calendar Days provided for in the Contract. When the "percent complete" lags more th an 20 percent behind the "percentage of elapsed time", the Engineer will notify the Contractor that they have seven (7) calendar days to submit a written statement and revised progress schedule indicating any additional equipment, labor, materials, etc. to be assigned to the work to ensure completion within the specified contract time. Failure to submit the revised schedule may result in the withholding of the monthly estimate. When the "percent complete" lags more than 40 percent behind the "percentag e of elapsed time", the Contract may be terminated.

108.06.2 2--Extension of Time . The Contractor may, prior to the expiration of the

contract time, make a written request to the En gineer for an extension of contract time with a valid justification fo r the request in accordance with Subsection 104.02.4. The Contractor's plea that insufficient time was speci fied is not a valid reason for extension of contract time. On all completion date Contracts, an extens ion of contract time may be granted for unforeseen utility delays, abnormal delays caused solely by the State or other governmental authorities, or unforeseeable disastrous phenomena of nature of the magnitude of earthquakes, hurricanes, named tropical storms, tornadoes, or flooded essential work areas that ar e deemed to unavoidably prevent prosecuting the work. The span of time allowed in the Contract as awarded is based on the quantities used for comparison of bids. If satisfactory fulfillmen t of the Contract requires performance of work in greater quantities than those set forth in the proposal, the time allowed for completion shall be increased in Calendar Days in the same ratio that the cost of such added work, exclusive of the cost of work altered by Supplemental Agreement for which a time adjustment is made for such altered wo rk in the Supplemental Agreement, bears to the total value of the original Contract unless it can be established that the extra work was of such character that it required more tim e than is indicated by the money value. Any extension of contract time will be based on a calendar day basis, excluding Section 108 Section 108 Saturdays, Sundays or legal holidays recognized by the Department in Subsection

108.04.1 Any extension of contract time on A + B Contracts will be based on a calendar

day basis, excluding those days in the Contract that restricted the Contractor from working. If the contract time of the project is exte nded into a season of the year in which completion of certain items of work would be prohibited or delayed because of seasonal or temperature limitations, the Engineer may waive the limitations provided the completion of the work will not result in a reduction in quality. When determined that the completion of the out-of-season items will cause a reduction in the quality of the work, the completion of the project may be further extended so the items may be completed under favorable weather conditions. In either case, the Engineer will notify the Contractor in writing. Liquidated damages as set forth in Subsection 108.07 under the heading "Daily Charge Per Calendar Day" in the Table titled "Schedule of Deductions for Each Day of Overrun in Contract Time", shall be applicable to each calendar day after the specified completion date, or authorized extension thereof, and unt il all work under the Contract is completed.

108.06.2 3--Cessation of Contract Time. When all items of work are complete to the

satisfaction of the Engineer and the Engineer has been advised by the Contractor that a final inspection is desired, time will be suspended until the final inspection is conducted and for an additional 14 calendar days after the Contractor has been notified in writing of the results of the inspection. If after the end of the 14-day suspension all necessary items of work have not been completed, time charges will resume. If the specified completion date had not been reached at the time the Contractor called for a final inspection, the calendar day difference between the specified completion date and the date the Contractor called for a final inspection will be added after the 14-day period before starting liquidation damages. If a project is on liquidated damages at the time a final inspection is scheduled, liquidated damages will be suspended until the final inspection is conducted and for seven (7) calendar days after the Contractor has been notified in writing of the results of the inspection. If after the end of the 7-day suspension all necessary items of work have not been completed, liquidated damages will resume. When final inspection has been made by the Engineer as prescribed in Subsection 105.20 and all items of work have been comple ted, the daily time charge will cease.

108.07 Failure to Complete the Work on Time. When the Contractor fails to

complete the work within the time stipulated or as extended under the provisions of the Contract, a deduction calculated from the daily charges listed in the below schedule will be made from money due the Contractor not as a penalty but as liquidated damages. The daily charges set out in the schedule of liquidated damages are based on an approximate average cost to the Department for maintaining Engineers, Inspectors and other employees. The Contractor and the Contractor’s Sureties shall be liable for all liquidated damages in excess of money due the Contractor. Section 108 Section 108 Schedule of Deductions for Each D ay of Overrun in Contract Time Original Contract Amount Daily Charge From More Than To and Including Per Calendar Day $ 0 100,000 $ 150 100,000 500,000 360 500,000 1,000,000 540 1,000,000 5,000,000 830 5,000,000 10,000,000 1,200 10,000,000 20,000,000 1,800 20,000,000 ------------- 3,500 The applicable daily charge will be made for each calendar day after the expiration of contract time. With the exception of A + B contracts as noted in Subsection 108.06.2.1, daily charges, as shown above, will not be made during any required waiting period for placement of permanent pavement markings as set forth in Subsec tion 618.03 provided all other work is complete and during spec ified growth and coverage of the vegetative items as provided in Subsection 210.01.

108.08 Default and Termi nation of Contract. The Contract may be terminated by the

Executive Director for any of the following reasons:

108.09 Termination of Contract for Reasons Other Than Default. The Department

may, by written notice, with the approval of the FHWA where applicable, terminate any Contract, or any portion thereof for the Department’s convenience, when it is determined that a termination is in the best interest of the Department. Reasons for termination may include, but are not limited to:

108.10 Termination of Co ntractor's Responsibility. The Contract will be considered

complete when all work has been satisfactorily completed, the final inspection made, the work accepted by the Executive Director, and the final estimate paid. When the Executive Director writes the formal letter of acceptance, the Contractor will be released from further obligation except, for any warranty obligations or latent defects within one (1) year of final acceptance, as set forth in the Contract performance and payment bond(s), or as provided by law. SECTION 109 - MEASUREMENT AND PAYMENT

109.01 Measurement of Quantities. The measurement and determination of quantities

for each pay item will be made in general as pr escribed hereinafter, and specifically as set out under Method of Measurement and Basis of Payment for each respective pay item. Actual authorized quantities of work, complete and accepted under the Contract, will be Section 109 Section 109 measured by the Engineer according to Un ited States standard measures, and in accordance with well recognized engineering practices. Unauthorized wastage of material will be deducted and only quantities actually incorporated in the completed work or ordered to be wasted will be included in the final estimate. A station when used as a definition or term of measurement will be 100 linear feet. Unless otherwise specified, longitudinal measurements for area computations will be made horizontally, and no deductions will be made for individual fixtures having an area of nine square feet or less. Unless otherwis e specified, transverse measurements for area computations will be the neat dimensions shown on the plans or ordered by the Engineer. Where the area unit for measurement and paym ent is specified for erosion control items, the measurements will be taken on the slope of the ground to compute the actual surface area for payment. Structures will be measured acco rding to neat lines shown on th e plans or as altered to fit field conditions. All items that are measured by the linear foot, such as pipe culverts, guardrail, underdrains, etc., will be measured as specified under the Method of Measurement for the item unless otherwise shown on the plans. No payment will be made for unauthorized excavation. Excavation or embankment performed beyond the required neat lines or slope stakes will not be measured for payment unless within tolerances specified or otherwise provided. In computing volumes of excavation and embankment, the average end area method will be used, unless otherwise specified. The thickness of plates and galvanized sh eets used in the manufacture of corrugated metal pipe, metal plate pipe culverts and arch es, and metal cribbing will be specified and measured in decimal fractions of inches as shown in AASHTO M 36 or M 167. When size number is used in the measurement of wire, it will mean the size number specified in AASHTO M 32. The term ton will mean the short ton cons isting of 2000 pounds avoirdupois. All materials that are specified for measurement by the ton shall be weighed by competent personnel on approved scales set at locations approved by the Engineer or in the case of prepackaged materials, the manufacturer's bag weight may be used. If material is shipped by rail, the car weight may be accepted provid ed it is the actual weight of material and not minimum car weight used for assessing freight tariff. However, car weights will not be acceptable for material to be used in mi xing plants. Trucks used to haul material being paid for by weight shall be weighed empty daily at such time as the Engineer directs, and each truck shall bear a plainly legible identification mark. Timber, except timber piling, will be measured by the thousand feet board measure (MBM) actually incorporated in the structure. Measurement will be based on nominal widths and thicknesses and the length of each piece. Section 109 Section 109 When a complete structure or structural unit, in effect "lump sum" work, is specified as the unit of measurement, the unit will be construed to include all necessary fittings and accessories. Volumes of materials computed in cubic yards by the average end area method are designated as "Final Measure" (FM), or "Final Measure - Embankment" (FME). Volumes of materials designated for measurement loose in the vehicle are designated as "Loose Vehicle Measure" (LVM). Volumetric measurement of excavation, em bankment, granular materials or similar materials in cubic yards will be made by th e methods designated on the plans or in the proposal. For justifiable reasons, such as impracticability of m easurement of volumes (usually small) by the designated method, the Engineer may order measurement by another method as follows:

109.02 Scope of Payment. The compensation, as herein provided, constitutes full

payment to the Contractor for the complete work and for any and all claims of any type of the Contractor, including, but not limited to, (a) all materials, labor, tools, equipment and incidentals necessary for performing the work contemplated and embraced under the Contract; (b) all loss or damage of any kind arising out of the work; (c) all loss from any action of the elements, except as otherwise provided; (d) any unforeseen difficulties or obstruction of the work that may arise or be encountered during the prosecution of the work until its final acceptance by the Engi neer; (e) all risks connected with the prosecution of the work; (f) all expenses incurred by or in consequence of suspension or discontinuance of the work; (g) any infringement of patents, trademarks or copyrights; and (h) completing the work in an accept able manner according to the plans and specifications. If the "Basis of Payment" clause for a specif ic pay item requires that the contract unit price be considered compensation for certain work or material essential to the item, this same work or material will not also be measured or paid for under any other pay item that may appear elsewhere in the specifications. The payment of any current es timate, prior to final acceptance of the work by the Executive Director, shall in no way constitute an acknow ledgment of the acceptance of the work, nor in any way affect the obligation of the Contractor to repair or renew defective parts of the work. The Engineer w ill be the judge of defects or imperfections, and the Contractor shall be liable to the De partment for failure to correct same as provided herein. 109.03--Compensation fo r Altered Quantities. Whenever the quantity of a pay item is increased or decreased from the original co ntract quantity, payment will be made on the basis of the actual quantity completed at the contract unit price or as modified by Supplemental Agreement.

109.04 Extra Work. Extra work performed in accordance with the requirements and

provisions of Subsection 104.03 will be paid for at the unit prices or lump sum price stipulated in a Supplemental Agreement or a Force Account Agreement authorizing the extra work. All extra work mu st be authorized prior to pr oceeding with the extra work, and every effort should be made to fore see the extra work before it becomes an emergency. The Department reserves the right to request a detailed cost breakdown on any request fo r extra work. Section 109 Section 109

109.04.1 Suppl emental Agreement. When the Supplemental Agreement process is

initiated, the Contractor will be required to submit to the Engineer a detailed breakdown for Material, Labor, Equipment, Profit and Overhead. The total allowable markup, which includes Contractor and Subcontractor work, if applicable, for Supplemental Agreement work shall not exceed 20%, whic h also includes tax and bond. The requirement for detailed cost breakdowns may be waived when a Department’s Bid Item History exists for the proposed item(s), and the Contractor’s requested price, including mark-up, is within 20% of the Department’s Bid History cost for that item(s). In any case, the Department reserves the right to request detailed cost breakdowns from the Contractor on any Supple mental Agreement request.

109.04.2 Force Account Agreement. The Department may direct the Contractor to

perform the extra work on a Force Account ba sis. Work done by Force Account will be handled in the following manner. The Contractor shall submit a plan of operation for how force account work will be performed including a work schedule, estimated size of the work crew, an equipment list, and anticipated materials. The Department will not allow the Contractor to perform force account work without this plan. The Department will make payments in the manner specified below, and this payment will be full compensation for the prosecution of the work performed on this basis.

109.05 Eliminated Items. Any item found unnecessary for the proper completion of

the work may, upon written order of the Engineer, be eliminated from the Contract. When the Contractor is notified of the elimination of an item, the Contractor will be reimbursed for the actual work and actual costs of materials, which may include delivery and handling costs, prior to the notification as provided in Subsection 104.02.

109.06 Partial Payments.

109.06.1 General. Monthly estimates will be authorized by the Engineer provided the

amount due on completed work is no less than $1,000.00 including advancement on materials. The estimate will be prepared by the Engineer on the day of the month prescribed by the Commission. Partial payment based on estimated quantities and computed at contract unit price will be made on or about the day prescribed by the Commission. If defective work and/or materials are discovered or reasonable doubt arises as to the integrity of any part of the work for which partial payment has been allowed, a deduction from subsequent estimates in an amount equal to the value of the defective or questioned work will be made until the defects have been remedied or the causes for doubt removed. Each month the Contractor receives a monthl y progress estimate, the Contractor shall review the Engineer's progress estimate as to the accuracy of the quantities. Should the Engineer's estimated quantity for any pay item be greater th an a tolerance of plus or minus ten percent (±10%) of the Contractor 's estimated quantity, the Contractor shall confer with the Resident or Project Engineer to rectify any differe nces. Each should make a record of the differences, if any, a nd conclusions reached. In the event mutual agreement cannot be reached, the Contractor will be allowed a maximum of 30 calendar days following the Contractor’s receipt of the monthly estimate in question to submit in writing a Notice of Claim in accordance with the provisions Subsection 104.02.4. Otherwise, the Engineer's estimated quantitie s shall be considered acceptable pending any changes made during the checking of final quantities. 109.06.2--Advanceme nt on Materials. Advance payment may be received for major, nonperishable or durable materials that will be incorporated permanently into the project, such as base aggregates, reinforcing steel, bridge piling, structural steel, prefabricated bridge components, traffic signal equipment, electrical equipment, fencing materials, and Section 109 Section 109 sign materials with the approval of the Engineer. Advance payment may be requested for structural steel members provided that fabr ication has been completed and the members have been declared satisfactory for storage by a Department representative. The Contractor must make a written request to the Project Engineer for advanced payment and furnish written consent of the Surety. To qualify for advance payment, materials must be stored or stockpiled as follows: (a) on or near the project or at other locations approved by the Engineer; (b) in the case of precast concrete members, treated timber, guard posts and other approved preprocessed durable and bulky materials, the materials may be stored at the commercial producer's yard provided it is located in Mississippi; (c) in the case of prestressed concrete members that may require being produced at an out-of- state location, the prestress members shall be produced and may be stored at the commercial manufacturer’s yard provided it is a PCI certified plant on the Department’s List of Approved Prestress & Precast Plants and located within the continental United States; or (d) in the case of structural steel members that may require fabrication at an out-of-state location, the fabricated members may be stored at the location of the commercial fabricator's yard provided it is located within the continental United States. Advancements will not be allowed until the Pr oject Engineer has received copies of material invoices and certified test reports or acceptable certificates of conformance, and in the case of materials stored at the commercial producer's/fabricator's yard, the material shall be positively identified for the specific project and a Certificate of Storage issued by the Department or a designated representative of the Department. Requests for advancements on fabricated structural steel members and prestress concrete members stored out-of-state will be denied when the Department does not have available a designated representative to is sue a Certificate of Storage. The Contractor shall make suitable arrangemen ts to the satisfaction of the Engineer for storage and protection at approved sites or, in the case of materials stored at the commercial producer's yard located in Mississi ppi or, in the case of fabricated structural steel members stored at the commercial fabri cator's yard or prestress concrete members stored at a commercial manufacturer’s yard located within the continental United States, the Contractor shall make arrangements with the producer/fabricator for suitable storage and protection. If advance payment is allowed and the materials are damaged, lost, destroyed or for any reason become unaccep table, the previous payments will be deducted from subsequent estimates until the materials are replaced or restored to an acceptable condition. In all cases, the Contractor shall indemnify and hold harmless the Commission and Department in the event of loss or damage, regardless of cause. An invoice or an accumulation of invoices for each eligible material must total $10,000 or more before consideration will be given for advanced payment. When allowed, advance payment will be based on verified actual material cost plus transportation charges to the point of storage. Sales tax, local haul and handling costs shall not be included as material cost. Advance payment shall not exceed 100% of the invoice price or 75% of the total contract bid price for the pay item, whichever is less. Advance payment for a component of a pay item shall not exceed 95% of the invoice price or 75% of the total contract bid price for the pay item of which the material is a part, whichever is less. Section 109 Section 109 No advance payment will be made on minor material items, hardware, etc. No advance payment will be made for materials when it is anticipated that those materials will be incorporated into the project within 60 calendar days. Advance payment will be paid for those material s that are not readily available, and that can be easily identified and secured for a specific project and for which lengthy stockpiling periods would not be detrimental. Where a storage area is used for more than on e project, material for each project shall be segregated from material for other projects, identified, and secured. Adequate access for auditing shall be provided. All units shall be stored in a manner so that they are clearly visible for counting and/or inspection of the individual units. Unless specifically provided for in the Contract, advance payment will not be made on materials stored or stockpiled outside of the State of Mississippi, except for fabricated structural steel members or prestress concrete members. Materials for which an advanced payment has been allowed must be paid for by the Contractor within 60 days of the estimate on which the advanced payment was first allowed and proof of said payment must be verified by the supplier. If proof of payment is not furnished within the allowable 60 days, the advanced payment will be deducted on subsequent current estimates until such time that proof of payment is furnished. As the materials are incorporated into the work, proportionate reductions for advance payments shall be made from monthly estimates covering the work performed. Calculation of percentage of completion, or ra te of progress, shall be based on completed work and no consideration will be given to stockpiled materials.

109.06.3 Retainage. Regardless of the value of the earned work based on the value of

work scheduled for completion by the approved progress schedule, no deduction for retainage will be made from payments and advancement of materials due to the Contractor. Likewise, the Contractor shall no t withhold any retainage from any payments due to a Subcontractor or Supplier. 109.06.4--Withholding of Estimates. An estimate may be withheld indefinitely until all directives of the Engineer, given in compliance with and by virtue of the terms of the Contract, have been complied with by the Contractor.

109.07 Changes in Material Costs. Because of the uncertainty in estimating the costs

of petroleum products that will be required during the life of a Contract, an adjustment in compensation for certain materials may be allo wed if indicated on the bid sheets. If an adjustment is allowed, an adjustment will be provided as follows: Bituminous Products -- Each month the De partment will acquire unit prices from producers or suppliers who supply the State highway construction industry with bituminous products. The average of all quot es for each product will serve as the base price for Contracts let in the subsequent month. Fuels -- Selected cash price quotations for bulk gasoline and diesel fuel will be obtained by the Department. The appropriate adjustment per gallon for gasoline and diesel fuel Section 109 Section 109 will be added to allow for taxes and markups. The prices thus determined will serve as the base prices for Contracts let in the subsequent month. Monthly petroleum products base prices will be available on the Department’s web site. Current monthly prices will be posted to this web site on or before the 15 th of each month. The Contractor should use these petroleum ba se prices when preparing their bids. The current monthly petroleum products base pri ces will be acknowledged by the Contractor and become part of the Contract during the execution process. Monthly Petroleum Products Base Prices can be viewed at: http://sp.gomdot.com/Contract%20Administration/BidSystems/Pages/letting%20calendar .aspx Each month thereafter the Engineer will be fu rnished with the current monthly prices. Adjustments for change in cost will be determined from the difference in the Contract base prices and the prices for the period that the work is performed and for the quantities completed. Adjustments may increase or decrease compensation depending on the difference between the base prices and prices for the estimate period. The adjustments will be determined for th e quantities of bituminous products and the average fuel requirements for processing a unit of work as set forth herein. COST ADJUSTMENT FACTORS FOR FUEL USAGE Item of Work Units Code Diesel Gasoline Excavation & Embankment, Except Structure and Foundation gallons/cubic yard (E) 0.29 0.15 Granular Materials, gallons/cubic yard (GY) 0.88 0.57 Stabilizer Aggregates or or Coarse & Seal Aggregates gallons/ton (GT) 0.62 0.40 Subgrade & Base Mixing Items gallons/square yard (M) 0.044 0.028 Asphalt Pavement gallons/ton (B) 2.57 0.78 Asphalt Drainage Course gallons/square yard (D) 0.49 0.15 Concrete Base & Pavement gallons/square yard (C) 0.11 0.15 Bridge Items, Structural Concrete, Pipe Culverts, Including Foundation & Structural Excavation and all other Concrete related items gallons/$1000 (S) 11.0 13.0 Section 109 Section 109 CONSTRUCTION MATERIALS The items and quantities subject to compensation adjustment: ADJUSTMENT CODE (A1) Asphalt for HMA mixture -- theoretical gallons based on job mix formula, unit weight of 8.43 pounds per gallon, and new asphalt only for recycled HMA mixture. (A2) Asphalt for Surface Treatme nt -- pay quantity in gallons. (A3) Asphalt for Prime -- pay quantity in gallons. (A4) Asphalt for Curing Seal -- 0.25 gallons per square yard. (A5) Asphalt for Bituminous Treated Roving -- 0.50 gallons per square yard. (A6) Asphalt for Asphalt Drainage Course -- theoretical gallons per square yard based on job mix formula and unit weight of 8.43 pounds per gallon. Any difference between checked final quantity and the sum of quantities shown on the monthly estimates for any item will be adjusted by the following formula: FA = (FCQ - PRQ) x EA Where: FA = Final Adjustment FCQ = Final Checked Quantity PRQ = Total Quantity Previously Reported on Monthly Estimate EA = Total Adjustment Shown on Monthly Estimate The final adjustment is to consider any er ror(s) that may have been made in the computations of monthly adjustments. The specification for tack coat for Open Gr aded Friction Courses (OGFC) allows the Contractor several options for OGFC tack co at. Regardless of the tack coat used, the monthly material adjustment will be made using the base and current prices of tack coat Grade PG 76-22. The specifications allow the use of RC-70, RC-250, RC-800, RS-1, RS-2, MC-30, MC- 250, MS-2h, CMS-2h, LD-7, CQS-1h, ETAC-H, NTSS-1HM, and SS-1h, in various other construction operations. If the Contractor uses one of these bituminous materials, the monthly material adjustment will be made using the base and current prices of the materials shown below. Materials Used Material Adjustment Made Based on Prices For RC-70, 250, 800 MC-70 RS-1, 2 CRS-2 MC-30, 250 MC-70 MS-2h, CMS-2h SS-1 LD-7, CQS-1h, ETAC-H, NTSS-1HM, SS-1h CSS-1 Adjustments herein provided shall not apply to fuels consumed or materials incorporated into the work during any monthly estimate period falling wholly after the expiration of Section 109 Section 109 contract time as defined in Subsection 101.02 herein, and as determined by checked final quantities.

109.08 Contract Overpayment(s). The Contractor is duly responsible to and will

immediately reimburse the Commission, without any demand therefore, for any overpayment(s) of which it has knowledge, or through due diligence, should have knowledge. If notice is given to the Contractor of any overpayment, and the Contractor fails to make payment within 60 days of the notice, th en the Commission may o ffset and withhold a sum equal to any overpayment(s), plus interest at one percent (1%) per month from the date of notice until paid, against any sums due the Contractor under the terms of this Contract or any other active Contract(s), or any Contract subs equently executed.

109.09 Freight Rates and Labor Rates. No allowance or deduction will be made for

increases or decreases in freight rates or de murrage or for any increase or decrease in labor rates unless so stipulated in the Contract.

109.10 Blank.

109.11 Acceptance and Final Payment. When the work has been accepted by the

Executive Director, a final estimate showing the value of the work will be prepared by the Engineer as soon as the necessary final measurements and computations can be made. The amount of this estimate, less all previous payments and deductions required under the Contract, will be paid to the Contractor as soon as practicable. Final payment will not be made until written consent of the Contractor and the Surety has been delivered to the Contract Administration Engineer of the Department. It shall be the Contractor's responsibility to have the Surety provide the c onsent. Delays in final payment because of non-receipt of Surety's consent shall not be cause for the payment of interest under the provisions of Miss. Code Ann. §31-5-27, for the period of ti me occasioned by such delay. Acceptance by the Contractor of final payment shall operate as and shall be a release the Commission from all claims or liability under the Contract and any act or neglect of the Commission relating to or connected with the Contract. However, nothing herein shall release the Contractor from liability for any latent defects subsequently discovered. In addition, the Contractor shall warrant the Work from any defects in Materials or workmanship for a pe riod of one (1) year from final acceptance.

109.12 Right to Audit. The Department reserves the right to audit the Contractor's

records at any time during the Contract peri od, during any claim process, up to three years after the final Contract payment or up to three years after any litigation or arbitration is filed, whichever is later. If the Department comm ences an audit, the Contractor will be required to provide sufficient original documents and records to satisfy the Department's Audit Division or other appropriate individual, including any outside consultants retained by the Department, that the costs included in the Contractor's claim were incurred and are appropriate for payment under the terms of the Contract and solely in performance of the project and work phase and were not incurred on any other work phase of the project. The Department's audit will be conducted in accordance with United States General Accounting Office's Governmental Auditing Standards, the Institute of Internal Auditor's Professional Practice Standards, and the American Institute Section 109 Section 109 of Certified Public Accountant's Auditing Standards. SECTION 110 - REQUIRED CONTRACT PROVISIONS

110.01 For Projects Constructed Without Federal Funds.

110.01.1 Statements and Payrolls. The submission by the Contractor of weekly

payrolls, or copies thereof, is not required . However, each Contr actor and Subcontractor shall preserve weekly payroll r ecords for a period of three year s from the date of Contract completion. All Contractor personnel wo rking at the project site will be paid unconditionally and not less often than once a week without subsequent deduction or rebate on any account, except such payroll dedu ctions as are permitted by regulations or law, the full amounts of wages and bona fide fringe benefits due at time of payment. The payroll records shall contain the name, cla ssification, rate of pay, daily and weekly number of hours worked, itemized deductions and actual wages paid to each employee. Upon request, the Contractor will make payro ll records available at the project site for inspection by the Department Contract Comp liance Officer or authorized representative and will permit such officer or representative to interview employees on the job during working hours. The Contractor and Subcontractors shall submit Form CAD-880, "Weekly Summary of Wage Rates", each week to the Project Engin eer. Form CAD-880 is required each week the Contractor or a Subcontractor performs work on the project. The forms may be obtained from the Contract Compliance Of ficer in the Department’s Contract Administration Division. Custom forms, approved by Contract Administration Division, may be used in lieu of CAD forms.

110.02 For Projects Constructed With Federal Funds.

110.02.1 Statements and Payrolls. The Contractor and Subcontractors shall submit

weekly copies of all payrolls to the Project Engineer and meet the requirements of U. S. Department of Transportation Form FHWA 1273, on projects constructed in whole or in part with Federal funds. On Federal-Aid Projects, CAD-880,"Weekly Summary of Wage Rates", CAD-881, "Weekly Statement of Compliance", and certified payroll submissions are required each week the Contractor or a Subcontractor perfor ms work on the project. This is addressed in Section IV of Form FHWA-1273. W h e n n o w o r k i s p e r f o r m e d o n e i t h e r F e deral-Aid or State-Funded Projects, the Contractor should only submit CAD-880 showing no work activities. The CAD forms may be obtained from the MDOT Contract Administration Division. Custom forms, approved by the Contract Administration Division, may be used in lieu of CAD forms. The Contractor shall make all efforts necessary to submit this information to the Project Engineer weekly. The Engineer will have the authority to suspend the work wholly or in Section 110 Section 110 part and to withhold payments if the Contractor fails to submit the required information. Submission of forms and payrolls shall be current through the first full week of the month for the estimate period in order for the Project Engineer to process an estimate.

110.02.2 Wage Rates. All persons employed or working upon the site of the work will

be paid at wage rates not less than those contained in the wage determination decision of the Secretary of Labor in effect 10 days prior to taking bids. Regardless of the wage rates listed in the Contract, minimum federal wage rates must be paid. When a Contract consists of work in two or more counties, workers shall be paid the higher wage rate listed in the Contract regardless of the county in which work is being performed.

110.02.3 Classification. The Department Contract Compliance Officer shall require

that any class of laborers or mechanics, including apprenti ces and trainees, that is not listed in the wage determination and that is to be employed under the Contract, shall be classified or reclassified confor mably to the wage determination.

201.01 Description . This work consists of clearing, grubbing, removing and disposing

of all items and objects within the limits of the rights-of-way, eas ement areas or areas shown on the plans or in the c ontract documents that are not de signated to remain or to be removed in accordance with other provisions of the contract. This work shall also include the preservation of all ve getation, objects or materials designated to remain or to be salvaged, and the removal and satisfactory disposal of obstructions and salvageable material when their removal and disposal is not otherwise provided in the contract. The requirements for removal and disposal sha ll be in accordance with the provisions and requirements of Subsections 104.05 and 107.25, and Section 202. When the contract proposal does not incl ude an item of clearing and grubbing, the necessary work shall be performed in accordan ce with this section and will be considered as a subsidiary obligation of the Contractor under other contract items.

201.02 Blank.

201.03 Construction Requirements.

201.03.1 Clearing and Grubbing.

201.03.1 1--General . The Engineer will establish rights-of-way, easements, construction

lines and designate all trees, shrubs, plants and items to remain. It is the intent of these specifications that desirable natural growth within the rights-of- way and easements be preserved where practicable. Undesirable growth and other things that detract from the aesthetic value of the completed work or interfere with construction or future maintenance shall be removed. In areas where desirable natural growth is designated to remain, the Contractor shall thin or trim shrubbery and live trees to the extent consistent with the intent of these specifications. Use of methods or equipment that might mar or destroy vegetation designated to remain will not be permitted. It shall be the responsibility of the Contractor to consider all rights-of-way agreements with the property owners regarding merchantable timber prior to submitting a bid. Merchantable timber conveyed to the State and required to be removed will become the property of the Contractor unless specifically designated otherwise in the contract documents. All clearing and grubbing necessary for setting construction stakes shall be completed a satisfactory distance ahead of the grading operations.

201.03.1 2--Clearing and Grubbing. Surface objects, trees, stumps, roots and other

protruding or underground obstructions, not designated to remain, shall be cleared and grubbed, including mowing, as required. Undisturbed stumps shall be cut off no more than six inches above the ground line or water level. Undisturbed stumps and non- perishable solid objects that are a minimum of three feet below subgrade or slope of embankment may be left in place when author ized by the Engineer. Stumps and non- perishable solid objects in swampy or wo oded areas where mowing is not anticipated Section 201 Section 201 may be authorized to remain, provided they do not extend more than six inches above the ground line or low water level. The Engineer may also permit sound stumps to remain outside the construction limits where mowing is anticipated pr ovided they are cut off flush with or below the surface of the final ground line. Except in areas to be excavated, stump holes and other holes from which obstructions are removed shall be backfilled with suitable material and compacted to the satisfaction of the Engineer. All operations shall be conducted in such a manner as to prevent damage to adjacent property and items that are to remain on the right-of-way. Burning shall be in accordance with the requirements of S ubsection 107.22.2. If not burned, materials and debris shall be removed from the right-of-way and disposed of outside the limits of view from any public road or facility. Locations for disposal shall be obtained by the Contractor in accordance with Subsection 104.05. Low hanging tree branches that will interfere with maintenance of the roadside shall be removed, and unsound or unsightly branches on trees or shrubs designated to remain shall be removed as directed. Branches of trees extending over the roadway shall be trimmed to give a clear height of at least 20 feet above the roadway surface. All trimming shall be done by skilled workmen and in accordance with good tree surgery practices. An asphalt base paint or sealer prepared specifically for tree surgery shall be applied to cut or scarred surfaces of trees and shrubs.

201.03.1 3--Clearing and Grubbing of Bridge Sites. When separate and concurrent

grading and bridge contracts are to be in progress between the termini of construction, clearing and grubbing of the bridge site shall be the responsibility of the grading Contractor, unless the bridge contract contains a bid item for clearing and grubbing. When there is not a coincidental grading co ntract or a bid item for clearing and grubbing in the bridge contract, clearing and grubbing of the bridge sites shall be considered incidental to and included in the price bid for the bridge items.

201.03.2 Random Clearing and Grubbing, and Random Clearing. This work

consists of random clearing and grubbing areas designated on the plans or in the contract documents. Random clearing and grubbing w ill be performed in the designated areas in accordance with the re quirements of Su bsection 201.03.1. Random clearing will consist of removing all things such as trees and scrubs within areas shown on the plans or in the contract documents where grubbing is not needed. Examples of such areas may be limits of fe ncing, site flares, safety zones, etc. When random clearing is required in areas such as safety/clear zones, cutting shall be approximately flush with the ground. Grubbing will not be permitted in these areas. Stumps are to be cut approximately flush with the ground, but in no case shall stumps extend more than two inches above the ground line. This work also includes the removal and proper disposal of the cut material off of the right-of-way, or it may be chipped or Section 201 Section 201 shredded by mechanical means and mulched on the right-of-way to the satisfaction of the Engineer. Material and debris that is removed from the right-of-way shall be disposed of outside of limits of view from any public road, street, park or other such public facility at locations obtained by the Contractor in accordance with Subsection 104.05 and Section 202.

201.04 Method of Measurement. Any mowing required as a part of the clearing and

grubbing, random clearing and grubbing, or random clearing operations will not be measured for payment. Unless otherwise noted, clearing and grubbing, random clearing and grubbing, or random clearing will be measured as follows.

201.04.1 Lump Sum Basis. The area included under this item will be the entire area

within the right-of-way lines shown on the plans. No measurement will be made except when the area of the right-of-w ay is increased or decreased from that shown on the plans at the time bids are received. In this case, the lump sum contract pr ice will be adjusted in the same ratio that the area of the ri ght-of-way is increased or decreased.

201.04.2 Area Basis. The area included under this item will be measured in acres.

Measurement will only be made for the area(s ) actually cleared or cleared and grubbed and will not include areas for which payment is made under another item. The clearing of grass, weeds, roots, farm crops, and scattered small bushes will not be measured for payment. Areas acquired for haul routes, or areas acquired for Contract or use will not be measured for payment, unless noted otherwise in the contract.

201.04.3 Station Basis. The designated areas will be measured per station in

accordance with the typical sections shown on th e plans. This shall apply to the right or left sides of each separate roadway. Separate measurement shall be made for work required and satisfactorily completed on the ri ght or left sides of each separate roadway.

201.05 Basis of Payment . Clearing and grubbing, random clearing and grubbing, or

random clearing, measured a prescribed above, will be paid for at the unit price bid as follows.

201.05.1 Lump Sum Basis. The work under this item will be paid for at the contract

lump sum price or adjusted lump sum pri ce in accordance with the above provisions which shall be full compensation for completing the work. 201.05.2--Area Basis. The work under this item, measured as prescribed above, will be paid for at the contract unit price per acre which shall be full compensation for completing the work.

201.05.3 Station Basis. The work under this item, meas ured as prescribed above, will

be paid for at the contract unit price per station which shall be full compensation for completing the work. The price for clearing and grubbing, or rand om clearing, shall include the cost of continuous maintenance of traffic and protec tive services as required by the Traffic Section 201 Section 201 Control Plan included in the contract. This shall include all required individual traffic control. Payment will be made under: 201-A: Clearing and Grubbing - lump sum 201-B: Clearing and Grubbing - per acre 201-C: Random Clearing and Grubbing - per station or acre 201-D: Random Clearing - per station or acre SECTION 202 - REMOVAL OF STRUCTURES AND OBSTRUCTIONS

202.01 Description. This work consists of the removal and satisfactory disposal of all

buildings, fences, structures, old pavements, abandoned pipe lines and other obstructions that are not designated to remain or to be removed and disposed of under other provisions of the contract or under separate contracts or agreements as referenced in Subsection

104.05 This work also consists of necessa ry excavation incidental to the removal of

structures and obstructions and backfilling the resulting cavity. Voids created by the removal of, but not limited to, posts, concrete anchors, and footings, shall be backfilled and tamped in accordan ce with Section 203.

202.02 Blank .

202.03 Construction Requirements .

202.03.1 General. The Contractor shall preserve and protect all structures, fences,

public and private utilities and improvements, above or below the ground, that are to remain or be removed by others as set out in Subsection 104.05. Unless specified, removal or adjustment of these items will not be the responsibility of the Contractor. However, the Contractor shall arrange and conduct operations to conform to the requirements set out in Subsections 105.06 and 105.07. The Contractor shall raze or remove and satisf actorily dispose of all buildings, structures, fences and other obstructions except those items indicated to remain or be otherwise removed and disposed of under other provisions . Basements or cavities left by structure removal shall be filled to the level of the surrounding ground, compacted as directed, or if within the limits of construction, compact ed in accordance with Subsection 203.03. All materials not designated for salvage shall be disposed of by the Contractor in accordance with Subsections 201.03.2 and 104.05. The use of explosives is not permitted unless approved by the Engineer. Blasting, if permitted, or other operations necessary for th e removal of an existing structure or other obstruction that may damage new construction shall be completed prior to constructing the new work. The Contractor shall employ methods of removal that will ensure new work, items to remain or materials to be salvaged will not be damaged. Reference is Section 202 Section 202 made to Subsections 107.11 and 107.12 regarding this work.

202.03.2 Salvage. All material designated for salvage shall be removed, without

unnecessary damage, in sections or pieces that may be readily transported. The material shall be stored by the Contractor at designated sites within the project limits or at special locations as designated in the contract.

202.03.3 Removal of Bridges, Culverts and Other Structures. Bridges, culverts and

other structures that are in use shall not be removed until the traffic is satisfactorily accommodated. Unless otherwise directed, existing structures shall be removed to at least one foot below the final ground line or mudline. The remova l of a bridge located in a navigable stream shall be subject to the requirements set out in the permit authorizing construction of the new structure. Unless designated on the plans or in the contract documents to be removed and salvaged, all structural steel, timber and other bridge materials shall become the property of the Contractor. It shall be removed from the site before completion of the work and proper allowance for its value shall be taken into account in the bid price of the item involved. If the structure is to remain the property of the State, steel or timber bridges shall be carefully dismantled without unnecessary damage. Steel members shall be match marked and all salvaged material shall be stor ed as specified in Subsection 202.03.2. When required on the plans or in the proposal, concrete that is suitable for riprap shall be salvaged and stockpiled or otherwise dis posed of in accordance with Subsection

202.03 5.

All removals shall be in accordance with the provisions of Subsection 104.05.

202.03.4 Removal of Pipe. All pipe lines designated to be salvaged or relaid shall be

carefully removed and every reasonable precaution taken to avoid breaking or damaging. Pipes designated to be relaid shall be removed and stored when necessary to prevent loss or damage before relaying. The Contractor shall replace without extra compensation all sections lost from storage or damaged by negligence or improper methods to the extent its reuse is deemed by the Engineer to be unsatisfactory. Pipes not designated to be salvaged or relaid shall be disposed of by the Contractor in accordance with Subsections

201.03 and 104.05.

202.03.5 Removal of Pavement, Sidewalks, Curbs, Etc. When required on the plans

or in the proposal, concrete pavement, sidewalks, curbs, gutters, etc. designated for salvage shall be broken into pieces not exceeding 150 pound s and stockpiled at locations designated by the Engineer with in the project limits or at sp ecial locations as designated in the contract. All non-salvaged materials shall be disposed of by the Contractor in accordance with Subsections 201.03 and 104.05.

202.04 Method of Measurement. Removal of Obstructions will be measured as a unit

lump sum quantity and will include all structures and obstructions encountered within the right-of-way and easement areas except items that are to be measured on a unit basis. Where the proposal stipulates specific items on a unit basis, measurement will be made Section 202 Section 202 by the unit. The length of pipe removed will be the product of the number of commercial lengths and the nominal laying length. Traffic stripe removal will be measured by th e linear foot from end-to-end of individual stripes. Measurement will be made along th e surface of each stripe and will not include nominal skip intervals. Stripes more than six inches in width will be converted to equivalent lengths of six-inch stripe. Legend will be measured for payment by the square foot. When provisions are not included in the contract for legend removal by the square yard, the removal area will be converted to equivalent lengths of six-inch stripe.

202.05 Basis of Payment. Removal of Obstructions will be paid for at the contract

lump sum price which shall be full compensation for removing and disposing of the obstructions in accordance with th e provisions of the contract. Specific obstruction items stipulated for removal and disposal under 202-B will be paid for at the contract unit price which shall be full compensation for completing the work. Payment will be made under: 202-A: Removal of Obstructions - lump sum 202-B: Removal of Item - per each, linear foot, square foot, square yard, or cubic yard SECTION 203 - EXCAVATION AND EMBANKMENT

203.01 Description. This work consists of excavation and embankment required for

roadways, ditches, channel changes and borro w material, preparation of subgrades and foundations, construction of embankments and other utilization or disposal of materials excavated, and the compaction and dressing of excavated areas and embankments. This work shall also consist of any required site grading in accordance with the details in the plans and/or as directed by the Engineer. The work of excavatio n for structures is covered separately under Section 206 and not included under this section.

203.01.1 Unclassified Excavation. Unclassified excavation will consist of all

excavation materials of whatever character encountered in the wo rk except for those classes of excavation for which separate pay items are provided. 203.01.2--Rock Excavation. When shown as a pay item, rock excavation will consist of material that cannot be excavated without blasting and shall also include large boulders and detached stones having volumes of one-half cubic yard or more. The use of the words "rock," "boulders," "stone," or synonyms of these words appearing elsewhere on the plans, soil profile or these specifications does not imply that these materials may be included under this classification unless so indicated in the contract proposal. The Contractor shall immediately notify the Engineer when rock excavation is encountered during the progress of the work so the necessary measurements may be made for determining the volume removed. Section 203 Section 203

203.01.3 Muck Excavation. Muck excavation will consist of the excavation, removal

and disposal of natural deposits of soils and organic matter in accordance with the provisions of Subsection 203.03.7. Muck excavation shall not be identified by visual means but will be sampled and tested, at a frequency determined by the Engineer, to verify its classification. Muck excavation is defined as a saturated soil having an organic content of at least six percent (6%) as determined by Mississippi Test Method MT-29, or AASHTO T 267. It is the intent that all areas of muck excavation will be located and defined during the design phase of a project. However, if additional areas of questionable material are found during construction, the material shall be tested to see if it is a saturated soil having an organic content of six percent (6%) or more be fore it is considered muck. If the material is defined as a muck, based on testing, the method of removal should not be an issue and the material should be paid for as 203-D, Muck Excavation. Excavated material not meeting the herein es tablished requirements for classification as muck excavation shall be used , measured and paid for under the pay item in which the material is being used. In extreme cases, in non-organic areas where all efforts to drain the area and/or dry the material have proved unsuccessful, the Project Engineer, in consultation with the District Materials Engineer and District Construction Engineer, shall make the determination as to whether the material will be classified as muck excavation or unclassified excavation. Removal of muck excavation shall be in accordance with the requirements of Subsection 104.05.

203.01.4 Borrow Excavation. Borrow excavation will consist of approved material

required for the construction of embankments or other portions of the work and shall be obtained from approved sources outside the right-of-way except as provided in Subsection 203.03.3. Unless otherwise provided in the contract, the Contractor shall make arrangements for obtaining borrow and pay all costs involved. Contractor- furnished borrow shall meet the requirements of Subsections 106.02.2 and 703.21.

203.01.5 Channel Excavation. When shown as a pay item, channel excavation will

consist of excavation and disposal of all material from widening, deepening or straightening of an existing channel, or construction of a new channel. The Contractor shall furnish a disposal area unless otherw ise provided in the contract. Material designated as channel excavation and used in the roadbed or other required embankment construction will be measured for payment as channel excavation only.

203.01.6 Excess Excavation. When shown as a pay item, excess excavation will

consist of excavation that cannot be satisfactorily used or disposed of within the right-of- way. Exclusive of muck excavation, excess excavation may include any type, kind, or class of excavation that the Engineer determines must be removed from the right-of-way. It will not include any excess caused by the Contractor importing too much excavation from sources outside the roadway structure; in such case, the excess excavation shall be removed from the right-of-way without cost to the State. Unless otherwise indicated in the contract, th e Contractor shall provide a disposal area for Section 203 Section 203 excess excavation. Removal of excess excavation shall be in acco rdance with the requirements of Subsection 104.05.

203.01.7 Surplus Excavation. When shown as a pay item, surplus excavation will

consist of excavation within the right-of-way that is in excess or unsuitable for embankments but can be satisfactorily used or disposed of within the right-of-way.

203.02 Blank .

203.03 Construction Requirements .

203.03.1 General . Excavation and embankment operations may be started at the

location and in the sequence approved by the Engineer when:

203.03.2 Topsoil . Where the salvaging and stockpiling of topsoil is specified, this

operation shall be completed before beginning excavation of the underlying material.

203.03.3 Borrow Excavation from Within the Right-of-Way . When the contract

indicates borrow excavation to be paid for as final measure-embankment (FME), the plans may also identify certain estimated excavation volumes by the symbol ESFE (Estimated State Furnished Excavation). Suitable quantities of ESFE may be used by the Contractor without charge in the construction of embankments to be measured FME. Quantities of ESFE shown on the plans are for the Contractor's information only and may vary or may be varied by the Engineer. The change in quantity shall not be cause for additional compensation. Section 203 Section 203 Excavation designated as ESFE is required to be performed and will not be measured in its original position. ESFE suitable for use in embankment or other features of the work shall be used and will be included in measur ed quantities of borrow excavation (FME). Any materials indicated as ESFE that are fo und to be unsuitable shall be removed and disposed of as provided elsewhere in the contract. 203.03.4--Construction of Bridge Approaches . The construction of "spill through" embankments and approaches shall be the responsibility of the grading Contractor. The existence of a separate contract awarded for bridge construction will not alter this responsibility. The grading Contractor shall construct the bridge approaches to subgrade elevation and extending a minimum of 100 feet from each bri dge end as soon as practicable. All bridge end slopes shall be finished to the lines and grades specified except the allowable tolerance for initial construction of bridge end slopes to be paved is plus six inches. The bridge Contractor shall drive the piling through the fill, complete the end bents, end spans, and slope paving as soon as practicable after the bridge end fills have been placed in order that the grading may be completed by the grading Contractor. The bridge Contractor is responsible for the final shaping of the "spillthrough" embankment for placement of slope paving or riprap.

203.03.5 Excavation Operations. Excavation operations shall be so conducted as to minimize the loosening of materials outside the required slopes or below the indicated

grade. No payment will be made for the re moval, disposal or re placement of material determined to be loosened or undercut through carelessness or negligence on the part of the Contractor. Neither will payment be made for excavation that is used for purposes other than designated except as provided in Subsection 104.06. When practicable, excavation and disposal of the material shall be conducted in such a manner that the most suitable material will be placed in the top courses of embankments. Also, adequate drainage that will conform to the finished drainage system shall be maintained. All earth cut slopes shall be dressed to sm ooth and uniform surfaces to conform to the specified sections. The allowable horizontal tolerance at subgrade elevation will be five-tenths of a foot. The allowable tolerance from staked cut slopes will be plus or minus five tenths of a foot horizontally for each 10 feet of depth. Allowable vertical tolerances at subgrade elevation shall be in accordance with the tolerances se t out in Section 321. Care shall be taken to avoid overshooting of material when blasting. All rock cut slopes shall be left with a reasonably uniform surf ace, and all loose, shattered or overhanging rock shall be removed.

203.03.6 Muck Excavation . The depth and width of muck excavation will normally be

shown on the plans. The excavation and subsequent basement soil formation shall be completed as soon as practicable in order to obtain maximum consolidation prior to final shaping of the subgrade and subsequent construction of the pavement structure. When directed by the Engineer, other unsatis factory foundation material beneath or immediately adjacent to the muck shall be re moved and disposed of as muck excavation. Section 203 Section 203 Excavation of muck shall proceed ahead of backfilling or embankment operations for the full width and depth shown on the plans or as directed. Placing of embankment material in the excavat ed area by backdumping may be permitted when the Engineer determines this method of placement to be satisfactory. In this case, placement shall immediately follow the muck re moval, and where deemed desirable, the fill shall be constructed forward in a wedge shape with as much of a surcharge above grade as practicable to afford maximum di splacement of the remaining muck. Pressure developed on the advancing toe of the em bankment by the displaced muck shall be relieved by excavating and removing the muck. Otherwise, embankment construction shall be performed in accordance with the provisions of Subsection 203.03.8. The Contractor shall take necessary precautions to ensure that stream channels and drainage ditches will not be filled by movement of muck. Displaced materials adjacent to the roadway shall be leveled or disposed of as specified. In any cas e, the material shall be left in such a manner that it will not pr esent an unsatisfactory appearance, interfere with essential drainage or prevent proper embankment formation.

203.03.7 Disposal of Unsuitable, Surplus, Channel and Excess Excavation . All

material encountered in excavation within the right-of-way that is unsuitable for use in the work shall be removed and disposed of as specified in the contract or as directed. Unsuitable material shall be understood to be any material that, at the proper moisture content, cannot be processed to the required density and stability. The Contractor will be paid for unsuitable material ordered excavated and disposed of and the required backfill material at the respective contract prices except when the unsuitable material was placed under the contract. Unless otherwise specified, the Contractor shall provide at no additional costs to the State the location for the disposal of muck and excess excavation and shall furnish the Engineer with two signed copies of the release as provided in Subsection 104.05. Removal of muck and excess excavation shall be in accordance with the requirements of Subsection 104.05. Surplus excavation as defined in Subsection 203.01.7 shall be used for widening of embankments, flattening slopes or at other locations within the right-of-way for the purpose indicated. If there is more surplus ex cavation than can be effectively used within the right-of-way, the Engineer may reclassi fy the excavation as excess excavation as defined in Subsection 203.01.6 when the contract contains a bid item for excess excavation or order its di sposal as extra work. Unless specified for use in embankments, channel excavation may be used to fill old channels when so designated on the plans and to fill washes and gullies or wasted as directed by the Engineer. It shall be spread and leveled or otherwise shaped to blend with the adjacent terrain and shall not obstruct dr ainage, interfere with the property rights of others or present an unsatisfactory appearance.

203.03.8 Embankment Construction .

203.03.8 1--General . Embankment construction shall consist of constructing roadway

Section 203 Section 203 embankments, dikes, placing and compacting of approved material where unsuitable material has been removed, backfilling of structures where not otherwise provided for and placing and compacting embankment material in holes, pits or other depressions. This work shall also consist of preparation of the areas upon which embankments are to be constructed. Only approved materials shall be placed in embankments and backfills. Unsuitable or perishable materials such as rubbish, sod, brush, roots, logs, stumps after removal, heavy vegetation, sawdust, etc., shall not be incorporated in embankments. Rocks, broken concrete, or other solid materi al shall not be placed in embankment areas where piles are to be driven. Special materials for inundated areas, filter be ds, etc., or special backfill may be specified elsewhere in the contract.

203.03.8 2--Preparation of Embankment Areas . Preparation of embankment areas

shall be in accordance with one or a combination of the following procedures:

203.03.8 3--Embankment Formation. After the area has been prepared as specified, the

embankment shall be constructed in full-width layers parallel to the finished grade. Except as herein provided, the non-compacted thickness of each layer shall not exceed eight inches and shall be spread, shaped and compacted to the required density and stability. The completed embankment shall conform to the line, grade, and cross-section. The required stability in embankment construction shall be that which the Engineer determines can be reasonably obtained at th e proper moisture content for the material being placed. Sponginess, shoving or other displacement under heavy equipment will be considered prima facie evidence of the lack of stability. Direct casting or similar methods will not be permitted unless authorized in writing by the Engineer. When direct casting is authorized, all material shall be moved from the point where it is deposited, spread and compact ed in uniform layers as specified herein.

203.03.8 4--Basement Soils. Reference is made to Figure 1 at the end of Subsection 101 regarding basement soils. In low, swampy ground that will not support the weight of

hauling equipment, the Engineer may permit the bottom portion of the embankment to be built in a uniformly distributed layer of sufficient thickness to support the construction equipment. However, this method will not be permitted in any portion of the embankment within three feet of the subgrade. Where the embankment material is from an inconsistent soil deposit, construction shall be performed so as to eliminate pockets or strata of varying materials. Each layer shall be disk-harrowed and heavily bladed for its full depth; or moved from its position of deposit by appropriate equipment; or processed by other means to the extent necessary to eliminate pockets or stratification of the embankment materials. The layer shall then be shaped and compacted in accordance with these specifications. Rock shall be distributed over the embankment area to avoid bridging, nests or pockets, and all voids shall be completely filled with earth or stone fragments and compacted. Where only occasional boulders are encounter ed, they shall be placed near the outer slopes in lower portions of the embankment. Where the excavated material consists predom inately of rock fragments of sizes that cannot be placed in layers of the thickness specified with out crushing, pulverizing or further breaking down of pieces resulting fr om excavation methods, the material may be placed in layers not exceeding the thickness of the approximate average size of the rocks, but in no case to exceed three feet. The ba lance of the embankment shall be composed of suitable material placed in layers not exceeding eight inches in loose thickness and Section 203 Section 203 compacted as specified.

203.03.8 5--Design Soils . Reference is made to Figure 1 at the end of Subsection 101

regarding design soils. Each layer of the design soil shall be disk-harrowed and heavily bladed for its full depth, or processed by other approved means to the extent necessary to provide a layer of material reasonably uniform in character. Each layer shall then be shaped and compacted in accordance with these specifications.

203.03.8 6--Backfill and Embankment Formation Adjacent to Structures .

Backfilling around structures shall not start until permission has been granted by the Engineer as referenced in Subsection 601.03.6.3. After approval is given to proceed, the work shall be performed under the supervision of the Engineer or the Engineer’s designated representative. Material used shall be suitable material obtained from structure excavation, roadway and drainage excavation or other designated material. The material shall be approved before placement and shall be the best available from th e source. It shall preferably be sandy or loamy non-plastic material and free from large lumps, clods, rock or other objectionable matter. Adequate provision shall be made for thorough drainage of all backfilling. The backfill material shall be deposited in uniform and parallel layers not to exceed eight inches of loose material on each side of box bridges, culverts or other structures. Each layer shall be processed by approved methods for its full depth and to the extent necessary to provide a layer of material reasonably uniform in character and shall be so placed and compacted that drainage of the la yer will be away from both the longitudinal and the transverse axes of the structure. In addition, the backfill for abutments, retaining walls, wing walls or other structures or secti ons thereof shall be built in layers with each layer being constructed for the full length of the unit and special precaution shall be taken to prevent any wedging actio n against the structure. The material for each layer shall be unifor mly compacted with ap proved mechanical equipment or self-powered mechanical tampers to not less than the density required in the adjacent embankment. The work shall be conducted so as to form a berm of compacted soil of sufficient width on each side of the st ructure. The berm at the top of the structure shall be at least six feet in width. The slop es of the backfill shall not be steeper than 2:1 at any point. Unless otherwise specified, backfilling shall continue as applicable to the level of the original ground or to an elevation at least one foot above the top of the structure or to the top of the graded section when less than one foot of cover is provided. The work shall be conducted in a manner that the Engineer can make the necessary tests for compaction as the work progresses. The Contractor shall repair, restore with new work or make good without extra compensation all damage to the structure as a result of the backfilling operation. Payment for this construction shall be included in the contract unit price for the material with which backfill is made.

203.03.8 7--Compaction of Embankments . All embankment material shall be at the

moisture content determined to be proper for the particular material being placed so that the resulting work will be both dense and stable. Section 203 Section 203 It shall be the Contractor's responsibility to maintain the proper moisture content during compaction operations and the Engineer may require additional moisture or drying as necessary without additional compensation. The material shall be compacted until the re quired density, dete rmined in accordance with Subsections 700.03 and 700.04, has been attained and the embankment is stable. Acceptance of compaction will be on a lot basis. A lot size will be based on the Contractor's hourly production rate as set out in Department's SOP. For basement and design soils, the required density shall be 95.0 percent and 98.0 percent, respectively. If a density test is w ithin minus two percent (-2.0%), 93.0 to 95.0% or 96.0 to 98.0%, of the required density, a verification test will be performed and the average of the two tests will be the test value for the lot. The lot shall be rejected if this test value does not meet the required density (95.0 or 98.0%). If the original test value exceeds minus two percent (-2%) of the requi red density, no verification test will be performed and the lot shall be rejected. Acceptance of compaction for st ructural backfill w ill be considered a separate frame of work. The backfill at each structure up to a de pth of five feet will be considered a lot. For long structures, the Engineer may specify that the backfill be divided into smaller lots. Each lot will be divided into four approximately equal sublots with two density tests taken at random on each side of the structure. The single test and the lot average shall conform to the required densities set forth above for basement soils or design soils as applicable. The Contractor shall make allowance for shrinkage and compaction in the construction of embankment.

203.03.8 8--Tolerances. The tolerances shown below as allowable shall not prevent the

work from meeting the requirements of Subsection 105.03. Allowable vertical tolerances for design soils at subgrade elevation shall be in accordance with the tolerances set out in Section 321. The allowable horizontal tolerance at subgrade elevation will be five-tenths of a foot. The allowable tolerance from staked slopes on fills will be plus or minus five-tenths of a foot horizontally for each 10 feet of fill height except where surplus excavation is required or permitted by the Engineer for widening embankments or flattening slopes. In these cases tolerances will be modified accordingly.

203.03.9 Site Grading. Site grading shall consist of excavating or shaping foreslopes,

backslopes, or areas shown on the plans to the satisfaction of the Engineer. When site grading is performed and the yield of material from shaping the designated area is in excess of the material needed, such material will be removed and disposed of as directed by the Engineer. Payment of removed material will be made at the contract price for the class excavation involved. Clearing and grubbing, if required, shall be included in the bid item for clearing and grubbing. If no bid item for clearing and grubbing is included in the contract, it shall be Section 203 Section 203 included in the contract unit price for site grading. The equipment used to site grade shall be capable of grading the site to a uniform and smooth surface as directed by the Engineer.

203.03.10 Maintenance of Earthwork . The Contractor shall satisfactorily maintain all

portions of the work until release of mainte nance by the Engineer as referenced in Subsections 105.14, 105. 15, 105.16 and 107.17. The Cont ractor shall replace, restore or reconstruct without extra compensation all portions, including materials, determined by the Engineer to have been displaced or damaged due to carelessness or negligence. Carelessness or negligence may include, but not be limited to, improperly maintained; inadequate drainage; failure to remove forms or obstructions; failure to properly prosecute and complete work within the specified time; neglecting to establish erosion control items in accordance with the provisions of Subsection 107.22 and Section 210 or other avoidable causes for displacement or damages.

203.04 Method of Measurement . Items of excavation listed in the proposal will be

measured as set forth herein, unless otherwise stipulated.

203.04.1 Unclassified, Rock, Muck, Channel, Excess and Surplus Excavation .

These items will be measured by the cubic yard final measure (FM) or loose vehicular measure (LVM) in accordance with Subsecti on 109.01. The unit of measurement for each item will be shown on the proposal bid sheets. Excavation identified as ESFE will not be measured for payment as excavation except as provided herein. Excavation identified as ESFE that is unsuita ble for placement in the designated roadway prism may be used to construct berms, flatten slopes, wasted on the right-of-way or disposed of by the Contractor off the right-of-way as directed by the Engineer and will be measured for payment under Pay Item No. 203-A, Unclassified Excavation. When the contract does not include a bid price for unclassified excavation, the ESFE will be measured for payment under Pay Item No . 203-EX, Borrow Excavation (ESFE) (FM) (AH), per cubic yard at a unit price equal to 75 percent of the contract unit price for contractor furnished borrow excavation.

203.04.2 Borrow Excavation-State Furnished . Borrow excavation will be measured

in accordance with Subsection 109.01 by the cubic yard FM, FME or LVM. The unit of measure will be shown on the proposal bid sheets. When measurement is by FME, it will include excavation identified as ESFE which ha s been incorporated into the embankment.

203.04.3 Borrow Excavation-Contractor Furnished . Contractor furnished borrow will

be measured in accordance with Subsection 109. 01 by the cubic yard FME or LVM. The unit of measure will be shown on the proposal bid sheets. When measurement is by FME, it will include excavation identified as E SFE which has been incorporated into the embankment. Undercut required by the En gineer prior to placement of embankment material that is suitable for placement in other furnished portions of the embankment will be measured for payment as contractor borrow excavation. Undercut that is unsuitable for placement in the designated roadway prism may be used elsewhere and measured for payment as provided in Subsection 203.04.1 for unsuitable Section 203 Section 203 material identified as ESFE.

203.04.4 Haul . Haul of excavation, when authorized for payment, will be measured in

accordance with Subsection 205.04. Unless otherwise provided, haul will not be measured for channel excavation, muck excavation or contractor furnished borrow excavation. Nor will haul be measured for payment of the other excavation items when the pay item description contains the symbol "AH" for absorbed haul.

203.04.5 Site Grading . Site grading, complete and accepted, will be measured by the

acre or square yard. Only areas shown on th e plans or directed by the Engineer will be considered for measur ement of payment.

203.05 Basis of Payment . Excavation items, measured as prescribed above, will be

paid for at the contract unit price per cubic ya rd, square yard or acre, which price shall be full compensation for completing the work. Payment will be made under: 203-A: Unclassified Excavation, FM or LVM - per cubic yard 203-B: Rock Excavation, FM or LVM - per cubic yard 203-C: Blank 203-D: Muck Excavation, FM or LVM - per cubic yard 203-E: Borrow Excavation, FM, FME or LVM , Class____ - per cubic yard 203-F: Channel Excavation, FM or LVM - per cubic yard 203-G: Excess Excavation, FM or LVM - per cubic yard 203-H: Surplus Excavation, FM or LVM - per cubic yard The symbol "AH" may be added to the pay item descriptions as provided in Subsection 203.04.4. 203-I: Site Grading - per square yard or acre Material Furnished by Contractor : 203-EX: Borrow Excavation, AH, FME or LVM , Class____ - per cubic yard 203-EX: Borrow Excavation, ESFE, FM, AH* - per cubic yard * This pay item is not to be included in the plans or contract proposal. Section 204 Section 204 SECTION 204 - GEOGRID REINFORCEMENT OF EMBANKMENT SLOPES AND SUBGRADES

204.01 Description. This work shall consist of furnishing and installing geogrid for

reinforcement of embankment slopes and/or subgrades as shown on the plans and in conformance with th ese specifications.

204.02 Material Requirements. The geogrid shall meet the requirements of Subsection

714.15.

204.03 Construction Requirements.

204.03.1 Preparation of Design Grade of Geogrid.

204.03.1 1--Preparation of Foundation Soil . An embankment site that is to receive

geogrid reinforcement upon the foundation soil shall be cleared and graded to establish a relatively smooth surface. Trees and stumps are to be cut off at the ground line and sawdust or sand placed over these areas to provide a cushion for the geogrid.

204.03.1 2--Preparatio n of Basement Soils . An embankment that is to receive geogrid

reinforcement located within the basement soil portion of the embankment shall be brought up to the proper grade as shown on the plans and compacted to the required density. The surface shall be left rough so as to provide for a good bond with the next embankment lift above the geogrid.

204.03.1 3--Preparation of Design Soils or Subgrades . A design soil or subgrade that

is to receive geogrid shall be shaped an d compacted to the required density thus providing a smooth finish, free of loose material and sharp objects.

204.03.2 Geogrid Installation . Geogrid shall be placed coincidently with the

compacted lift nearest the design elevation shown on the plans. No partial or half-lift thicknesses are required; however, at no time shall the placement elevation deviate by more than one foot fro m the design grade. Correct orientation of the geogrid shall be verified by the Engineer. Geogrid shall be secured in-place to pr event movement while being covered.

204.03.3 Overlaps and Joints.

204.03.3 1--Uniaxial Geogrids. Uniaxial geogrid sha ll be placed in continuous

longitudinal strips in the direction of main reinforcement and adjacent strips do not need to be overlapped. However, if the Contract or is unable to complete a required length with a single continuous length of geogrid, a joint may be made with the Engineer's approval. This joint shall be made for the full width of the strip by interlacing over and under the main reinforcing strands using a solid rod or hollow pipe of similar material and strength. No end joints will be allowed in any two adjacent strips or within 10 feet of the face of the embankment or, in the case of a spill through slope, in front of the abutment. In the event that the length of geogrid reinforcement is greater than the roll length, then end joints will be allowed in adj acent strips, but they cannot be within 75 feet of one another as measured along the length of the strip. Every effort should be made to Section 204 Section 204 keep the number of end joints to a mini mum and widely spaced throughout the placement area.

204.03.3 2--Biaxial Geogrids. Biaxial geogrids shall be overlapped three (3) feet

between adjacent strips and four (4) feet at the ends except where otherwise noted on the plans and/or in the contract documents.

204.03.4 Placement of Fill over Geogrid. Fill placement shall conform to the

requirements of Section 203. Extreme care shall be taken to prevent slippage of the geogrid during fill placement. The fill shall be back dumped and spread on the geogrid in uncompacted lifts of at least six (6) inches before equipment is allowed to continuously operate over it. At no time will tracked equipment be allowed to operate directly upon the geogrid. Rubber tired equipment will be allowed to pass over uncovered geogrid at speeds of less than 5 mph as directed by the Engineer. Any geogrid damage caused by fill placement or equipment movement over th e geogrid will be uncovered and repaired as directed by the Engineer at no additional cost to the State.

204.04 Method of Measurement. Geogrid of the type specified will be measured by

the square yard of surface area covered. Any overwidth of geogrid installed and additional material required for laps or damage repairs will not be measured. No separate payment shall be made for shipping, handling, storage, protection, fabrication, securing pins or installation, the cost of which shall be included in the contr act price for geogrid.

204.05 Basis of Payment . Geogrid, measured as prescribed above, will be paid for at

the contract unit price per square yard, which price shall be full compensation for furnishing and placing the geogrid, pins, lapping, joints, repairs, maintaining the geogrid until covered, and satisfactorily completing the work. Payment will be made under: 204-A: Geogrid, Type ____ - per square yard SECTION 205 - HAUL

205.01 Description . When the contract contains a pay item for haul, it shall consist of

transporting excavated material from its original position to its final location in the work. Haul is designated as Haul of Unclassi fied Excavation and Haul of Classification Excavation.

205.02 Blank.

205.03 Blank.

205.04 Method of Measurement . Haul of excavation will be measured for payment

only when the bid proposal contains a pay item for haul. The pay item will identify the excavation item for which haul is to be measured. Haul will be measured on a distance-volume or distance-weight basis. The distance being 100-foot stations measured along the stationed control line of the project, and the volume or weight measured in the same manner as the excavation item. Section 205 Section 205 In computing haul, it will be assumed that excavated material, including structure excavation, will be hauled the minimum dist ance and placed in the nearest embankment unless otherwise specified or di rected. Cross-haul, when sp ecified or directed by the Engineer, will be measured for payment. Haul will be computed by multiplying the units of excavation by the average distance it is hauled. When excavation is shown on the plans and in the proposal to be measured FM, computation of haul will be based on balanced final excavation and embankment quantities determined from final cross-sectional measurements. A balanced section will be considered as being between two points across which no excavation is hauled. A shrink age factor will be determined for each balanced section to convert each embankment quantity to the excavation quantity required to construct the embankment. The center of volume for the cut will be the point where the accumulated yardage equals one-half the total excavation, and the center of volume for the embankment will be the point where the accumulated yardage equals one- half the total embankment. Within each balanced section, the average haul will be computed along the control line of the project as the distance between the center of volume for the excavation in its original position and the center of volume for the corres ponding embankment in its final position. Embankment and excavation will be considered in sections not exceeding approximately 1,000 feet in length. The center of volume of each section will be determined as set out in the previous paragraph and used in determining the average haul distance. Structure excavation used in construction of embankments will be included in the excavation quantities of each balanced division , and haul thereof will be determined as set out above. When the plans and proposal provide for haul of excavation measured as plan haul distance (P.H.D.), the final quantity for Haul of Excavation will be adjusted proportionate to the increase or decrease in the total excavation quantity determined from final cross- sectional measurement of accepted work.

205.05 Basis of Payment . Haul of excavation, measured as prescribed above, will be

paid for at the contract unit price per station yard, which shall be full compensation for completing the work. Payment will be made under: 205-A: Haul of Unclassified Excavation, FM or LVM - per station yard 205-B: Haul of Classification Excavation, FM, FME or LVM - per station yard 205-C: Haul of Classification Excavation, FM, FME or LVM, PHD - per station yard Section 206 Section 206 SECTION 206 - STRUCTURE EXCAVATION FOR CONDUITS AND MINOR STRUCTURES

206.01 Description . This work consists of the removal of material necessary for the

construction of foundations for box culverts, box bridges, underdrains, pipe culverts and headwalls, and other minor structures when authorized by the section covering their construction. It shall also include all neces sary pumping, bailing, drainage, cribbing or sheeting, other foundation work, and the backfilling and proper disposal of all excavated material as directed. Unless otherwise spec ified, excavation for pipe used as sidedrain will not be measured as structure excavation.

206.02 Blank .

206.03 Construction Requirements .

206.03.1 Excavation . No excavation shall be made until the Engineer has cross

sectioned and staked out the work. The Contract or shall exercise care to ensure that the adjacent natural ground is not unnecessarily disturbed or the foundation loosened below the bottom of the footing unless ad ditional excavation is required. When the plans indicate or the Engineer directs removal of material classified in the contract as muck excavation or special exca vation, the undercut shall be made and the area backfilled approximately one foot ab ove the flow line of the structure and compacted to the required density befo re structure excavation is performed. Foundation areas shall be excavated to the footing elevations and dimensions shown on the plans or as established. The right is reserved to make adjustments in the location or flow line to provide adequate drainage and to make dimension changes in the footings to obtain a satisfactory foundation. In addition to the requirements of this subs ection, excavation for pipe culverts will be performed in accordance with Subsection 603.03. Material encountered that is unsuitable for a stable foundation shall be excavated and backfilled as provided in Subsection 203.03.

206.03.2 Backfill . All backfilling shall be in acco rdance with the requirements and

provisions of Subsection 203.03. When the plans indicate or the Engineer orders removal of unsuitable material or other undercut below the normal grade line to provide a satisfactory foundation and further orders a specified depth of select material that may not be available from within the right- of-way or easement areas, the Contractor shall furnish a suitable backfill material such as sand, gravel, or other similar granular materials.

206.04 Method of Measurement . Structure excavation acceptably performed will be

measured as set forth herein. For structures other than pipe culverts, the area to be included in the measurement of structure excavation will be that area bounded by vertical planes one foot outside of the neat lines of the footing. Section 206 Section 206 For pipe culverts, the vertical planes will be one foot each side of the nominal inside diameter of the pipe or less for tile and pipe underdrains if indicated on the plans. The length to be allowed will be one foot beyond each end of the pipe, except when the pipe is joined to another structure for which paym ent for structure excavation will be made. In this case, the length will be limited to the poi nt of intersection of the centerline of the pipe with the boundary of structure excavation of joining structures. The depth allowed will be that actually removed between the natural ground line or the bottom of the graded section, whichever is lower, and the bottom of the footing or the bottom of the trench in the case of pipe. Measurement will not be made for excavation beyond the neat lines described which are made for the convenience or necessity of the Contractor’s operation. The volume of structure excavation allowed for payment will be the summation of the products of the widths, depths and lengths described. In case the Engineer orders additional excavation for foundation improvement below the depth indicated herein, this excavation within the designated neat lines will be measured as structure excavation. Unless otherwise specified, selected backfill material shown on the plans or directed by the Engineer to be produced from an area to be excavated under one of the classes of excavation set out in the contract will be measured and paid for under the applicable item of excavation. Any special ordered (select) material that is produced from excavation identified on the plans as E.S.F.E. will be measured for paymen t as contractor furnished select material. Select material ordered or authorized by Engineer to provide a satisfactory foundation for structures and conduit will be measured by the cubic yard (FM). Contractor furnished materials such as sand, gravel, granular materi als, timber, etc. for backfilling will be paid at the contract unit price of the material used or as extra work in accordance with Subsection 104.03 when the pay item for select material for undercuts is not set up in the contract. Haul necessary to supply the selected material, other than Contractor-furnished, will be measured as set out in Section 205. No measurement will be made for water or other liquids removed.

206.05 Basis of Payment . Structure excavation, measured as prescribed above, will be

paid for at the contract unit price per cubic yard which price shall be full compensation for the work. Special materials and/or methods of strengthening the foundation, ordered by the Engineer, will be paid for at the contract unit price for the material used; or, when no unit price is included in the contract, the work w ill be paid for as Extra Work in accordance with Subsection 104.03. Section 206 Section 206 Payment will be made under: 206-A: Structure Excavation - per cubic yard 206-B: Select Material for Undercuts, Contractor Furnished, FM - per cubic yard SECTION 207 - SETTLEMENT PLATE

207.01 Description. This work consists of furnishing all labor, materials, equipment,

and services necessary to install, protect, maintain, and monitor settlement plate(s) in order to determine and report total embankment settlement. Monitoring shall consist of the surveyed elevation of the top of the vertical interior standpipe at monitoring and reporting increments determined by the rate of embankment construction and/or the time increment specified on the site specific construction plan s and guidelines, as compared to the initial baseline survey to determine the total recorded settlement. 207.02--Materials. The required material lengths and quantities are the responsibility of the Contractor based on the embankment total height, plus surcharge height, if required, plus stick-up. The Contractor shall be responsible for verification of ground line at the time of construction and adjustment of quantities, as needed.

207.02.1 1-Inch Diameter Steel Pipe and Couplings. Pipe shall be 1-inch diameter,

ASTM A53, Schedule 40, black, threaded end, steel pipe with compatible steel couplings.

207.02.2 2-Inch Diameter Steel Pipe and Couplings. Pipe shall be 2-inch diameter,

ASTM A53, Schedule 40, black, threaded end, steel pipe with compatible steel couplings.

207.02.3 Steel Plate. The steel plate shall be a minimum ½-inch thick by 2-foot by 2-

foot ASTM A53, steel plate.

207.03 Construction Requirements.

207.03.1 Installation. The settlement plate(s) shall be assembled and placed at the

locations shown in the plans or as directed by the Engineer. Each settlement plate shall be placed on a level ground surface at or near the existing ground surface, subsequent to stripping, clearing and grubbing operations in preparation for embankment construction. Field weld-all-around a 1-inch threaded coupli ng to center of steel plate using a ¼-inch single bevel weld. Sections of the 1-inch and 2-inch steel pipe shall be added incrementally as the fill height is increased to maintain a 2-foot to 4-foot extension of the steel pipe above the embankment fill level at all times. The 1-inch diameter steel pipe shall be centered within the 2-inch diameter pipe to prevent any interference of movement between the two pipe sections and extend vertically at least 6-inches (or the estimated design settlement depth) above the 2-inch pipe. The 2-inch diameter steel pipe shall begin at an elevation approximately six inches (6”) above the elevation of the steel plate. In the event that damage to the settlement plate(s) occurs as the result of the Contractor’s operations and it is deemed by the Engineer to be unusable, the Contractor will be Section 207 Section 207 responsible for replacing or repairing the settlement plate(s) to the satisfaction of the Engineer at no additional cost to the State.

207.03.2 Monitoring. Monitoring of the settlement plate(s) will be done weekly

commencing immediately after each settlement pl ate is set and shall continue until a 180- day waiting period is completed. The 180-day waiting period does not begin until the surcharge construction is complete. The data shall be reported weekly to the Project Engineer for review. The data from the se ttlement plate(s) shall be forward to the Geotechnical Engineer, w ith copies to the Project Engineer , every 30 days for evaluation. Monitoring shall be performed from an esta blished survey location outside the limits of anticipated settlement.

207.04 Method of Measurement. Settlement plate, complete and accepted, will be

measured per each. No separate payment will be made for maintain ing, monitoring or reporting the settlement plate(s) data for the 180-day waiting period. Cost associated with maintaining, monitoring, and reporting se ttlement plate(s) data shall be included in the cost of the settlement plate. 207.05--Basis of Payment. Settlement plate, measured as prescribed above, will be paid for at the contract unit price per each, whic h shall be full compensation for furnishing labor, materials, equipment and services necessary to install, maintain, and monitor each settlement plate. Payment will be made under: 207-A: Settlement Plate - per each SECTION 209 - GEOTEXTILE STABILIZATION

209.01 Description. This work consists of furnishing and installing geotextile for

stabilization of embankments and subgrades as shown in the plans and in conformance with these specifications.

209.02 Materials . The geotextile and incidental materials for this work shall meet the

requirements of Subsection 714.13.

209.03 Construction Requirements . A subgrade that is to receive geotextile shall be

shaped and compacted to a smooth finish and free of loose material and sharp objects. An embankment site shall be cleared and grad ed to establish a relatively smooth surface. Trees and stumps are to be cut off at ground line and sawdust or sand placed over these areas to provide a cushion for the geotextile. The geotextile shall be placed as smooth as pos sible and free from tens ion, stress, folds, wrinkles or creases. Where more than one layer of geotextile is required, all joints of the bottom layer shall be sewn to develop the required geotextile strength perpendicular to the joint. The top layer and single layer installations of geotextile may be overlapped a minimum of two feet at each joint or sewn. Section 209 Section 209 Geotextiles that weigh less than eight ounces per square yard shall be factory or field sewn with a "J" type seam. Heavier weight geotextiles shall be factory sewn with two parallel bag type seams approximately one-four th inch apart or field sewn with an additional seam zigzagged across the two parallel seams. Securing pins with washers shall be inserted along a line through the mid-point of any overlap or sewn seam at intervals required by the Engineer to prevent movement of the geotextile until covered. The subsequent course of material shall be back-dumped in such a manner as to avoid damage to the underlying geotextile. No equipment will be allowed to operate over the geotextile until it is covered with a layer of material of sufficient thickness to protect the geotextile installation. When the underlying soil is very unstable, the two outer one-third portions of an embankment layer shall be pl aced approximately 25 feet in advance of the center one-third portion to prevent excessive mudwave movements and damage to the geotextile installation. The Contractor shall provide equipment necessary for placing the geotextile in the position and location as detailed on the plans. The geotextile shall be protected from contamination and damage during installation and placement of the specified cover material. Contaminated geotextile shall be replaced, and damaged geotextile shall be repaired or replaced as directed at no co st to the Department. The geotextile shall be covered with a layer of the specified material within 14 calendar days after placement. Geotextile not covered within this time period shall be removed and replaced at the C ontractor's expense.

209.04 Method of Measurement . Geotextile stabilization, placed in accordance with

these specifications and as directed by the Engineer, will be measured by the square yard of surface area covered. Any over width of material installed and additional material required for laps or sewing will not be measured.

209.05 Basis of Payment . Geotextile stabilization, measured as prescribed above, will

be paid for at the contract unit price per square yard, which price shall be full compensation for furnishing and placing the geotextile, pins, lapping, sewing, maintaining the geotextile until covered, and satisfactorily completing the work. Payment will be made under: 209-A: Geotextile Stabilization, Type ____, AOS * - per square yard * When not designated, see 714.13. SECTION 210 - ROADSIDE DEVELOPMENT

210.01 General Provisions . Where the term "plant establishment" is used, it shall be

understood to mean the work and time necessary to provide fully established, healthy vegetation. Section 210 Section 210 Where the term "dormant" is used, it shall be understood to mean the temporary inactive stage of a living plant or seed. When the term "dormant season" is used, it shall be understood to mean a period of time during the year when germination and growth is not expected. It shall be further understood th at the limits of the dormant season for each kind of plant shall be determined by the State Roadside Development Manager or authorized representative. Planting and establishment of vegetation shall be performed at the earliest practicable time consistent with other operations to provide that the maximum permanent or temporary vegetation is established as quickly as possible. The Contractor shall schedule work so finishing of all areas requiring vegetation can begin as soon as practicable. Finishing of such areas and the planting shall progress at the same rate as the work. The Contractor shall perform plant establishment throughout the life of the contract. The Contractor, upon written notification by the Engineer of noncompliance with the preceding two paragraphs, will have 48 hours, excluding Sunday, to correct the situation and comply with the specifications. Upon failure of the Contractor to comply w ith the written notification, the Engineer will suspend any or all operations in progress as deemed necessary to ensure compliance and may deduct from all subsequent estimates an amount equal to 30 percent of the value of all erosion control items completed between the suspension date and subsequent date of compliance. By execution of th e contract, the Contractor agrees that such deduction will not be made as a penalty but as agreed reduction in pay for deficient performance by having failed to provide the Department with the maximum possible ground cover as intended under the contract. The requirements for growth and coverage for each kind of plant in its dormant season may be waived in areas in which planting, plant establishment, and maintenance have been performed in accordance with the requir ements of the Contract, provided at least one kind of plantings that is not in its dormant season shows satisfactory growth and coverage. When contract time has expired and all work under the contract has been completed except for the specified growth and coverage of vegetation, liquidated damages will not be charged provided the Engineer's diary documents that the following conditions have been met:

211.01 Description . This work consists of, furnishing if specified, excavating,

stockpiling if necessary, transporting, spreading, compacting, and finishing topsoil as specified or directed.

211.02 Materials . The sources and provisions for use of topsoil from local pits located

outside the right-of-way shall be as set forth in Section 106. Topsoil shall meet the applicable requirements of Subsection 715.01. When indicated in the contract, topsoil shall be salvaged from within the construction limits. The topsoil shall be removed only fr om areas and to depths designated by the Engineer. 211.02.1--Materials Obtained from Right-of-Way . Areas from which topsoil is to be obtained shall be mowed and cleared of foreign materials to the satisfaction of the Engineer. The approved area shall be excavated neither deeper than the limits of good topsoil nor deeper than necessary to produce sufficient volume to cover the designated areas. If strata or seams of unsuitable material are encountered during the excavation of topsoil, the material shall be removed from the topsoil. If considered necessary, the area shall be abandoned and satisfactory material produced from other sources. Topsoil shall be transported and stockpiled on well drained areas approved by the Engineer, or transported, deposited, and processed directly on designated areas that have been finished, prepared, and approved to receive the topsoil. The Contractor shall spread or dispose of, as directed, all surplus material left in stockpiles without cost to the Department.

211.02.2 Materials Obtained Outside Right-of-Way . Before mining the material,

approved areas shall be mowed and raked and cleared of foreign materials to the satisfaction of the Engineer. Approval of topsoil pits shall meet the requirements of Subsection 107.23. It is intended that approved mining operations shall include the mixing or blending of materials that will ensure a homogeneous mixture complying with the requirements of the contract. Section 211 Section 211 For pits proposed by the Contractor, the Contractor shall obtain and submit for testing representative samples taken at places designat ed by and witnessed by the Engineer or the Engineer’s representative. If deemed advisable, the Engineer may have Department forces take the samples, and the Contractor shall furnish the assistance required. Based on test results, the Engineer will approve lateral and depth limits of satisfactory materials. At the Engineer’s discretion, samples of the material may be taken at any point prior to spreading on the road. This sampling and testing will be for the purpose of determining whether or not corrective m easures should be taken. Material produced and approved as provided herein, will be accepted as meeting all requirements at the point of final loading for delivery and incorporation into the work. Approved topsoil, mined as prescribed, shall be transported, deposited and processed directly into its final position on designated areas that have been finished, prepared, and approved unless temporary stockpiling is required or permitted by the Engineer. In case stockpiling is required or permitted, the Contractor shall spread or dispose of, as directed, surplus material left in the stockpile without cost to the Department.

211.03 Construction Requirements .

211.03.1 Conditioning of Areas to be Plated . The conditioning of areas to be plated

will depend on the type of existing soil on cut sl opes or fill slopes. Conditioning shall be performed so as to secure a bond between the existing soil and the topsoil. Unless otherwise directed, the area to be plated sha ll be shaped and dressed to the required line, grade, and typical section; disk-harrowed to a depth of at least two inches; and be reasonably free of large clods and stones ex ceeding three inches in diameter and other foreign materials before topsoil is deposited. On non-tillable slopes, the areas shall be shaped and dressed to the required section, and the Contractor shall cut trenches or furrows approximately six inches deep and approximately 24 to 36 inches apart, as directed by the Engineer dependent upon the steepness of the slope, and on approximate contours. Surplus material from trenching sh all be uniformly spread over the area to be plated or otherwise disposed of in a satisfactory manner. In no case shall topsoil be placed on slopes until conditioning of the areas has been approved.

211.03.2 Application . It is intended that the application of topsoil, the application and

incorporation of fertilizer, and other erosion control work will constitute continuous construction, and the Contractor’s operation shall be organized accordingly. When the Engineer has determined that the Contractor has made suitabl e arrangements to carry out these operations as indicated, topsoil shall be deposited on approved areas and spread to the required depth and section. When the required depth of plating material exceeds eight inches, it shall be placed in two or more approximately equal layers of no more than eight inches each. Objectionable foreign material, large clods that cannot be broken down, and oversize stones shall be removed and the area dressed to present a uniform appearance. 211.03.3--Compaction . After spreading and shaping of the topsoil, compaction shall be performed to the degree that will provide a firm layer having a density of at least what might be expected from one complete coverage of a crawler type tractor track while the material is at a satisfactory moisture content. Section 211 Section 211

211.03.4 Compacted Depth of Topsoil . Topsoil shall be deposited and spread in

sufficient quantity so that, when compacted, it will have the depth specified in the contract. Determination of depth will be made at random and recorded following compaction of each plated area of approximately 20,000 square feet and more often if determined by the Engineer to be necessary to control the specif ied depth. Each of the plated areas will be considered a lot. The depth of each lot checked will be the average of at least two and not more than four measurements taken within a square yard area. Except as provided in the following two paragraphs, the average depth of each lot shall not vary from the specified depth by more than one inch or 25 percent of the specified depth, whichever is larger. The average depth of the entire area t opsoiled, or the average of the depths of individual lots, shall not vary from the specified depth by more than one inch. Topsoil measured and paid for on a cubic yard basis may exceed the stated plus tolerances, provided the finished surface is uniform, does not obstruct drainage, and otherwise meets the approval of the Engineer; and further provided that in lieu of the Contractor removing the excess materials at no additional cost to the State, a reduction in pay quantity in the amount of the excess will be made. The excess in each lot will be computed by multiplying the depth in excess of the specified depth plus the tolerance by the area of the lot and the computed excess volume in cubic yards converted to loose vehicular measure by multiplying by 1.25. Topsoil specified to be measured and paid for on a square yard basis may exceed the stated plus tolerance and remain in place prov ided the finished surface is uniform, does not obstruct drainage, and otherwise meets the approval of the Engineer. No additional payment will be made for the excessive ma terial placed. The removal of excessive topsoil shall be at the election of the Contract or and at no additiona l cost to the State.

211.03.5 Topsoil for Plant Holes or Pits. When specified or ordered, topsoil shall be

used for backfill material for plant holes or pits. Placement shall be in accordance with the applicable provisions of the specifications for the specified plantings.

211.03.6 Maintenance . The Contractor shall, at no additional cost to the State,

preserve, protect, replace, and do other work necessary to maintain the topsoil in a satisfactory and acceptable condition from the time of placing until release of maintenance.

211.04 Method of Measurement . Contractor furnished topsoil will be measured by the

cubic yard (LVM), at the point of delivery. For topsoil placed in excess of the specified depth, an adjustment in the measured quantity will be made in accordance with Subsection 211.03.4. Topsoil specified to be obtained from sources within the right-of-way will be measured by the square yard of surface acceptably plated with topsoil. Topsoil stripped from construction limits will also be included in the measurement of the applicable excavation item as pr escribed in Subsection 203.04. Unless otherwise specified, measurement for haul of topsoil will not be made. Section 211 Section 211

211.05 Basis of Payment . Topsoil for slope treatment and backfilling of plant holes or

pits, measured as prescribed above, will be paid for at the contract unit price per cubic yard or per square yard which shall be full compensation for completing the work. Payment will be made under: 211-A: Topsoil for Slope Treatment, From Right-of-Way - per square yard 211-B: Topsoil for Slope Treatment, Contractor Furnished - per cubic yard 211-C: Topsoil for Plant Holes, Contractor Furnished - per cubic yard 211-D: Topsoil for Plant Pits, Contractor Furnished - per cubic yard SECTION 212 - GROUND PREPARATION 2l2.0l--Description . Ground preparation, light or standard as specified, consists of plowing, loosening, and pulverizing the soil to form suitable beds for erosion control items in accordance with these specifications and in reasonabl y close conformity with the established lines and grades without appreciable humps or depressions. When performing ground preparation on an area that has been previously planted with temporary grassing, the previously planted gras ses shall be disked, tilled, plowed, etc. to assure that the existing temporary grasses are thoroughly mixed into the soil.

212.02 Blank .

212.03 Construction Requirements .

212.03.1 General . Equipment used shall be approved units suitable to perform the work

and subject to the requirements of Subsection 108.05. The Contractor shall take full advantage of weather and soil conditions, and no attempt shall be made to prepare soil when it is wet or in a condition that will not allow the soil to be properly tilled. Light ground preparation will be required on designated areas where seeding is required to improve the coverage of partially vegetated areas. Standard ground preparation will be required on areas designated to be solid sodded and areas with no vegetation de signated to be seeded.

212.03.2 Light Ground Preparation . Light ground preparation shall consist of

scratching the surface with a close-tooth harrow, disk-harrow, or similar equipment within 24 hours after application of required fertilizer. The depth of scratching shall be at least three-quarters inch but not deep enough to damage existing vegetation.

212.03.3 Standard Ground Preparation . Standard ground preparation shall consist of

plowing or disk-harrowing and thoroughly pulverizing the areas immediately before the application of erosion control (vegetative) items. Unless otherwise specified, the Section 212 Section 212 pulverized and prepared seedbed shall be at least four inches deep and shall be reasonably free of large clods, earth balls, boulders, stumps, roots and other objectionable matter. Incorporation of fertilizer and ground prep aration may be performed simultaneously. Aerating, moistening, or otherwise bringing the soil to a suitable condition for ground preparation shall be considered as incidental to the work and will not be measured for separate payment. Prepared areas will be inspected by the Engineer, and until approved, subsequent operations shall not be performed. 2l2.04--Method of Measurement . Ground preparation of the type specified will be measured by the square yard. 2l2.05--Basis of Payment . Ground preparation will be paid for at the contract unit price per square yard which shall be full compensation for completing the work. Payment will be made under: 212-A: Light Ground Preparation - per square yard 212-B: Standard Ground Preparation - per square yard SECTION 213 - FERTILIZING

213.01 Description . This work consists of furnishing, transporting, spreading, and

incorporating fertilizers of the types and in the amounts designated.

213.02 Materials . Fertilizers for purposes of these specifications shall be understood to

include standard manufactured products consisting of single or combination ingredients and agricultural limestone. All fertilizer shall comply with the State Fe rtilizer Laws and the requirements of these specifications. Fertilizers shall meet the requirements of Su bsection 715.02. All fertilizer shall be handled so as to ensure proper protection at all times. All fertilizer s, except agricultural limestone, shall be furnished in standard bags. When approved by the Engineer, bulk fertilizer may be used. The Contractor shall provide means suitable to the Engineer for applying bulk fertilizer. The Engineer shall weigh shipments at random for verification of bulk fertilizer quantities.

213.03 Construction Requirements . The Contractor shall furnish all equipment

necessary to properly handle, store, unifo rmly spread, and inco rporate the specified application of fertilizer. The type and rate of application of each fertilizer to be applied will be indicated on the plans or determined by soil tests. The amounts and types of fertilizers shall be applied uniformly on the areas to be planted or seeded and uniformly incorporated into the soil. Section 213 Section 213 Fertilizers shall be applied on individual ar eas of not more than three acres. The Engineer will determine the actual amounts of fe rtilizers to be applied on each area. For agricultural limestone, a tolerance of 15 percent will be permitted without correction. For all other types of fertilizer, a tolerance of 10 percent will be permitted without correction. Areas deficient in application by more than these tolerances shall be corrected by re- application in a manner approved by the Engineer. For areas on which fertilizer has been placed in excess of the tolerance permitted th e amounts in excess of the tolerances will be deducted from the measured quantities. All fertilizer shall be incorporated within 24 hours following spreading unless otherwise directed. Incorporation of fertilizer into so ils other than topsoil shall include standard ground preparation in accordance with Subs ection 212.03. When topsoil is used, the fertilizer shall be incorporated into the top three inches. Unless otherwise specified, when fertilizer is to be applied to existing vegetation, incorporation shall be accomp lished immediately after th e application by mowing the vegetation to a height of approximately four inches. 213.04--Method of Measurement . Fertilizer of the type specified, applied as ordered in accepted work, will be measured by the ton. Fertilizer not applied and incorporated in accordance with these specifications and fertili zer applied in unacceptable work will be deducted from measured quantities. The measured quantity of fertilizer failing to meet the guaranteed analysis, as set out in Subsection 715.02, will be adjusted in proportion to the guaranteed analysis and the actual analysis. Mowing required during fertilization of existing vegetation will be measured and paid for under pay item 223-A, Mowing.

213.05 Basis of Payment. Hard rock agricultural limestone will be paid for at the

contract unit price per ton. Hard rock agricultural limestone with a relative neutralizing value (RNV), determined in accordance with Subsec tion 715.02.2 .1.3, of between 60.0% and 62.9% will be paid for at half (½) the contract unit price per ton. No payment will be made for hard rock agricultural limestone with an RNV less than 60.0%. Types of fertilizer, combination and manufact ured, specified to be placed prior to planting will be paid for at the contract unit price per ton. All fertilizers for additional applications based on soil tests will be paid fo r on the basis of the contract unit price per ton for super-phosphate (0-20-0) plus or minus the applicable amount from the following schedule. Prices paid shall be full compensation for furnishing fertilizer and completing the work. Superphosphate Type of Fertilizer Contract Unit Price 15-10-10 plus $25.00 per ton 6-8-8 minus $10.00 per ton 18-46-0 plus $130.00 per ton 12-24-12 plus $60.00 per ton 8-24-24 plus $60.00 per ton 0-20-20 plus $20.00 per ton Section 213 Section 213 Superphosphate Type of Fertilizer Contract Unit Price 13-13-13 plus $30.00 per ton Muriate of Potash (60%) plus $0.00 per ton Ammonium Nitrate plus $40.00 per ton Urea plus $70.00 per ton Ureaform (38-0-0) plus $225.00 per ton Ureaform (10-10-10) plus $90.00 per ton Payment will be made under: 213-A: Agricultural Limestone - per ton 213-B: Combination Fertilizer, Type - per ton 213-C: Superphosphate - per ton 213-D: Ammonium Nitrate - per ton SECTION 2l4 - SEEDING

214.01 Description . This work consists of furnishing the specified seeds and inoculants

for legume seed, treating the legume seeds, and planting the seeds in a prepared and approved seedbed; covering the seeds and compacting the seedbed; and providing plant establishment on all areas seeded. All the work shall be in accordan ce with the plans and these specifications.

214.02 Materials . Seeds shall meet the requirement s of Subsection 715.03, subject to

the provisions of this subsection. The Contractor shall acquire seed from supplier registered with the MDAC. Except for the germination test as refere nced in Subsection 715.03, bags of seeds properly labeled or tagged according to law and indicati ng characteristics meeting or exceeding the requirements of these specifi cations will be acceptable for planting. The Contractor shall provide adequate dry and otherwise protected and approved storage facilities for seeds, and shall furnish access to the storage for sampling and for the Engineer to inventory stored seed and inspect the suitability of the storage facilities. Seeds that have been sampled and tested by the MDAC shall be acceptable for planting provided (1) that prior to planting, the Contractor furnishes the Engineer two copies of test reports from the MDAC indicating that the seeds meet the germination requirements,

214.03 Construction Requirements .

214.03.1 General . Prior to planting the seeds, topsoil when specified, ground

preparation, and fertilizing shall have been satisfactorily performed and the area approved by the Engineer. Seeding may be required for temporary protection or for establishment of permanent ground cover. The plans will indicate temporary seeding. The rates of application, kinds, and the planting dates of seeds shall be as set out in the vegetation schedule on the plans. The Engineer will determine the actual quantity of seeds to be applied on individual areas of not more than three acres. Legume seeds shall be treat ed in accordance with Subsec tion 715.03.4 immediately before sowing. Seeds shall be uniformly sown over the entire area with approved mechanical seeders. Seeds of different sizes may necessitate separate sowing. Should legume seeds become dry, they shall be re-inoculated. Seeding shall not be done during windy weather or when the ground is frozen, extremely wet, or in a condition that will not allow the soil to be properly tilled. All seeds shall be covered lightly with soil by raking, rolling, or other approved methods, and the area compacted with a cultipacker. When specified, mulching shall be performe d in accordance with th e requirements of Section 215 as soon as practicab le but no later than 24 hours after seeding unless weather conditions are such that mulch cannot be placed. Section 214 Section 214

214.03.2 Plant Establishment. The Contractor shall provide plant establishment on all

areas seeded until release of maintenance. Plant establishment shall be provided for a minimum period of 45 calendar days after completion of seeding. In the event satisfactory growth and coverage has not been attained by the end of the 45-day period, plant establishment shall be continued until the specified growth and coverage is provided for at least one kind of plant as referenced in Section 210. The Contractor shall perform plant establishment on all areas of temporary seeding until the Engineer determines that the temporary seeding has served its purpose. Plant establishment shall consist of preservi ng, protecting, watering, reseeding, mowing, and other work necessary to keep the seeded areas in satisfactory condition. Unless otherwise permitted, areas requiring reseeding shall be prepared and seeded and all other work performed in accordance with th e requirements of the contract as if the reseeding was the initial seeding. The types and application rates of fertilizer will be determined by soil tests or otherwise established. 214.03.3--Growth and Coverage . It shall be the Contractor's responsibility to provide satisfactory growth and coverage of grasses, legumes, or combination produced from the specified seeding. Growth and coverage on seeded areas will be considered to be in reasonably close conformity with the intent of the contract when the type of vegetation specified, exclusive of that from seeds not expected to have germinated and shows growth at that time, has reached a point of maturity wh ere stems or runners overlap adjacent similar growth in each direction over the entire area.

214.04 Method of Measurement . Seeding will be measured by the acre, or by the

pound, as indicated in the contract. Except as provided under Subsection 107.17, no measurement for payment will be made for any materials or work required under Subsections 214.03.2 and 214.03.3. Watering for seeding will not be measured for separate payment.

214.05 Basis of Payment . Seeding, measured as prescribed above, will be paid for at

the contract unit price per acre or per pou nd, as indicated, which price shall be full compensation for co mpleting the work. Payment will be made under: 214-A: Seeding, Kind - per acre or pound 214-B: Seeding, Seed Mixture, Designation - per acre SECTION 215 - MULCHING

215.01 Description . This work consists of furnishing, transporting, placing, and

anchoring vegetative mulch on slopes, shoulders, medians, and other designated areas. Section 215 Section 215 Mulching may be accomplished by hydraulically applying the mulch in accordance with these specifications. 215.02--Materials . The vegetative materials for mulch shall meet the requirements of Subsection 715.05. It is intended that Type I Vegetative Materials shall be used when available. When it is determined by the Engineer that Type I Vegetative Material is not reasonably available, Type II Vegetative Material will be permitted as provided in Subsection 715.05, with the concurrence of the State Roadside Development Manager. Bituminous material for mulch shall be Emulsified Asphalt, Grade SS-1, meeting the requirement of Subsection 702.07. Subject to satisfactory results being obtained, this material will be accepted on a certification ba sis in accordance with Subsection 106.04.

215.02.1 Hydraulically App lied Mulch (Hydromulch). Fibers for hydromulch shall

be produced from wood, straw, cellulose, natural fibers, or recycled fibers that are free of non-biodegradable substances. The fiber shall disperse into a uniform slurry when mixed with water. Fibers shall be colored green, or other approved contrasting color, and shall not stain concrete or other surfaces. The use of tacifiers or activators will be allowed. Hydromulch shall be one from the Department’s APL.

215.02.1 1--Wood Fiber Mulch. Wood fiber mulch shall be made from wood chip

particles manufactured particularly for discharging uniformly on th e ground surface when dispersed by a hydraulic water sprayer. It shall remain in uniform suspension in water under agitation and blend with grass seed and fertilizer to form a homogeneous slurry. The fibers shall intertwine physically to form a strong moisture-holding mat on the ground surface and allow rainfall to percolate the underlying soil. The fiber material shall be heat processed so as to contain no germination or growth-inhibiting factors. The mulch shall be dyed an appropriate color to facilitate the application of material using non-toxic dye.

215.02.1 2--Cellulose Fiber Mulch. Cellulose fiber mulch consists of recycled paper

stock products which are shre dded into small pieces par ticular for application by hydraulic seeding equipment. It shall mix readily and uniformly under agitation with water and blend with grass seed and fertilizer to form a homogeneous slurry. When applied to the ground surface, the material shall form a strong moisture-holding mat, allow rainfall to percolate the underlying so il, and remain in place until the grass root system is established. The material shall contain no growth inhibiting characteristic or organisms. The mulch shall be dyed an appropriate color to facilitate the application of material using non-toxic dye.

215.02.1 3--Wood/Ce llulose Fiber Mulch . Wood/cellulose fiber mix hydroseeding

mulch shall consist of a combination of the above wood and cellulose fibers at a ratio recommended by the manufacturer of the products.

215.02.1 4--Straw Mulch. Straw mulch shall consist of a natural straw fiber. This

material shall be a minimum 90% straw and essentially free from plastic materials or Section 215 Section 215 other non-bio degradable substances. The material shall be dispersed into a uniform mulch slurry when mixed with water.

215.02.1 5--Tackifier. The tackifier will serve the purpose of an adhesive to form a bond

between the soil, fiber, and seed particles. It will also allow the soil to retain moisture. The tackifier shall be of the organic or synthetic variety.

215.03 Construction Requirements .

215.03.1 Equipment . Mulching equipment shall be capable of maintaining a constant

air stream that will blow or eject controlled quantities of mulch in a uniform pattern. If asphalt is used, a jet or spray nozzle for applying uniform, controlled amounts of asphalt to the vegetative material as it is ejected shall be located at or near the discharge spout. Mulch stabilizers shall consist of dull blades or disks without camber and approximately 20 inches in diameter. The disks shall be notched, shall be spaced at approximately 8- inch intervals, and shall be equipped with scrapers. The stabilizer shall weigh approximately 1000 to 1200 pounds, shall have a working width of no more than eight feet, and shall be equipped with a ballast comp artment, so that when directed weight can be increased. 215.03.2--Placement of Vegetative Mulch . Mulching shall be placed uniformly on designated areas within 24 hours following seeding unless weather conditions are such that mulching cannot be performed. Placement shall begin on the windward side of areas and from tops of slopes. In its final position the mulch shall be loose enough to allow air to circulate but compact enough to par tially shade the ground and reduce erosion. The baled material shall be loosened and broken thoroughly before it is fed into the machine to avoid placemen t of unbroken clumps.

215.03.3 Rates of Application and Anchoring Mulch . The Engineer will designate

the rate of application of vegetative mulch within the limits of one to two tons per acre. The mulch may be anchored by either the us e of a mulch stabilizer or by tacking with bituminous material. If a mulch stabilizer is used, the mulch shall be punched into the soil for a minimum depth of one inch. If bituminous material is used, the rate of application shall be 150 gallons per acre. Where steep slopes or other conditions are such that anchoring cannot be performed satisfactory with a mulch stabilizer, the Engine er will require the bituminous material be applied at the time or immediately following the mulch placement. When mulch stabilizers are used, anchoring the mulch shall be performed along the contour of the ground surface. As the work progresses, the Engineer will determine the actual rate of application of the vegetative mulch and the bituminous material, if used, on each area not to exceed three acres. For vegetative mulch, a tolerance of 15 percent will be permitted without correction. For bituminous material, if used , a tolerance of 10 percent will be permitted without correction. Areas deficient in application by more than these amounts shall be corrected by reapplication in a manner appr oved by the Engineer. For areas on which vegetative material has been placed in excess of the tolerance permitted, that portion of Section 215 Section 215 the material placed in excess of the tolerance allowed will be deducted from the measured quantities. In the event an excess of vegetative material has been placed in a quantity deemed by the Engineer to be undesirable, the Contractor shall remove and replace all material placed on that area at no additional cost to the State.

215.03.4 Protection and Maintenance . The Contractor shall maintain and protect

mulched areas until release of maintenance of the project. The Contractor shall take every precaution to prevent unn ecessary foot and vehicular tr affic and shall repair and restore immediately any displacement of mulch without extra compensation. At appropriate times determined by the Engineer, the Contractor shall mow or otherwise remove or destroy all undesirable growth on all areas mulched to prevent competition with the desired plants and to prevent reseeding of undesirable growth. All mowing shall be a part of protection and maintenance.

215.03.5 Hydromulch. Hydromulch shall be applied in accordance with the installation

instructions and recommendations of the manufacturer. Hydromulch shall be uniformly applied at the manufacturer’s recommended application rate. In no case shall the application rate be less than one (1) ton per acre.

215.03.5 1--Protection and Maintenance . The Contractor should maintain and protect

mulched areas until the Release of Maintenance of the project. The Contractor should take every precaution to prevent unnecessary foot and vehicular traffic. The Contractor should mow, remove or destroy any undesirable growth on all areas mulched as soon as any undesirable growth a ppears. This will prevent competition with the desired plants and to prevent reseeding of undesirable growth.

215.03.5 2--Hydro Equipment. The equipment for hydraulically applying seed and

mulch shall have a built-in agitation system with an operating capacity sufficient to agitate, suspend, and homogeneously mix slurry of the specified amount of fiber, seed, and water. The slurry distribution lines shall be large enough to prevent stoppage. The discharge line shall be equipped with a set of hydraulic spray nozzles, which will provide even distribution of the slurry on the various areas to be seeded. The mixture shall all be combined into the slurry tank for distribution of all ingredients in one operation as specified herein. The materials shall be combined in a manner recommended by the manufacturer. The slurry mixture shall be so regulated that the amounts and rates of application shall result in a uniform application of all materials at rates not less than the amounts specified. Us ing the color of the mulch as a guide, the equipment operator shall spray the prepared seedbed with a uniform visible coat. The slurry shall be applied in a sweeping motion, in an arched stream, so as to fall like rain, allowing the mulch to build upon each other until an even coat is achieved.

215.04 Method of Measurement . Accepted quantities of vegetative material for mulch

will be measured by the ton. The weight for measurement will be the pro duct of the number of bales acceptably placed and the average weight per bale as determ ined on approved scales provided by the Contractor. Section 215 Section 215 Whether by use of a mulch stabilizer or by application of bituminous material, anchoring of vegetative mulch will not be measured for separate payment. The cost of anchoring shall be absorbed in the prices bid for other items of work. Acceptable quantities of hydromulch will be measured by the ton. The weight for measurement of hydromulch will be the dry weight of the packaged fibers used in the mixture. No separate payment will be made for water, additives, tackifier, or other liquids used in the mixture.

215.05 Basis of Payment . Vegetative material for mulch will be paid for at the contract

unit price per ton and shall be full compensation for completing the work. Hydromulch, measured as prescribed above, will be paid for at the contract unit price per ton, which price shall be full compensation for all materials, equipment, labor, and incidentals necessary to complete the work. Payment will be made under: 215-A: Vegetative Materials for Mulch - per ton 215-B: Hydromulch - per ton SECTION 216 - SOLID SODDING

216.01 Description . This work consists of furnishing, transporting, and planting

approved grass sod in accordance with the plans and these specifi cations. This work shall also include plant establishment as sp ecified and required to assure satisfactory growth of the solid sod.

216.02 Materials . Unless otherwise specified, solid sod shall be common bermuda,

bahia, or other approved sod species and shall be live, fresh, growing grass, unless in the dormant season, with at least one and one-half inches of soil adhering firmly to the roots when placed. The sod shall be reasonably fr ee from obnoxious weeds or other grasses, and shall not contain any matter deleterious to its growth, or that might affect its subsistence or hardiness when transplanted. The sod shall be in blocks at least eight inches by eight inches and r easonably free from ragged edges. All sod shall be harvested from areas where the topsoil is fertile, and the areas shall have been grazed or mowed sufficiently to form a dense turf. The area from which the solid sod is to be harvested shall be closely mowed, and raked if deemed necessary to remove excessive top growth and debris. When a kind of solid sod is specified, the ma terial shall be nurser y grown, healthy, free from damage, and free from noxious weeds and grasses. The nursery grown sod shall be in blocks at least eight inches by eight inches by one inch and reasonably free of ragged edges. All solid sod materials shall be approved by the Engineer prior to transplanting.

216.03 Construction Requirements .

Section 216 Section 216

216.03.1 Procuring and Handling Sod . Approved sod cutters shall be used for cutting

the sod into strips or blocks. Care shall be exercised at all times to retain the native soil on the roots of the sod during the process of excavating, hauling, and planting. The sod shall be transplanted within 24 hour s after arriving on the project, unless it is stacked in a manner satisfactory to the Engin eer. All sod in stacks shall be kept moist and protected from exposure to the wind and sun and from freezing. In no event shall more than three days elap se between the cutting and planting of the sod without approval of the Engineer.

216.03.2 Grading of the A rea to Receive Solid Sodding . Prior to ground preparation

for solid sodding, all excavating, shaping, and dressing shall have been completed in such a manner that the foundation for the sod has th e proper cross section, line, and grade and so that the sod after placement will be flush with or slightly below the adjacent final ground line.

216.03.3 Ground Preparation and Fertilizing . After the area has been graded as

required, the specified types and quantities of fertilizers shall be uniformly spread and incorporated in accordance with Section 21 2 for standard ground preparation. The prepared area shall be at an approved mois ture content and shall present a smooth, uniform surface with reasonably close conform ity to the specified lin e, grade, and cross section. After approval by the Engineer of the prepared and fertilized area, sodding shall follow immediately.

216.03.4 Planting Sod . The sod shall be placed on the prepared surface with edges in

close contact and starting at the lowest point and working upward. Cracks between blocks of sod shall be filled with small pieces of fresh sod, and all cracks too small for sod shall be filled by a light dressing of appr oved soil. The entire sodded area shall then be compacted and watered to the satisfaction of the Engineer. Light rollers, hand tamps, or other approved equipment shall be used for compacting. If the Engineer deems that in a particular ar ea the sodding might slide due to the height and slope of the surface or nature of the soil, the sod shall be "pegged" with wooden pegs driven through the sod blocks into firm earth. Pegs shall be at intervals deemed suitable to hold the sod in place.

216.03.5 Limitations . Solid sodding shall be performed only when weather and soil

conditions are deemed by the Engineer to be suita ble for proper placement.

216.03.6 Plant Establishment. Plant establishment shall consist of preserving, protecting, replacing, watering, mowing, and other work necessary to keep the sod in a

satisfactory condition at all times until final acceptance. A satisfactory growth of solid sodding shall be understood to mean a healthy, living, and growing grass turf, unless in the dormant season, which has been planted on an approved prepared foundation and has been maintained in accordance with the requirements of these specifications.

216.04 Method of Measurement . Solid sodding will be measured by the square yard.

Section 216 Section 216 If solid sodding is required by the contract, or ordered by the Engineer, on a section graded under a previous contract, required excavation, exclusive of trenching out and fine grading, will be measured under the appropriate excavation item of the contract, or as extra work. Water ordered will be measured and paid for as prescribed in Subsection 219.04.

216.05 Basis of Payment . Solid sodding will be paid for at the contract unit price per

square yard, which price shall be full compensation for all labor, equipment, materials, tools, ground preparation, fertilization, a nd all incidentals necessary to complete the work. Payment will be made under: 216-A: Solid Sodding - per square yard 216-B: Solid Sodding, Kind - per square yard SECTION 217 - DITCH LINER

217.01 Description . This work consists of furnishing, placing, and maintaining a ditch

liner of jute mesh, excelsior blanket, erosion control blanket or erosion control fabric on seeded, or other designated areas in acco rdance with the plans and specifications. Asphalt-coated fiber glass roving meeting the requirements of Section 218 may be substituted for ditch liner. Any substituted fiber glass roving will be measured by the square yard and paid at the contract bid price for ditch liner.

217.02 Materials . The type of material used for the ditch liner shall be at the option of

the Contractor unless otherwise specified. Jute mesh, excelsior blanket, erosion control blanket and erosion control fabric shall meet the requirements of Subsection 715.09.

217.03 Construction Requirements .

217.03.1 General . The areas to be covered shall be prepared, fertilized, vegetated and

left in a smooth uniform condition, free of stones, lumps, roots or other material that will prevent the ditch liner from being in contact with the underlying soil. Immediately following the planting operation, the ditch liner shall be installed by unrolling it in the direction of water flow and draping it loosely, without folds or stretching, so that continuous ground contact is maintained. The mulch material shall be omitted from areas receiving the ditch liner. When two or more strips are required to cover a ditch area, the longitudinal laps shall be a minimum of four inches with the upgrade width on top. Transverse laps shall be a minimum of 12 inches with the upgrade section on top. The end of the material at the beginning and ending of each area to be covered shall be folded and placed in a vertical anchor trench at least six inches deep, and stapled in the trench on six-inch centers, backfilled, and tamped. When directed, edges subject to scour shall be buried similarly. On the upgrade end, reinforce with a row of staples on six-inch centers about one foot below the anchor trench. All transverse laps shall be stapled on Section 217 Section 217 12-inch centers and longitudinal laps on 36-inch centers. Each strip of material shall be stapled in three rows at the edges and center with staples spaced not more than three feet longitudinally. The staples shall anchor the fabric netting. Check slots, a row of staples on 12-inch centers perpendicular to the flow lin e, shall be installed at 50-foot intervals. On the downstream end of a d itch liner adjoining a structure, the anchor trench shall be omitted and the material folded under six inches and butted tightly against the structure and one row of staples installed on six-inch centers. An edge adjacent to a paved ditch shall be butted tightly against the paved ditch and a row of staples installed on 12-inch centers. All staples shall be driven flush with the soil surfaces. Ditch liner materials used on areas other than ditches may be placed e ither horizontally or vertically. Adjacent strips of excelsior blanket material sh all be butted tightly together and secured with a common row of staples rather than lapped as set forth for ditch installation. The staples shall be spaced on thre e-foot centers or less as determined by the Engineer based on field conditions. The excelsior blanket and erosion control blanket shall be placed with the fabric net facing up.

217.03.2 Protection and Maintenance . The Contractor shall maintain and protect the

ditch liner until release of maintenance or until the Engineer has determined that the liner has served its useful life, whichever occurs first. Maintenance shall consist of repairs necessitated by erosion, wind, fire, or other cause.

217.04 Method of Measurement . Ditch liner will be measur ed by the square yard of

surface area covered. Any over width of materi al installed wider than ordered, laps and anchor slots will not be measured for payment. 217.05--Basis of Payment . Ditch liner, measured as prescribed above, will be paid for at the contract unit price per square yard and shall be full compensation for completing the work. Payment will be made under: 217-A: Ditch Liner - per square yard SECTION 218 - BITUMINO US TREATED ROVING

218.01 Description. This work consists of furnishing and installing a layer of

bituminous treated roving to stabilize newly pl anted soil areas in ditches and on slopes in accordance with these specifications and at locatio ns shown on the plans or as directed by the Engineer.

218.02 Materials.

218.02.1 General. The type of roving material, fiberglass or polypropylene, shall be at

the option of the Contractor unless otherwis e specified and shall meet the applicable requirements of Subsection 715.09.6. The glass fibers or fibrillated polypropylene yarn shall be wound onto cylindrical packages so that the roving can be continuously fed through an ejector driven by Section 218 Section 218 compressed air and expanded into a mat. The fibers or yarn shall be lightly bound together in a ribbon form, without the use of clay, starch, or other deleterious substances. The material shall not contain petroleum solvents, or other agents known to be toxic to plant or animal life. The roving material shall not be expo sed to moisture prior to placement.

218.02.2 Bituminous Material . The bituminous material used for securing the roving

to the existing soil shall be Emulsified Asphalt, Grade SS-1, meeting the requirements of Subsection 702.07.

218.03 Construction Requirements.

218.03.1 Equipment. An air compressor shall be used in conjunction with applying the

glass fiber or polypropylene yarn. The compressor shall be capable of supplying 40 cubic feet of air per minute at a pressure of 80 to 100 pounds per square. An air gun specifically designed for spraying glass fibers or polypropylene yarn, sufficient 3/8-inch rubber hose for application, and at least one container shall be furnished for applying the material. Three spools or packages may be run simultaneously from a 125-cubic foot compressor. Equipment that cuts or breaks the roving will not be permitted. Equipment for applying the asphalt shall be capable of a pplying the material in a uniform spray at the rate specified.

218.03.2 General. The bituminous treated roving shall be applied over designated areas

within 24 hours following the planting or seed ing operations. The designated areas shall be free of all objects including the vegetative material for mulch that would keep the roving material from being in direct cont act with soil throughout the entire area to be treated. The upgrade and downgrade ends of the bitumi nous treated roving shall be buried in a six-inch minimum vertical slot and the soil tamped firmly against it. The bituminous treated roving shall be applied uniformly over the planted areas at one of the following rate with a ±20% tolerance:

218.03.3 Protection and Maintenance . The Contractor shall maintain and protect the

bituminous treated roving mat until release of maintenance or until the Engineer has determined that the mat has served its useful life, whichever occurs first. Maintenance shall consist of repairs made necessary by erosion, wind, fire, or any other cause.

218.04 Method of Measurement . Bituminous treated roving will be measured by the

square yard of surface area covered. The additional materials required for terminal slots and materials placed outside the limits of the designated area(s) requiring treat ment will not be measured for payment.

218.05 Basis of Payment. Bituminous treated roving, measured as prescribed above,

will be paid for at the contract unit price per square yard, which shall be full compensation for co mpleting the work. Payment will be under: 218-A: Bituminous Treated Roving - per square yard SECTION 219 - WATERING

219.01 Description . This work consists of furnishing, transporting, and applying water

as specified during the planting operations and establishment of roadside vegetation excluding seeding. It shall be understood that watering will be measured and paid for only when ordered by the Engineer and used for items specified and when a pay item is included in the contract.

219.02 Materials . Water shall be as specifi ed in Subsection 714.01.5.

219.03 Construction Requirements . Loading operations on the roadway resulting in

water-logging or excessively wet basement soils, design soils, or base courses will not be permitted. Water shall be applied in the manner and quantities, at the times, and for the purposes set forth in the contract or directed. The quantities of watering shown in the contract are estimated for bidding purposes only and these quantities may be varied dependent upon need or may be omitted entirely with no adjustment in unit contract price. The equipment furnished and used for this work shall be approved as adequate and suitable for the purpose used.

219.04 Method of Measurement . The quantity of water furnished and applied as

directed or permitted will be measured to the nearest one thousand gallons (M gallons) by approved meters, measured tanks, or calibrated tanks. In accordance with the intent of Subsection 109.01, the capacity of tanks may be made by weight and converted to one thousand gallons (M gallons) by dividing the weight in pounds by 8,330. Section 219 Section 219 Water used by the Contractor in items of work not specifically authorized or directed by the Engineer or water wasted, improperly applied, or otherwise used for unauthorized purposes will not be measured for payment.

219.05 Basis of Payment . Water ordered or authorized, delivered, and applied will be

paid for at the fixed contract unit price per one thousand gallons (M gallons) as pre- entered in the proposal and shall be full compensation for satisfactorily completing the work. No change in payment will be made because of differential cost of watering from the fixed contract unit price. It is fully understood and agreed that any differential cost will be included in the price bid for other roadside development items. Payment will be made under: 219-A: Watering - per M gallons SECTION 220 - INSECT PEST CONTROL

220.01 Description . This work consists of furnishing and applying approved

insecticides to control armyworms and other destructive insects that damage or destroy planted vegetation. It shall be the Contractor's responsibility to continually observe the planted areas for insect damage, especially during the late su mmer and early fall. The Contractor shall, upon observing destructive insects, report it to the Engineer. If the Engineer or the Engineer’s representative observes insect damage, the Contractor will be notified.

220.02 Materials . The Contractor shall select a nd furnish an effective insecticide

produced by a reputable manufacturer in acco rdance with all Federal and State Laws and Regulations, and it shall meet the approval of the Engineer. The material shall be furnished in properly labeled containers. The Contractor shall be responsible for handling, storing and applying the material in accordance with the information shown on the label and complying with all Federal an d State Laws and Regulations regarding its application and use. The Department will not be liable for violations in applying the material or damage caused by its use.

220.03 Construction Requirements .

220.03.1 General . The Engineer will determine the areas to be treated, and the

Contractor shall immediately treat these ar eas unless weather conditions are unfavorable for proper treatment. The Cont ractor shall apply the approved insecticide at the rate and in the manner according to the requirements shown on the labe l of the container for the destructive pest being controlled. The equipment used in applying the material shall produce uniform coverage. The Engineer will determine if satisfactory pest control was obtained on the treated areas. The Contractor shall reapply insecticides to areas where control is unsatisfactory at no additional cost to the State. Section 220 Section 220 When the Engineer determines that pest control efforts were timely and correctly applied, the Contractor will be paid for any required re-g rassing. If the Engineer determines that pest control efforts were unsatisfactory, th e Contractor will re-grass the area at no additional cost to the State.

220.03.2 Safeguards . In addition to the requirements specified in Subsection 220.02,

safeguards in applying insecticides are th e responsibility of the Contractor, and the Contractor shall be responsible for damage to the wildlife and human welfare. The following are minimum basic safeguards to be observed:

220.03.3 Contract Quantities . The quantity for insect pest control is estimated for

bidding purposes only and this quantity may be varied dependent upon actual need or omitted entirely.

220.04 Method of Measurement . Insect pest control of the area properly treated and

accepted will be measured by the acre. The area shall be computed from measurements taken parallel to the surface of the treated area.

220.05 Basis of Payment . Insect pest control, measured as provided above, will be paid

for at the fixed contract unit price per acre as pre-entered in the proposal and shall be full compensation for co mpleting the work. No change in payment will be made because of differential costs from the fixed contract unit price. It is fully understood and agreed that any differential cost will be included in the prices bid for other roadside development items. Payment will be made under: 220-A: Insect Pest Control - per acre Section 221 Section 221 SECTION 221 - PAVED DITCHES

221.01 Description . This work consists of constructing paved ditches of hydraulic

cement concrete or hot bituminous plant mix, as specified in the contract and constructed in accordance with th e provisions and requirements of these specifications, and in reasonably close conformity w ith the lines, grades, typical cross sections, and locations shown on the plans or established.

221.02 Materials .

221.02.1 Concrete Paved Ditches . The materials used in the construction of cement

concrete paved ditches shall conform to the applicable provisions and requirements of Section 804.

221.02.2 Bituminous Paved Ditches . The materials used in the construction of

bituminous paved ditches shall conform to the applicable requirements for hot bituminous mixtures as set out in Section 401.

221.02.3 Reinforcement . Reinforcement shall meet the requirements of Subsection

711.02 221.03--Construction Requirements .

221.03.1 General . The foundation for paved ditches shall be formed by excavating to

the required depth and dimensions below the prepared finished surface grade of the paved ditch. The foundation shall be thoroughly compacted by hand tamping or other approved method. Soft, spongy, or other unsuitable material shall be removed as directed and replaced with suitable material thoroughly compacted in six inch layers. The forms used in this construction may be wood or metal; shall have a depth equal to the prescribed edge thickness of the paved ditch; and shall be of sufficient strength to withstand the weight of the concrete or bituminous mixture and the pressure incidental to vibration or compaction without bulging or displacement. Form s shall be securely staked and braced. Reinforcement, if specified, shall be placed in a manner that will ensure its proper position in the paved ditch section after all concrete is placed.

221.03.2 Concrete Paved Ditches . Unless otherwise specified on the plans, the

concrete paved ditches shall be constructed of Class "C" concrete, mixed and placed in accordance with the applicable requirements of Section 804, and cured in accordance with the requirements of Subsection 501.03.20 or by other approved methods. The limitations of mixing and placing shall conform to the requirements of Subsection

501.03 12.

A template mounted on the side forms shall be used in striking off and finishing the surface of the concrete to th e required shape and dimensi ons. The entire unit shall be constructed monolithic with smooth fillets or curves at all angles or breaks in flow lines. Concrete shall be placed beginning at the bottom of the slope and progressing upward. Section 221 Section 221 The finished exposed surface of concrete paved ditches shall be given a Class 6, Floated Surface Finish in conformity with the requirements of Subsection 804.03.19. Expansion joints shall be constructed at the locations indicated on the plans or directed, and shall be of the specified materials and dimensions.

221.03.3 Bituminous Paved Ditches . Bituminous paved ditches shall be constructed

using an asphalt mixture. The mixture shall meet job-mix requirements for the particular mixture used except the percent of asphalt cement designated in the job-mix formula may be increased by the Engineer by no more than two percent. The mixture shall be spread, raked, finished, and compacted by hand tools or other satisfactory methods while at the proper te mperature to form a smooth, stable, and impermeable lining. 221.03.4--Backfilling and Cleaning Up . After the concrete has set sufficiently or after the asphalt has been compacted to the required shape and dimensions, the forms shall be removed and the spaces around the paved d itch shall be backf illed with approved material and thoroughly compacted without damage to the paved ditch. The adjacent ditch slopes shall be neatly trimmed to the required section, and all surplus material shall be disposed of as directed.

221.04 Method of Measurement . Concrete paved ditch will be measured in cubic

yards. Bituminous paved ditch will be measured by th e ton of asphalt material actually placed. No measurement for separate payment will be made for any additional asphalt cement required in the mix. Excavation required for trenchin g and fine grading will not be measured for separate payment. Other required excavation will be measured for payment under the applicable excavation items.

221.05 Basis of Payment . Concrete paved ditch will be paid for at the contract unit

price per cubic yard and shall be full compensation for completing the work. Bituminous paved ditches will be paid for at the contract unit price per ton and shall be full compensation for completing the work. Payment will be made under: 221-A: Concrete Paved Ditch - per cubic yard 221-B: Bituminous Paved Ditch - per ton SECTION 223 - MOWING

223.01 Description. When the contract includes a pay item for mowing and when the

Engineer determines that mowing is necessary, the Contractor shall perform litter removal and mowing of noxious vegetation or excess growth as directed by the Engineer Section 223 Section 223 in accordance with the provisions contained herein. Mowing shall also be required, when necessary, for the safe and convenient passage of traffic, as required in Subsection 104.04, Maintenance of Traffic. The import ance of public safety and workplace safety cannot be overemphasized. Special attention is made to Subsections 107.06, 107.07 and

107.10 of the Standard Specifications.

Prior to mowing, the Contractor shall pick up and properly dispose of all trash and debris within the area to be mowed and along any ad jacent roadway shoulders. Trash and debris picked up and piled or bagged on the roadside must be removed from the right-of-way by the close of the work day. Piles or bags will not be allowed to remain on the roadside overnight. All trash and debris is defined as all trash, debris, litter, junk, rubbish, paper, cardboard, glass, cans, styrofoam cups, discarded items, garbage, old tires, treads, etc. The Contractor will not be required to pick up such items as cigarette butts, tiny chips of grass or other small items not readily visible to the traveling public. The Engineer will advise the Contractor when mowing will be needed. The Engineer has the right to eliminate completely or partially any mowing on the project. The Engineer will advise the Contractor of the area to be mowed and the time to begin the mowing operations. The Engineer may delay mowing of lespedezas or crimson clover until after these plants have gone to seed. Mowing may be delayed to retain and promote desirable wildflower growth. Mowing will be to a height of not more than six (6) inches and will include trimming adjacent to culvert ends, guard rail, sign posts or other appurtenances. Trimming adjacent to objects inaccessible by mower shall be performed by hand mowers, weed- eaters, sling blades, or any acceptable means n ecessary to complete the work. Care shall be taken not to damage trees, plants, shrubs, delineators or other fixtures that are part of the facility. Any damages by the Contractor’s operations to signs, delineators, other traffic control devices or other appurtenan ces shall be corrected immediately at no additional cost to the State. The quantity of mowing will be affected by actual conditions that occur during construction and may be eliminated entir ely at the direction of the Engineer.

223.02 Blank.

223.03 Construction Requirements.

223.03.1 General. The Contractor shall perform the work throughout the entire project

on those areas directed by the Engineer. Th e Contractor shall take full advantage of weather and soil conditions, and no attempt shall be made to mow while the areas are deemed to be wet enough to cause damage to the soil or vegetation. Care shall be taken to use methods and mowers that will pr ovide even, uniform mowed areas, and not damage adjacent vegetation and structures. Excessive clippings of sufficient magnitude to smother or retard grass growth shall be removed to allow growth of existing or new grass. The Contractor shall begin mowing operations within two weeks after receipt of the Engineer's letter to begin mowing. If the Contractor fails to begin the work within that time period the Engineer shall notify the Contractor in writing that the work is not being prosecuted properly, and therefore, future progress payments may be withheld in Section 223 Section 223 accordance with Subsectio n 105.01 of the Standard Specifications.

223.03.2 Equipment. Equipment used for mowing operations shall be of sufficient

size, type and condition to perform the work satisfactorily. Mowers may be rotary, flail, sickle or combination thereof as necessary to efficiently accomplish the work. Rotary mowers shall be equipped with safety chains or other devices to prevent flying stones, rocks, cans, etc. from striking persons or property. Change or adjustment of the equipment or operator may be required if at any time during the mowing operation, the Engineer determines that the equipment, or operators of the equipment, are not performing satisfactorily. When required for the Contractor’s mowing operations, appropriate traffic control devices shall be installed in accordance with the MUTCD.

223.04 Method of Measurement. Mowing will be measured by the acre. Litter

removal and any required traffic control devices will not be measured for separate payment, but will be included in the fixed contract price for mowing.

223.05 Basis of Payment. When ordered by the Engineer, mowing will be paid for at

the fixed contract unit price per acre indicated in the bid schedule, which price shall be full compensation for removing and disposing of litter, all equipment, tools, labor, traffic control devices and incidentals n ecessary to complete the work. Payment will be made under: 223-A: Mowing - per acre SECTION 224 - SOIL REINFORCING MAT

224.01 Description. This work consists of furnishing, placing and maintaining a soil

reinforcing mat on seeded or other designated areas in accordance w ith the requirements of the plans and these specifications.

224.02 Materials.

224.02.1 Preformed Permanent Mat. The soil reinforcing mat must be one from the

Department's current APL. The Contractor will be permitted to furnis h and install a multi-width mat with seams securely bonded by welding, stitching or other methods meeting the approval of the Engineer.

224.02.2 Stakes. Unless otherwise specified by the manufacturer of the soil reinforcing

mat, stakes used to secure the mat shall be either:

224.02.3 Acceptance Procedure . Prior to use, the Contractor must furnish the Engineer

three copies of the manufactur er's certification for each ship ment of soil reinforcing mat material stating the number of rolls furnished and that the material in the shipment conforms to the same composition as that originally approved by the Department. When metal pins or wire staples are used, also furnish the Engineer three copies of a certification from the manufacturer or distributor stating the pin and washer size for metal pins or wire size for staples for each shipment. The certifications by the manufacturer or di stributor will be prima facie evidence of the materials meeting the require ments of the specifications.

224.03 Construction Requirements.

224.03.1 General. The area(s) to be covered shall be prepared, fertilized and vegetated

as specified in accordance with the require ments of the contract before the mat is installed. The planted area shall be to finish grade, smooth, and free of stones, clods, or trash. The vegetative mulch material shall be omitted from areas receiving the mat. The mat shall be installed immediately following the planting operations. The installation of the mat material shall be perfo rmed in accordance with the re quirements specified herein and the installation detail sheet in the plans. Terminal slots, both upstream and downstre am, shall be excavated a minimum of twelve inches deep and two feet wide across the fu ll width of each area to be treated before placing the mat. Transverse check slots shall be excavated a minimum of nine inches deep and six inches wide across the full width of the area to be treated at approximat ely 25-foot intervals along the entire length of the area. Outer edge slots shall be excavated four inches deep by six inches wide along the actual perimeter of the mat installation for the full length of the area to be treated. When possible, the mat installation shall begin at the downstream end and unrolled uphill in continuous contact with the soil. When tw o or more widths of mat are required to cover an area, they shall overlap a minimum of three inches. In cases where rolls are to be spliced lengthwise, the ends of the roll s shall overlap three feet minimum with the upgrade strip on top. Temporary staking shall be required to place tension on the mat at crest of check slot for securing mat into slot and for proper alignment during installation. The mat material shall be secured across the full width of the mat with stakes one-foot apart in all terminal, downstream and upstream, and transverse check slots. The stakes shall be placed three feet apart, with the diagonal edge facing upstream when using wood stakes, on outer edge slots, longitudinal overlaps and bonded seams on multi-widths. For longitudinal overlaps, one stake shall serve the overlapped edges of adjoining strips. The center of each strip including each strip between each bond, if multi- width rolls are used, and the center of ditch bottom shall be staked at six-foot intervals with the stakes placed broadside to the stream flow. When the center of a strip or the longitudinal overlap, including a bonded seam, falls within six inches of the center of ditch, the required ditch bottom stakes may be omitted. Where the rolls of mat are spliced lengthwise, the three- Section 224 Section 224 foot overlap shall be staked with two rows of stakes 30 inches apart with the stakes spaced approximately 18 inches apart in each row. Wood stakes shall be driven to within approximately two to three inches of the ground surface. When metal pins are used, they sha ll be firmly embedded in the underlying soil with the attached washers flush with the gr ound surface. When wire staples are used, they shall be driven flush with the ground surface. After the mat is placed and staked into all slot s, the slots shall be backfilled with soil and compacted to the satisfaction of the Engineer. Consideration may be given by the Engineer to the use of alternate staking procedures when submitted by the Contractor upon recommendation of the manufacturer of the soil reinforcing mat and at least seven days prio r to the proposed installation of the mat.

224.03.2 Protection and Maintenance . The Contractor shall maintain and protect the

soil reinforcing mat until release of maintenance. Maintenance shall consist of repairs made necessary by erosion, wind, or any other cause.

224.04 Method of Measurement. Soil reinforcing mat will be measured by the square

yard of surface area covered. The additional mat material required for overlaps, slots and overwidth of strips will not be measured for payment.

224.05 Basis of Payment. Soil reinforcing mat, measured as prescribed above, will be

paid for at the contract unit price per square yard, which price shall be full compensation for completing the work. Payment will be made under: 224-A: Soil Reinforcing Mat - per square yard SECTION 225 - GRASSING

225.01 Description . This work consists of furnishing, transporting, placing, plant

establishment, and all work, including grou nd preparation, fertilizing, seeding, and mulching, necessary to produce a satisfact ory and acceptable growth of grass. At the Contractor’s option, seeds and mulch may be incorporated using a hydraulically applied method under certain limitations. When hydraulically applied, it shall be performed in accordance with th e requirements and methods addressed in Section 227. Under no circumstances shall fertilizer be incorporated hydraulically.

225.02 Materials.

225.02.1 Fertilizers . Fertilizers for purposes of this specification shall be understood to

include standard manufactured products consisting of single or combination ingredients and agricultural limestone. Section 225 Section 225 All fertilizer shall comply with the State fertilizer laws, Subsection 715.02, and the requirements of this specification.

225.02.2 Seeds. Seeds shall meet the requirements of Subsection 715.03, subject to the

provisions of this subsection. The Contractor shall acquire seed from persons registered with the MDAC. Except for the germination requirements, bags of seeds properly labeled or tagged according to law and indicating characteristics meeting or exceeding the requirements of Subsection 715.03 will be acceptable for planting. The Contractor should provide adequate dry storage facilities for seeds, and shall furnish access to the storage for sampling stored seed.

225.02.3 Mulch.

225.02.3 1--Vegetative Mulch. The vegetative materials for mulch shall meet the

requirements of Subsection 215.02.

225.02.3 2--Hydraulically Applied Mulch (Hydromulch). The vegetative materials for

mulch shall meet the requirem ents of Subsection 215.02.1.

225.03 Construction Requirements.

225.03.1 Ground Preparation. Ground preparation, light or standard, consists of

plowing, loosening, and pulverizing the soil to form suitable beds for erosion control items in reasonably close conformity with the established lines and grades without appreciable humps or depressions. When gr assing an area that has been previously planted with temporary grassing, a standard ground preparation will be required. The previously planted grasses shall be disked, tille d, plowed, etc. to assure that the existing temporary grasses are thoroughly mixed into the soil. Any equipment used for ground preparation shall be approved units suitable to perform the work and subject to the requirements of Subsection 108.05. The Contractor shall take full advantage of weather and soil conditions, and no attempt shall be made to prepare soil when it is wet or in a condition that will not allow the soil to be properly tilled. Light ground preparation should be used on areas where seeding is required to improve the coverage of partially vegetated areas. Standard ground preparation should be used on areas designated to be solid sodded and un-vegetated areas designated to be seeded. Aerating, moistening, or otherwise bringing the soil to a suitable condition for ground preparation shall be considered as incidental to the work and will not be measured for separate payment.

225.03.1 1--Light Ground Preparation . Light ground preparation consists of scratching

the surface with a close-tooth harrow, disk-harrow, or similar equipment. The depth of Section 225 Section 225 scratching should be at least three-quarters inch but not deep enough to damage existing grasses of the type being planted.

225.03.1 2--Standard Ground Preparation . Standard ground preparation consists of

plowing or disk-harrowing and thoroughly pulverizing the areas immediately before the application of erosion control (vegetative) items. Unless otherwise specified, the pulverized and prepared seedbed should be at least four inches deep and shall be reasonably free of large clods, earth balls, boulders, stumps, roots and other objectionable matter. Incorporation of fertilizer a nd ground preparation may be performed simultaneously.

225.03.2 Fertilizing . Fertilizing consists of furnishing, transporting, spreading, and

incorporating fertilizers. The Contractor shall furnish all equipment necessary to properly handle, store, uniformly spread, and incorpor ate the specified application of fertilizer. The Contractor shall incorporate 13-13-13 co mmercial fertilizer at the rate indicated in the vegetation schedule in the plans. The equivalent rate of other type fertilizers will be allowed if the equivalent percentages of Nitrogen, Phosphorus and Potassium are obtained. The Contractor shall incorporate agricultural limestone at the rate indicated in the vegetation schedule in the plans. Fertilization shall be applied uniformly on the areas to be planted or seeded and uniformly incorporated into the soil. Fertilizers should be applied on individual areas of not more than three (3) acres. All fertilizer should be incorporated within 24 hours following spreading.

225.03.3 Seeding. Seeding consists of furnishing and planting seeds in a prepared

seedbed, covering the seeds, and providing pl ant establishment on all areas seeded. Prior to planting the seeds, ground prepar ation and fertilizing shall be satisfactorily performed. The required type of seeds, minimum rates of application, and planting dates of seeds are shown in the vegetation schedule in the plans. It is the Contractor’s responsibility to appl y an ample amount of each type of seed to produce a satisfactory growth of grass and of the seed type required. At the completion of the project, a satisfactory growth of gra ss will be required. The Contractor should reference Section 210 for satisfactory growth and coverage of dormant seed. Seeding should not be done during windy weather or when the ground is frozen, extremely wet, or in a condition that will not allow the soil to be properly tilled.

225.03.3 1--Conventional Application. Legume seeds should be treated in accordance

with Subsection 715.03.4 immediately before sowing. Seeds should be uniformly sown over the entire area with mechanical seeders. Seeds of different sizes may necessitate separate sowing. When legume seeds become dry, they should be re-inoculated. All seeds should be covered lightly with soil by raking, rolling, or other approved methods, and the area compacted with a cultipacker. Section 225 Section 225 Mulching should be performed as s oon as practicable after seeding.

225.03.3 2--Hydroseeding Application. Seeds may be applied using the hydroseeding

method except during the months of June, July, August, and September. During these months, the seeding shall be incorporated in accordance with the above Conventional Application method. The seed(s) shall be combined into a distribution tank with all required ingredients on the project site. The application of the seed(s) and all ingredients shall be performed in one operation. Mulching should be performed simultaneously with or as soon as practicable after seeding.

225.03.3 3--Plant Establishment. The Contractor should provide plant establishment on

all areas seeded until release of maintenan ce. At the completion of the project, a satisfactory growth of grass will be required . The Contractor should reference Section 210 for satisfactory growth and coverage of dormant seed. Plant establishment should be provided for a minimum period of 45 calendar days after completion of seeding. In the event satisfactory growth and coverage has not been attained by the end of the 45-day period, plant establishment should be continued until a satisfactory growth and coverage is provided for at least one kind of plant as referenced in Section 210. The Contractor shall perform plant establishment on all areas of temporary seeding until the Engineer determines that the temporary seeding has served its purpose. Plant establishment shall consist of preservi ng, protecting, watering, reseeding, mowing, and other work necessary to keep the seeded areas in satisfactory condition. Areas requiring reseeding should be prepared and seeded and all other work performed as if the reseeding was the initial seeding. The types and application rates of fertilizer will be at the discretion of the Contractor.

225.03.3 4--Growth and Coverage. It shall be the Contractor's responsibility to provide

satisfactory growth and coverage of grasses, legumes, or combination produced from the specified seeding. Growth and coverage on seeded areas will be considered to be in reasonably close conformity with the intent of the contract when the type of vegetation specified, exclusive of that from seeds not expected to have germinated and shows growth at that time, has reached a point of maturity wh ere stems or runners overlap adjacent similar growth in each direction over the entire area. 225.03.4--Mulching. Mulching consists of furnishing, transporting, and placing mulch on slopes, shoulders, medians, and other designated areas. Unless otherwise noted in the contract or directed by the Engineer, the Contractor has the option to place mulch by the conventional method or by the hydraulic method.

225.03.4 1--Vegetative Mulch.

Section 225 Section 225

225.03.4 1.1--Equipment. Mulching equipment should be capable of maintaining a

constant air stream that will blow or eject controlled quantities of mulch in a uniform pattern. Mulch stabilizers should consist of dull blades or disks without camber and approximately 20 inches in diameter. The disks should be notched, should be spaced at approximately 8-inch intervals, and should be equipped with scrapers. The stabilizer should weigh approximately 1000 to 1200 pounds, should have a working width of no more than eight feet, and should be equipped with a ballast compartment, so that weight can be increased.

225.03.4 1.2--Placement of Vegetative Mulch . Mulching should be placed uniformly

on designated areas within 24 hours following seeding unless weather conditions are such that mulching cannot be performed. Placement should begin on the windward side of areas and from tops of slopes. In its final position, the mulch should be loose enough to allow air to circulate but compact enough to partially shade the ground and reduce erosion. The baled material should be loosened and broken thoroughly before it is fed into the machine to avoid placemen t of unbroken clumps.

225.03.4 1.3--Anchoring Mulch . The mulch should be anchored by using a mulch

stabilizer when not hydraulically applied. If a mulch stabilizer is used, the mulch should be punched into the soil for a minimum depth of one inch. When mulch stabilizers are used, anchoring the mulch should be performed along the contour of the ground surface.

225.03.4 2--Hydromulch. Hydromulch shall be applied in accordance Subsection

215.03 5.

225.03.5 Vegetation Schedule. When a vegetation schedule is not shown in the plans

or when the contract does not have an official set of plans, the following application rates shall be used, unless otherwise noted or approved by the Engineer. Agricultural Limestone 1,000 pounds per acre March 1 to September 1 13-13-13 Commercial Fertilizer 250 pounds per acre March 1 to September 1 Vegetative Materials 2 tons per acre Bermudagrass 80 pounds per acre March 1 to September 1 20 pounds per acre September 1 to March 1 * Bahiagrass 80 pounds per acre March 1 to September 1 25 pounds per acre September 1 to March 1 Tall Fescue 25 pounds per acre March 1 to September 1 100 pounds per acre October 1 to March 1 ** Sericea Lespedeza 25 pounds per acre March 1 to September 1 25 pounds per acre September 1 to March 1 Crimson Clover 20 pounds per acre August 1 to April 1 * 80 pounds per acre in District 3 Delta ** 25 pounds per acre in District 3 Delta Section 225 Section 225

225.04 Method of Measurement. Grassing will be measured by the acre. Acceptance

will be based on a satisfactory growth and coverage of seeds planted. Acceptable quantities of agricultural limestone will be measured by the ton. Acceptable quantities for mulch will be measured by the ton. For vegetative mulch, the weight for measurement will be the product of the number of bales acceptably placed and the average weight per bale as determined on approved scales provided by the Contractor. Anchoring of vegetative mulch will not be measured for separate payment. The cost of anchoring shall be absorbed in the prices bid for other items of work. For hydromulch, the weight for measurement will be the dry weight of the packaged fibers used in the mixture. No payment will be allowed for water, additives, tackifier, or other liquids used in the mixture.

225.05 Basis of Payment. Grassing, measured as prescribed above, will be paid for at

the contract unit price per acre, which will be full compensation for all required materials including seeding and fertilizers other than limestone, ground preparation, equipment, labor, testing and all work necessary to establish a satisfactory growth of grass. Hard rock agricultural limestone will be paid for at the contract unit price per ton. Hard rock agricultural limestone with a relative neutralizing value (RNV), determined in accordance with Subsection 715.02.2.1.3, of between 60.0% and 62.9% will be paid for at half (½) the contract unit price per ton. No payment will be made for hard rock agricultural limestone with an RNV less than 60.0%. Mulch, measured as prescribed above, will be paid for at the contract unit price per ton, which price shall be full compensation for all ma terials, equipment, labor, and incidentals necessary to complete the work. Payment will be made under: 225-A: Grassing - per acre 225-B: Agricultural Limestone - per ton 225-C: Mulch, Vegetative Mulch - per ton 225-D: Mulch, Hydromulch - per ton SECTION 226 - TEMPORARY GRASSING 226.0l--Description. This work consists of furnishing, transporting, placing, plant establishment and all work necessary to produce rapid-growing grasses, grains or legumes to provide an initial, temporary cover of grass. This work includes ground preparation, fertilizing, seeding and mulching necessary to establish a satisfactory growth of temporary grass. The Contractor may elect to place temporary grassing using the hydroseeding method as set out in Section 227. Section 226 Section 226 The Engineer or the plans will designate areas to be temporarily grassed. Any other areas the Contractor desires to grass will be measur ed for payment only if agreed upon by the Engineer.

226.02 Materials.

226.02.1 Fertilizers . Fertilizers for purposes of these specifications shall be understood

to include standard manufactured products consisting of a combination of ingredients. All fertilizer shall comply with the Stat e fertilizer laws and Subsection 715.02. Agricultural limestone will not be required for temporary grassing.

226.02.2 Seeds. Seeds shall meet the requirements of Subsection 715.03, subject to the

provisions of this subsection. The Contractor shall acquire seed from persons registered with the MDAC. Except for the germination requirements, bags of seeds properly labeled or tagged according to law and indicating characteristics meeting or exceeding the requirements of Subsection 715.03 will be acceptable for planting. The Contractor should provide adequate dry storage facilities for seeds, and shall furnish access to the storage for sampling stored seed.

226.02.3 Mulching. The vegetative materials for mulch shall meet the requirements of

Subsection 715.05. When used, bituminous material for mulch shall be Emulsified Asphalt, Grade SS-1, meeting the requirement of Subsection 702.07.

226.03 Construction Requirements. The rates of application shall not exceed the rates

shown on the temporary vegetation schedule, unless otherwise approved by the Engineer. Any unauthorized overage due to increased application rates will not be measured for payment. 226.03.1--Ground Preparation. Any equipment used for ground preparation shall be approved units suitable to perform the work and subject to the requirements of Subsection 108.05. Light ground preparation should be used on areas where seeding is required. Light ground preparation consists of scratc hing the surface with a close-tooth harrow, disk-harrow, or similar equipment. The depth of scratching should be at least three-quarters inch but not deep enough to damage existing grasses of the type being planted. Aerating, moistening, or otherwise bringing the soil to a suitable condition for ground preparation shall be considered as incidental to the work and will not be measured for separate payment.

226.03.2 Fertilizing . The Contractor shall furnish all equipment necessary to properly

handle, store, uniformly spread, and incorpor ate the specified application of fertilizer. Section 226 Section 226 The Contractor shall incorporate 13-13-13 co mmercial fertilizer at the rate shown in the vegetation schedule in the plans. The equivalent rate of other type fertilizers will be allowed if the equivalent percentages of Nitrogen, Phosphorus and Potassium are obtained. Fertilization shall be applied uniformly on the areas to be seeded and uniformly incorporated into the soil. Fertilizer should be applied on individu al areas of not more than three acres. All fertilizer should be incorporated within 24 hours following spreading.

226.03.3 Seeding.

226.03.3 1--General . Prior to planting the seeds, ground preparation and fertilizing

should have been satisfactorily performed. The required type of seeds, recommended rates of application and recommended planting dates of seeds are shown in the vegetation schedule in the plans. It is the Contractor’s responsibility to appl y an ample amount of each type of seed to produce a satisfactory growth of grass and of the seed type required. Legume seeds should be tr eated in accordance with Subs ection 715.03.4 immediately before sowing. Seeds should be uniforml y sown over the entire area with mechanical seeders. Seeds of different sizes may necess itate separate sowing. When legume seeds become dry, they should be reinoculated. Seeding should not be done during windy weather or when the ground is frozen, extremely wet, or in an untillable condition. All seeds should be covered lightly with soil by raking, rolling, or other approved methods, and the area compacted with a cultipacker.

226.03.3 2--Plant Establishment. Plant establishment shall consist of preserving,

protecting, watering, reseeding, and other wo rk necessary to keep the seeded areas in satisfactory condition. Areas requiring reseeding should be prepared and seeded and all other work performed as if the reseeding was the initial seeding. The types and application rates of fertilizer will be at the discretion of the Contractor. No additional measurement and payment will be made for re-seeding when payment was made for the initial seeding.

226.03.3 3--Growth and Coverage. It shall be the Contractor's responsibility to provide

satisfactory growth and coverage of grasses, legumes, or combination produced from the specified seeding. Growth and coverage on seeded areas will be considered to be in reasonably close conformity with the intent of the contract when the type of vegetation specified, exclusive of that from seeds not expected to have germinated and shows growth at that time, has reached a point of maturity wh ere stems or runners overlap adjacent similar growth in each direction over the entire area. Section 226 Section 226

226.03.4 Mulching.

226.03.4 1--Equipment. Mulching equipment should be capable of maintaining a

constant air stream that will blow or eject controlled quantities of mulch in a uniform pattern. If asphalt is used, a jet or spray nozzle for applying uniform, controlled amounts of asphalt to the vegetative material as it is ejected should be located at or near the discharge spout. Mulch stabilizers should consist of dull blades or disks without camber and approximately 20 inches in diameter. The disks should be notched, should be spaced at approximately 8-inch intervals, and should be equipped with scrapers. The stabilizer should weigh approximately 1000 to 1200 pounds, should have a working width of no more than eight feet, and should be equipped with a ballast compartment, so that weight can be increased.

226.03.4 2--Placement of Vegetative Mulch . If required, mulching should be placed

uniformly on designated areas within 24 hours following seeding unless weather conditions are such that mulching cannot be performed. Placement should begin on the windward side of areas and from tops of slopes. In its final position, the mulch should be loose enough to allow air to circulate but compact enough to partially shade the ground and reduce erosion. The baled material should be loosened and broken thoroughly before it is fed into the machine to avoid placemen t of unbroken clumps.

226.03.4 3--Rates of Application and Anchoring Mulch . The recommended rate of

application of vegetative mulch shall be as shown in the vegetation schedule in the plans. The mulch should be anchored by either the use of a mulch stabilizer or by tacking with bituminous material. If a mulch stabilizer is used, the mulch should be punched into the soil for a minimum depth of one inch. If bituminous material is used, the rate of application should be 150 gallons per acre. Where steep slopes or other conditions are such that anchoring cannot be performed satisfactory with a mulch stabilizer, the Contractor may elect to use bituminous material applied at the time or immediately following the mulch placement. When mulch stabilizers are used, anchoring the mulch should be performed along the contour of the ground surface.

226.03.4 4--Protection and Maintenance . The Contractor should take every precaution

to prevent unnecessary foot and vehicular traffic.

226.03.5 Vegetation Schedule. When a temporary vegetation schedule is not shown in

the plans or when the contract does not ha ve an official set of plans, the following application rates shall be used, unless otherwise noted or approved by the Engineer. Section 226 Section 226 Spring & Summer Browntop Millet .............. 20 pounds per acre .... April 1 to August 31 Fall & Winter Rye Grass.......................... 25 pounds per acre .... September 1 to March 31 Oats .................................. 90 pounds per acre .... September 1 to December 15 13-13-13 Commercial Fertilizer ..... 250 pounds per acre Vegetative Mulch ........................... 2 tons per acre 226.04--Method of Measurement . Temporary grassing will be measured by the acre. Acceptance will be based on a satisfactory gr owth and coverage of seeds planted.

226.05 Basis of Payment . Temporary grassing, measured as prescribed above, will be

paid for at the contract unit price per acre, which will be full compensation for all required materials, equipment, labor, tes ting and all work necessary to establish a satisfactory growth of grass. Payment will be made under: 226-A: Temporary Grassing - per acre SECTION 227 - HYDROSEEDING 227.0l--Description. This work consists of furnishing, transporting, placing, plant establishment and all work necessary to pro duce a satisfactory and acceptable growth of grass. The seeds, fertilizers, tackifier, and mulch shall be incorporated using the hydroseeding process. These items shall be combined into a mixtur e and force-applied to the areas to be grassed.

227.02 Materials. The Contractor shall, prior to ap plication, furnish the Engineer with

invoices of all materials used in the grassing operation.

227.02.1 Fertilizers . Fertilizers for purposes of these specifications shall be understood

to include standard manufactured products consisting of single or combination ingredients. All fertilizers shall comply with the Stat e fertilizer laws and Subsection 715.02.

227.02.2 Seeds. Seeds shall meet the requirements of Subsection 715.03, subject to the

provisions of this subsection. The Contractor shall acquire seed from persons registered with the MDAC. Except for the germination requirements, bags of seeds properly labeled or tagged according to law and indicating characteristics meeting or exceeding the requirements of Subsection 715.03 will be acceptable for planting. The Contractor should provide adequate dry storage facilities for seeds, and shall furnish access to the storage for sampling stored seed. Section 227 Section 227

227.02.3 Mulching. Mulch shall meet the requirements of Subsection 215.02.1.

227.03 Construction Requirements.

227.03.1 Ground Preparation. Light ground preparation consists of plowing,

loosening, and pulverizing the soil to form suitable beds for seeding items in reasonably close conformity with the established lines and grades without appreciable humps or depressions. Unless otherwise specified, the pulverized and prepared seedbed should be at least four inches deep and shall be reasonably free of large clods, earth balls, boulders, stumps, roots and other objectionable matter. The Engineer may eliminate or alter the requirements for ground preparation due to site conditions.

227.03.2 Fertilizing . The Contractor shall furnish all equipment necessary to properly

handle, store, uniformly spread, and incorpor ate the specified application of fertilizer. The Contractor shall incorporate bag fertilizer at a rate of 1000 pounds per acre of 13-13- 13 commercial fertilizer. The equivalent rate of other type fertilizers will be allowed if the equivalent percentages of Nitrogen, Phosphorus and Potassium are obtained. Any changes in the type or rate of application of the fertilizers shall be approved by the Engineer prior to being incorporated. Agricultural limestone will be incorporated in to the area and paid for in accordance with Section 213 of the Standard Specifications.

227.03.3 Seeding.

227.03.3 1--General. The Contractor shall use the vegetation schedule in the plan for the

correct types of seed and application rates, unless otherwise noted or approved by the Engineer. When a vegetation schedule for permanent grass is not shown in the plans, the following types of seed and application rates shall be used, unless otherwise approved by the Engineer. Bermudagrass ---------------------- 20 pounds per acre Bahiagrass -------------------------- 25 pounds per acre Tall Fescue -------------------------- 15 pounds per acre Crimson Clover -------------------- 20 pounds per acre At the completion of the project, a satisfactor y growth of grass will be required. The Contractor should reference Subsection 210 for satisfactory growth and coverage of dormant seed.

227.03.3 2--Plant Establishment. The Contractor should provide plant establishment on

all areas seeded until release of maintenance. Plant establishment shall consist of preserving, protecting, watering, reseeding, mowing, and other work necessary to keep the seeded areas in satisfactory condition. Plant establishment should be provided for a minimum period of 45 calendar days after completion of seeding. In the event satisfactory growth and coverage has not been attained by the end of the 45-day period, plant establishment should be continued until a Section 227 Section 227 satisfactory growth and coverage is provided for at least one kind of plant. The Contractor should reference Section 210 of the Standard Specifications for more information.

227.03.3 3--Growth and Coverage. It shall be the Contractor's responsibility to provide

satisfactory growth and coverage of grasses, legumes, or combination produced from the specified seeding. Growth and coverage on seeded areas will be considered to be in reasonably close conformity with the intent of the contract when the type of vegetation specified, exclusive of that from seeds not expected to have germinated and shows growth at that time, has reached a point of maturity wh ere stems or runners overlap adjacent similar growth in each direction over the entire area. Final acceptance of the project will not be ma de until a satisfactory growth of grass has been acknowledged by the Engineer.

227.03.4 Mulching. At the Contractor’s option, mulch may be wood fiber, cellulose

fiber, a mixture of wood and cellulose fibers, or straw fiber. The mulch shall be applied at the rate recommended by the manufacturer in a mixture of water, seed and fertilizer. Any changes in the rate of application of the mulch shall be approved by the Engineer prior to its use. Placement of mulch shall meet the re quirements of Subsection 215.03.5.

227.04 Method of Measurement . Hydroseeding, complete and accepted, will be

measured by the acre. No separate payment will be made for ground preparation, seeds, fertilizers, or mulch. Accepta nce will be based on a satisfactory growth and coverage of seeds planted. Agricultural limestone shall be measured and paid for under Section 225 of the Standard Specifications.

227.05 Basis of Payment . Hydroseeding, measured as pr escribed above, will be paid

for at the contract unit price per acre, wh ich will be full compensation for all required materials, equipment, labor, testing and a ll work necessary to establish a satisfactory growth of grass. Payment will be made under: 227-A: Hydroseeding - per acre SECTION 228 - EROSION CONTROL BLANKET

228.01 Description . This work consists of furnishing, placing, and maintaining an

Erosion Control Blanket (ECB) of the type speci fied on seeded or ot her designated areas in accordance with the plans and specifications.

228.02 Materials. The erosion control blankets shall be a temporary, organic and/or

inorganic re-vegetative blanket with non-organic, photodegradable or biodegradable Section 228 Section 228 netting. The netting shall be bonded sufficie ntly to the parent material to prevent separation of the net from the parent material for the life of the product. For those blankets that have netting attached, the netting and stitching shall be photodegradable and/or biodegradable. The photodegradable s titching shall be of the same material with similar properties as the netting such that the expected degradation periods are the same. The weight of the netting shall not exceed 15% of the total blanket weight. The Contractor will be permitted to furnish and install a multi-width blanket with seams securely bonded by stapling, staking, stitching, or other methods meeting the approval of the Engineer. The erosion control blanket must be one from the Department's current APL for the type indicated.

228.02.1 Blanket Types. The following are the types of erosion control blankets.

Type I blankets shall be a processed degradable natural and/or polymer fibers mechanically bound together by a single rapidly degrading, synthetic or natural fiber netting or an open weave textile of processed rapidly degrading natural or polymer yarns or twines woven into a continuous matrix. Type II blankets shall be a processed degradable natural and/or polymer fibers mechanically bound together between two rapidly degrading, synthetic or natural fiber nettings. Type III blankets shall be an erosion control blanket composed of processed slow degrading natural or polymer fibers mechanically bound together between two slow degrading synthetic or natural fiber nettings to form a continuous matrix or an open weave textile composed of processed slow degrading natural or polymer yarns or twines woven into a continuous matrix. Type IV blankets shall be an erosion control blanket composed of processed slow degrading natural or polymer fibers mechanically bound together between two slow degrading synthetic or natural fiber nettings to form a continuous matrix or an open weave textile composed of processed slow degrading natural or polymer yarns or twines woven into a continuous matrix. In addition to being on the Department's current APL, the blankets must meet the following general requirements. TYPES OF BLANKETS Type Maximum Gradient C Factor *, ** Minimum Tensile Strength *** I <3:l (H:V) <0.15 50 lbs/ft II <2:1 (H:V) <0.20 75 lbs/ft III <1.5:1 (H:V) <0.25 100 lbs/ft IV <1:1 (H:V) <0.25 125 lbs/ft * "C" Factor calculated as the ratio of soil loss from the ECB protected slope (tested at specified or greater gradient, h:v) to the ratio of soil loss from unprotected (control) plot in large-scale testing. Section 228 Section 228 ** Acceptable large-scale test methods may include ASTM D 6459, or other independent testing deemed acceptable by the Engineer. *** Minimum Average Roll Values using ASTM D 6818.

228.02.2 Stakes. Unless otherwise specified by the manufacturer of the erosion control

blanket, stakes used to secure the blanket shall be one of the following:

228.02.3 Acceptance Procedure. Prior to use, the Contractor must furnish the Engineer

three copies of the manufacturer's certifica tion for each shipment of erosion control blanket material stating the number of rolls furnished and that the material in the shipment conforms to the same composition as that listed on the Department's current APL. When wire staples are used, also furnish the Engineer three copies of a certification from the manufacturer or distributor stating th e wire size for staples for each shipment. The certifications by the manufacturer or di stributor will be prima facie evidence of the materials meeting the require ments of the specifications.

228.03 Construction Requirements. The Contractor shall furnish and install protective

covering blankets for erosion control on prepared areas of slopes at locations shown on the plans or designated by the Engineer. Erosion control blankets shall be installe d according to manufacturer recommendation or install according to the detail plan sheet. The deta il plan sheet is to be used as a guide in lieu of the manufacture recommendations.

228.03.1 Site Preparation. The area to receive the erosion control blanket should be

fine graded to a smooth profile and relativel y free from all weeds, cl ods, stones, roots, sticks, or other foreign material that may prevent the blanket from bearing completely on the surface. Any voids on the slope shall be fille d and properly compacted. Any seeded areas damaged or destroyed duri ng placement of the erosion blanket shall be reseeded as specified for the original seeding at no additional costs to the State.

228.03.2 Trench Preparation. An anchor trench shall be prepared at the top of the

slope by excavating a trench six inches deep by six inches wide. The erosion control blanket shall be anchored into the trench by st aking on 1-foot centers. The stakes shall be driven at least flush with the soil surface. The anchor tr ench shall be backfilled and compacted with soil. A minimum of three feet shall be allowed from the anchor trench to the crest of the slope. A similar anchor trench shall be installed at the bottom of the slope to terminate the installation. The trench shall be installed similar to the above except the erosion control blanket shall be rolled 24 inches past the toe of the slope. The terminal end of the erosion control blanket shall be staked on 1-foot centers. Section 228 Section 228 On long slopes, an intermediate anchor trench shall be installed at 50-foot intervals.

228.03.3 Placement of Blanket. Starting at the crest of the slope, the erosion control

blanket shall be rolled down the slope in a controlled manner. Approximately every 25 feet, the erosion control blanket shall be pulled to take out any excess slack. The goal is to have the erosion control blanket contour and initiate full contact with the soil. The typical installation will require one stake pl aced at 3-foot to 5-fo ot intervals along the vertical length of the erosion control blanket. Stakes shall be staggered 18 to 24 inches horizontally across the erosion control blanket. If the erosion control blanket needs to be spliced in the middle of a slope, the erosion control blanket shall be "shingled" with up- slope erosion control blanket overlapping the down-slope erosion control blanket. There should be a minimum of six inches of overlap in a splice. The joint splice shall be made by placing a row of stakes six inches on cent er and then placing a second row of stakes six inches on center, staggered from the first row. All overlaps and the edges shall be secured with stakes. All longitudinal and tran sverse laps shall be a minimum 6-inch joint with the upgrade section on top. All transverse laps shall be staked with two staggered rows of stakes on 6-inch centers. All longitudinal laps shall be stakes with two staggered rows on 3-foot to 5-foot centers. The staking shall firmly anchor the fabric netting to the soil surface. On the downstream end of blankets adjoining a structure, the anchor trench shall be omitted and the material folded six inches and butted tightly against the structure and one row of stakes installed on six-inch centers. An edge adjacent to a paved ditch shall be butted tightly against the paved ditch and a row of stakes installed on 12-inch centers. All stakes shall be driven flush with the soil surfaces.

228.03.4 Protection and Maintenance. The Contractor shall maintain and protect the

blankets until release of maintenance or until the Engineer has determined that the blankets have served their useful life, whichever occurs first. Maintenance shall consist of repairs necessitated by erosion, rain, wind, fire, or other cause.

228.04 Method of Measurement. Erosion control blankets of the type specified will be

measured by the square yard of surface ar ea covered. Any over width of material installed wider than ordered, laps, and anchor slots will not be measured for payment.

228.05 Basis of Payment. Erosion control blankets, measured as prescribed above, will

be paid for at the contract unit price per square yard, which price shall be full compensation for all materials, equipment, la bor, maintenance and all work necessary to complete the work. Payment will be made under: 228-A: Erosion Control Blanket, Type - per square yard SECTION 229 - EROSION MATS

229.01 Description. This work consists of furnishing and installing erosion mats to

protect slopes, ditches, etc. from scour and erosion. The mats shall be installed at Section 229 Section 229 locations shown on the plans in reasonably close conformity with the lines, grades and dimensions shown on the plans or as directed by the Engineer.

229.02 Materials. Erosion mats shall be UV stabilized mat constructed of plastics,

composites, polymers, rubber, precast concrete , or cast-in-place concrete. Erosion mats will be used as an erosion preventer for ditches, slopes, and other locations shown on the plans. Erosion mats shall be one from the Department’s APL. The mat shall be visually inspected and appr oved by the Engineer prior to use. Once approved by the Engineer, the mat may be incorporated into the work.

229.03 Construction Requirements. Erosion mats shall be installed in accordance

with the plans and manufacturer's guidelines including any underlayment. The anchor system shall be sufficient to anchor the mat to the ground surface. The installation area shall be graded to a level, smooth surface to avoid water concentration and to create an appropriate base for the erosio n mat. Seed and fertilizer shall be placed on the prepared surface prior to the installation of the erosion mat.

229.04 Measurement. Erosion Mat will be measured by the square yard.

If required, seed and fertilizer will be meas ured and paid under their appropriate pay items. 229.05--Basis of Payment. Erosion Mat, measured as pres cribed above, will be paid for at the contract unit price per square yard, which price shall be full compensation for all labor, materials, tools, equipment, underlayment, anchor system, concrete, and all incidentals necessary to complete the work. Payment will be made under: 229-A: Erosion Mat - per square yard SECTION 230 - TREE AND SHRUB PLANTING

230.01 Description . Tree and shrub planting consists of furnishing, delivering, planting

and establishing trees and shrubs of the type s, species, and sizes indicated in accordance with these specifications and in reasonably close conformity with the locations shown on the plans or as directed.

230.02 Materials .

230.02.1 Quality of Plant Materials . Unless otherwise specified, all trees and shrubs

shall be nursery grown stock, strong, healthy, clean, well grown, and free from damage, insects, diseases, or rodents. They shall be root pruned and typical of the species. They shall possess a healthy, normal, and fibrous root system of sufficient size to ensure plant growth. The branch system shall be of normal development and reasonably free from broken terminal growth or other objectionable disfigurements. Trees shall have reasonably straight stems, shall be well branched and symmetri cal in accordance with their natural habits of growth, and shall be approved by a representative of the Section 230 Section 230 Department.

230.02.2 Plant Names . All scientific and common plant names shall conform to the

"Standardized Plant Names" of the American Committee on Horticulture sponsored by the American Association of Nurserymen (AAN), current at the time of bid. All plant materials used shall be true to names and legibly tagged with name and size of material. There shall be no substitution for the kinds or sizes specified except by prior approval in writing by the Engineer.

230.02.3 Grading Standards . Grading of plants shall co nform to the specifications for

horticulture standards as adopted by the AAN, and current at the time of bid.

230.02.4 Nursery Inspection and Plant Quarantine . All shipments of plants shall

comply with all nursery inspection and plant qu arantine regulations of the State of origin and destination, as well as with federal regulations governing the interstate movement of nursery stock. A valid copy of the certificate of inspection shall accompany each package, box, bale, or car load lot delivered.

230.02.5 Balled and Burlapped (B&B) Plants . Plants to be balled and burlapped shall

be dug so as to retain as many fibrous roots as possible, and shall come from soil that will form a firm ball. The soil in the ball shall be the original and undisturbed soil in which the plant has been grown. The plant shall be dug, wrapped, transported, and handled so that the soil in the ball will not be loosened sufficiently to cause stripping of the small and fine feeder roots or to cause the soil to drop away from cont act with the roots.

230.02.6 Container Grown (CG) Plants . Container grown plants shall be well-rooted

and established in the containers in which they are sold. An established container grown plant shall be a plant transplanted into a cont ainer and grown in that container sufficiently long for new fibrous roots to have developed so that the root mass will retain its shape and hold together when removed from the container. The container shall be sufficiently rigid to hold the ball shape protecting the root mass during shipping and handling.

230.02.7 Inspection . All plant materials are subject to inspection at any time during the

life of the contract by an authorized representative of the Department. Inspections before or during planting operations, however, shall not be construed as final acceptance of the plants involved.

230.02.8 Paint or Tree Wound Dressing . Paint required for cut surfaces shall be an

asphalt base paint prepared especially for tree surgery and shall be approved before being used. 230.02.9--Collected Stock . Whenever "collected" stock is specified in connection with a species or variety, the stock shall not be nursery grown, but shall have been grown under natural conditions at the location from which it is acquired. If approved, collected stock may be obtained from areas no longer under cultivation as nursery stock.

230.02.10 Wrapping Material . The wrapping material sh all be approved tree trunk

wrapping paper. The tying material to be used in wrapping trees shall be jute twine or other tying materials approved by the Engineer. Section 230 Section 230

230.02.11 Water . The water applied as specified here in shall meet the requirements of

Subsection 714.01.5. 230.02.12--Topsoil . Topsoil used for backfilling shall meet the requirements of Subsection 715.01. 230.02.13--Fertilizers . Fertilizers shall meet the requirements of Subsection 715.08.

230.02.14 Mulch . Mulch shall meet the requirements of Subsection 715.07.

230.02.15 Bed Edging. Bed edging shall be steel edging, 3/16-inch by 4-inch in size,

green in color with steel stakes. The Contr actor shall submit a sample of the bed edging to the Engineer and receive approv al prior to delivery to the site.

230.03 Construction Requirements .

230.03.1 Collected Plants . The Contractor shall notify th e Engineer at least 24 hours in

advance of digging local plants. These plants shall meet the requirements of the contract.

230.03.2 Digging of Plants . All plants, nursery grown or collected, shall be dug with

care and skill immediately before shipping. Care shall be taken to avoid all possible injury to the plants or loss or damage to the roots. Particular care shall be given to the fibrous roots. After plants are dug, their roots shall not be permitted to dry out. If necessary to prevent drying out, they shall be puddled immediately upon digging. Dug plants shall not be exposed to artific ial heat or to fr eezing temperatures.

230.03.3 Care and Handling of Plants . Unless otherwise allowed by the Engineer, all

plants with bare roots that are not planted within four hours after delivery to the project shall be "heeled-in" in a moist soil. The roots of "B&B" plants and container grow n plants that are not planted within four hours upon delivery shall be adequately protected by a covering of soil, sand, sawdust, etc. and kept moist. All heeled-in plants shall be properly maintained by the Contractor until planted. When plants are delivered in boxes, wrapped bundles, or other forms of closed packages, the packages shall be opened immediately afte r delivery and the plants inspected and dampened if necessary. While plants with bare roots are being transported to and from heeling-in beds, or being distributed for planting, the roots shall be protected from drying out by means of wet canvas, burlap, straw or by other approved methods.

230.03.4 Seasonal Limitations . Trees and shrubs shall be planted during the period

specified in the plans. When soil and weathe r conditions are adverse to proper planting, the planting operations shall be suspended.

230.03.5 Excavation of Plant Holes . Plant hole excavation sha ll be roughly cylindrical

in shape with the sides approximately vertical. Plants shall be centered in the holes with the trunk locations as shown on the plans. The soil on the sides and in the bottom shall be loosened by scarifying or other approved methods. Section 230 Section 230 Holes for bare-root plants shall be at leas t six inches larger than the maximum root spread. Holes for B&B, and CG plants shall be large enough to allow at least six inches of backfill below and around the earth ball. When a tree spade is used, the plant hole and the earth ball shall be approximately equal in size.

230.03.6 Pruning . Before the plant is placed in the plant hole, bruised or broken parts

of minor roots shall be cut off in a satisfactory manner. The tops of all plants shall be properly pruned, either before or immediately after planting. Pruning shall consist of thinning out and/or heading back of stems and top branches as may be necessary according to generally accepted horticultural practices and according to the shape, size, an d condition of the individual plant. All cut surfaces one inch or more in diameter shall be painted with an approved asphalt base tree paint.

230.03.7 Planting, Backfilling and Watering . The plant shall be placed in the

prepared plant hole at the proper position in regard to depth, alignment, final grade of the surrounding ground, and vertical placement of the trunk, and this position shall be maintained during subsequent backfilling and water operations. Unless otherwise specified or directed, plants shall stand, at the time of completion of planting operations, at the same depth as they stood in the nursery, container or field. Plant pits are plant bed areas that are bound all around by bed edging and/or paving, or as noted on the drawings. Bed preparation shall be required within plant pits, which shall consist of stripping the proposed bed area of existing grass or plant material, unless designated to remain; removal and disposal of existing soil in order that finished grade of bed, not including surface mulc h, is no higher than surr ounding grades/pavement edges unless noted otherwise on the drawings; spreading a 4-inch layer of Tree Bark Mulch, Type III throughout the area, and tilling in the Tree Bark Mulch, Type III to a depth of six inches uniformly throughout the area; and excavating plant holes. The entire bed area shall receive Tree Bark Mulch, Type V, as a surface mulch. Within plant pits, additional Tree Bark Mu lch, Type III for each tree, shrub and groundcover plant hole is not necessary beyond the uniform layer of application tilled into the soil as noted on the vegetation sche dule. Within each tree and shrub plant hole within a plant pit, backfill with a 50/50 mix of existing soil amended with Type III mulch and topsoil. Groundcover plant holes do not require any other backfill material other than the amended existing soil with Type III mulch incorporated. Backfill for tree and shrub plant holes outside of plant pits shall be a 50/50 mix of existing soil and topsoil, after applying the 4- inch layer of Tree Bark Mulch, Type III.

230.03.7 1--Plants with Bare Roots . With the plant in its proper position, the plant hole

shall be carefully filled to within one-half to two-thirds its capacity with topsoil. The topsoil shall be carefully pl aced, worked around the roots, and firmed so as to avoid bruising or breaking the roots. When this partial backfilling and firming has been completed, the soil in the plant hole shall be saturated with water. The remainder of the topsoil backfill shall then be placed, firmed, and brought to an approved moisture content. The top few inches of soil may be allowed to remain loose. When deemed necessary, water rings shall be constructed of suitable firmed earth six Section 230 Section 230 inches high to encompass the plant hole for the purpose of retaining water.

230.03.7 2--Balled and Burlapped Plants . The plant shall be handled by the ball and

placed in the hole in such a manner that the soil will not be loosened from the roots. After the hole has been partially backfilled and the topsoil firmed under and around the ball, the burlap shall be cut away from the stem of the plant. The hole shall then be saturated with water to the elevation of the top of the topsoil. Backfilling and firming shall then be completed in a manner to avoid loosening the soil of the root ball. Water shall then be applied as for bare root plants, and water rings shall be constructed as deemed necessary.

230.03.7 3--Container Grown Plants . Immediately prior to placing the plant in the

hole, the container shall be removed so as not to disturb the ball of soil that contains the root system. The planting procedure shall be as specified above for balled and burlapped plants.

230.03.7 4--Tree Spade Plants . When specified or permitted, a tree spade may be used

in digging plant holes and planting. This me thod of planting shall be in accordance with good horticultural practices meeting the approval of the Engineer.

230.03.8 Fertilizer . Fertilizer shall be the types and shall be applied at the rates and in

the manner specified. The fertilizer shall be applied during backfilling operations in a manner that will ensure proper placement of the fertilizer and avoid injury to the roots.

230.03.9 Mulching . Mulch shall be the types and shall be applied at the rates specified

as a top layer on the backfilled plant hole. 230.03.10--Wrapping . The trunks of smooth-barked trees shall be wrapped with an approved material prepared es pecially for tree wrapping. Wrapping shall begin two inches below the ground line and continue upward to the lower-most branches, and shall be firmly placed and securely fastened in a manner that will not injure the trunk of the tree.

230.03.11 Staking and Guying . All trees shall be staked or guyed at the time of

planting. Trees larger than two-inch ca liper shall be guyed from at least three points with double strands of 12-gauge wire. Guy wires shall be anchored to 2-inch by 2-inch by 18-inch stakes driven to the extent that the top of th e stake is at approximat ely three inches above the finish ground. Tie wires shall be securely fastened to the tree by means of a collar of rubber hose or other approved material. Guy wires shall be tightened and kept tight by twisting. Trees, 2-inch and smaller caliper, may be guyed as specified above or staked with two stakes, 2-inch by 2-inch minimum, set 18 inch es in the ground. Th e tree shall be midway between the stakes and held firmly in pl ace by two strands of 12-gauge, soft wire enclosed in rubber hose or other approved covering. The wire shall then be nailed or stapled to the stakes to prevent slippage.

230.03.12 Surplus Excavation . Surplus excavated material from plant holes shall be

Section 230 Section 230 disposed of by scattering or as directed. All debris and other objectionable material shall be removed from the site and the area cl eaned up and left in neat condition.

230.03.13 Restoration of Plants . At the earliest possible time at the end the growing

season, the Contractor shall replace at no additional cost to the Department all dead, damaged, or missing plants.

230.03.14 Plant Establishment .

230.03.14 1--General . The Contractor shall use good ho rticultural practices to keep all

plants installed in a healthy condition until final inspection for release of maintenance.

230.03.14 2--Weed and Grass Control . The area around planted trees and shrubs shall

be maintained reasonably free of weeds and grass within a minimum radius of two feet from each plant trunk or the entire plant pit or bed. Wher e practicable to effectively accomplish this work without removal of the mulc h, removal will not be required. If it is necessary to remove the mulch to effe ctively accomplish this work, removal and replacement shall be performed at no additional cost to the Department. Weed and grass control shall be performed during the time intervals specified on the plans.

230.03.14 3--Watering . Water necessary to thoroughly wet the roots of all trees and

shrubs shall be applied in accordance with the provisions shown on the plans.

230.03.14 4--Fertilization . Each tree or shrub shall be fertilized with the types of

fertilizer, at the rates, and during the periods shown on the plans.

230.03.14 5--Mulching . Mulch material shall be repositioned, supplemented, or replaced

as required during the period shown on the plans.

230.03.14 6--Pruning. All trees and shrubs shall be properly pruned with approved pruning shears. Pruning shall consist of removing all dead or diseased wood and new

growth as necessary to maintain natural shape of the plants. Pruning shall be during the periods specified on the plans. The Contractor shall be fully responsible for protection, preservation, and maintenance of all plantings until final inspection for release of maintenance.

230.03.14 7--Inspection of Plants . Inspection of planted trees and shrubs will be made

by the Engineer at the end of the growing s eason. Determinations will be made by the Engineer of the survival of each size and type of plant. The Engineer will either require replacement of dead, defective, or missing pl ants, or not require replacement at certain locations.

230.03.14 8--Rep lacement of Plants . The Contractor may be directed by the Engineer

to replace certain dead, defective, or missing plants. Replacement plants shall be made at the earliest practicable time during the planting season and growing season. All replacement plantings shall be in accordance with the requirements a pplicable to initial planting.

230.03.14 9--Non-Replacement of Plants. Certain plants found to be dead, defective, or missing may be ordered removed and not replaced if non-re placement would not

Section 230 Section 230 adversely affect the planting design.

230.03.14 10--Plant Establishment Period . The plant establish pe riod (growing season)

shall begin upon the date that the Engineer determines plant material installation has been acceptably completed, includin g staking/guying and mulching , and continues through the time noted below. Date of Installation Completion Growing Season August 2nd to November 1st 240 Calendar Days November 2nd to January 1st 180 Calendar Days January 2nd to May 1st 120 Calendar Days May 2nd to August 1st 90 Calendar Days Where feasible in the opinion of the Engineer, the Contractor may install plant material well in advance of project completion, in order that the plant establishment period may run concurrent with the contract time. All d ead and unsatisfactory plant material shall be replaced after the growing seas on. No additional growing s eason will be required after the initial growing season. However, no matter what date the growing season concluded, the Contractor will be required to maintain healthy plants until final inspection of the entire project. No contract time or liquidated damages will be charged during the plant establishment period if, and only if, all items of work on the project have been completed.

230.04 Method of Measurement . Trees and shrubs, in pl ace, undamaged and healthy

at the time of final inspection, will be meas ured per each for each species, size, and type specified. Furnishing, installation, staking or guying, weed and grass control, pruning, removal of dead and defective trees and shrubs or missing trees and shrubs will not be measured for separate payment. Topsoil used for backfilling initial plantings only will be measured and paid for under Section 211. Fertilizer ordered and acceptably used will be measured and paid for under Section 232. Mulch ordered and placed in accordance with the requirements of these specifications will be measured and paid for under Section 233. Water ordered and acceptably used will be m easured and paid for under Section 219. Bed edging, complete in place and accepte d, will be measured per linear foot. Excavation, backfilling, and miscellaneous f ittings will not be measured for separate payment. Bed preparation within plant pits, complete in place and accepted, will be measured per square foot. Stripping of existing vegetation, excavation of existing soil, and weeding will not be measured for separate payment. Section 230 Section 230 Tree Bark Mulch will be measured and paid for in accordance with Subsection 233.04. Construction of water rings, haul and disposal of surplus or unsuitable excavation, and other plant establishment work required in the contract shall be considered incidental to tree or shrub planting and will not be measured for separate payment. Measurement for payment will be made in the following sequence: When plants have been planted and are in a healthy condition in accordance with the contract, seventy-five percent (75%) of the bid price for that species of plant material meeting the requirements of the contract will be allowed. When the inspection of plants at the end of the growing season has been conducted and the replacement of any dead or unsatisfactory plant material has been made, ninety percent (90%) of the bid price for that species of plant material meeting the requirements of the contract will be allowed. When the final inspection of the project has been conducted and the replacement of any dead or unsatisfactory plant material has been made and upon final release of maintenance, one-hundred percent (100%) of the bid price will be allowed for plant material meeting the requirements of the contract.

230.05 Basis of Payment . Accepted quantities of scrubs and trees of the specified

species, size, and type will be paid for at the contract unit price per each, which price shall be full compensation for completing the work. Accepted quantities for bed edging and bed prep aration will be paid for at the contract unit price per linear foot and square foot, respectively. Prices paid shall be full compensation for co mpleting the work. Payment will be made under: 230-A: Shrub Planting, Designation - per each 230-B: Tree Planting, Designation - per each 230-C: Bed Edging - per linear foot 230-D: Bed Preparation - per square foot SECTION 231 - TREE SEEDLING PLANTING

231.01 Description . Tree seedling consists of furnishing, delivering and planting tree

seedlings of the species, type and size indica ted, in accordance with these specifications and in reasonably close conformity with the locations shown on the plans or directed.

231.02 Materials .

231.02.1 Quality and Grading Standards . The seedlings shall be nursery grown and

Section 231 Section 231 equal to the best quality produced by and graded according to the standards of the Mississippi State Forestry Co mmission, United States Forest Service, or American Association of Nurserymen (AAN).

231.02.2 Nursery Inspection and Plant Quarantine . All shipments of seedlings shall

comply with all nursery inspection and plant qu arantine regulations of the State of origin and destination, as well as with federal regulations governing the interstate movement of nursery stock. A valid copy of the certificate of inspection shall accompany each package, box, bale, or car load lot delivered.

231.02.3 Plant Names . All scientific and common plant names shall conform to the

"Standardized Plant Names" of the American Committee on Horticulture sponsored by the AAN, current at the time of bid. All plant materials used shall be true to names and legibly tagged with name and size of material. There shall be no substitute for the kinds or sizes specified except by prior approval in writing by the Engineer.

231.02.4 Inspection . All seedlings are subject to in spection at any time during the life

of the contract by an authorized representati ve of the Department. However, inspections before or during planting operations shall not be construed as final acceptance of the seedlings.

231.02.5 Fertilizer . Fertilizer(s) shall meet the applicable requirements of Section 213

or Section 232, as specified. 231.03--Construction Requirements .

231.03.1 Equipment . The furnished tools and equipment for digging plant holes, slits

or trenches shall be adequate to perform th e excavation to the proper size and depth such that twisted, balled, or "U" roots will not re sult. All equipment and tools shall meet the approval of the Engineer.

231.03.2 Seasonal Limitations . Seedlings shall be planted during the period specified

on the plans. When soil and weather conditions are adverse to proper planting, the planting operations shall be suspended.

231.03.3 Care and Handling . All seedlings shall be planted within fourteen days after

pick-up from the nursery. The seedlings sha ll be stored in a cool, damp, shady place and the roots kept moist at all times until planted. Seedlings allowed to dry out in route to planting site, in storage for daily planting or during handling by individual planters will be unacceptable for planting.

231.03.4 Spacing . The spacing of seedlings shall be as specified on the plans, or as

directed by the Engineer. 231.03.5--Area Preparation . All existing vegetation within the area shall be mowed to a height of approximately four inches prior to planting the seedlings. 231.03.6--Planting . The ground shall be cleared of vegetation approximately one square foot at the point of planting when planting seedlings using a dibble bar or mattock. One seedling per trash-free hole shall be planted in the center of the cleared area at the depth grown in the nursery; however, a tolerance of two inches low will be permitted for pine Section 231 Section 231 seedlings. All slits, holes, or trenches shall be closed and the soil packed firmly around the planted seedlings. Mechanical seedling planters may be used to plant seedlings in relatively flat areas suited to power equipment when approved. The plan ter shall clean a strip of an approved width and in an approved manner. One seedling shall be planted in the trash-free slit or trench at the depth grown in the nursery; howeve r, a tolerance of two inches low will be permitted for pine seedlings. All plant slits or trenches shall be closed and the soil packed firmly around the planted seedling. When the plant holes cannot be dug large en ough for the seedling's root system using dibble bar, mattock or mechanical planter, other approved methods shall be used. In any case, roots of seedlings shall not be pruned or broken.

231.03.7 Restoration of Seedlings . At the earliest possible time during the planting

seasons and at no additional cost to the Depa rtment, the Contractor shall replace all dead, damaged, or missing seedlings. 231.03.8--Application of Fertilizer. Fertilizer shall be the types and shall be applied at the rate and in the manner specified.

231.03.9 Inspection of Seedlings . Inspection of planted seedlings will be made by the

Engineer before the end of the first full growing season. On or about October 1, determinations will be made by the Engineer of the survival of each species of seedling. The Engineer will divide the portion of the project on which each species of seedling is planted into lots as deemed necessary to repr esent segments of the work in which survival characteristics are similar. At the discretion of the Engineer, the percentage of survival of seedlings will be determined by sampling from each of the lots selected or the percentage of survival in any lot may be determined from the ratio of the actual count of seedlings within the lot at the time of the inspection to the total number of seedlings required to plant the lot in accordance with the spacing requirements of the contract. In the determination of the percentage of survival sampling from areas planted, the Engineer will select at random, from within each lot selected, one or more increments, each of which shall be not less than one-tenth acre or ten pe rcent of the area of the lot, whichever is smaller. The area of each increment selected within the lot will be measured and, if more than one increment is selected , their areas will be combined. The number of surviving seedlings within the selected incr ement(s) of the lot will be counted. The percentage of the survival of the lot will be established by dividing the combined count of surviving seedlings thus obtained by the total number of seedlings required for the combined areas of the increments when planted in accordance with the spacing requirements of the contract. The survival percentage of each species for the project will be established by multiplying the survival percentage for each lot by the area of each such lot and dividing the sum of these products by the total area planted. As determined during this inspection, the Engineer will either require replacement of dead, defective, or missing seedlings or not require replacement of such seedlings at certain locations. Section 231 Section 231

231.03.10 Replacement or No n-Replacement of Seedlings .

231.03.10 1--Replacement . The Contractor may be direct ed by the Engineer to replace

certain dead, defective, or missing seedlings. Replacements shall be made at the earliest practicable time during the planting season following the first growing season. All replacement plantings shall be in accordance with the requirements a pplicable to initial planting.

231.03.10 2--Non-Replacement . Certain seedlings found to be dead, defective, or

missing may not be ordered replaced if non -replacement would not adversely affect the planting design.

231.04 Method of Measurement . Seedlings of the type sp ecified, in place, undamaged,

and healthy at the time of final inspection, will be measured per thousand seedlings. At the discretion of the Engineer, the total number of acceptable seedlings in place at the time of final inspection will be determined by sampling from areas planted or by actual count of acceptable su rviving seedlings. The Engineer will divide the portion of the project on which each species of seedlings is planted into lots as deemed necessary to represent areas of the work on which survival characteristic s are similar. Within each such lot, in the case of determination by samp ling, the Engineer will select at random one or more increments, each of which shall be not less than one-tenth acre or ten percent of area of the lot, whichever is smaller. The area of the lot will be determined and the area of each increment selected within the lot will be measured and, if more than one increment is selected within the lot, the area s of such increments will be combined. The number of acceptable surviving seedlings within the increment or increments, as the case may be, will be counted. The number of acceptable surviving s eedlings within the increment or increments thus determined shall be multiplied by the ratio between the area of the lot and the area of the increment or incr ements, as the case may be, to give the total number of surviving seedlings in the lot. In lieu of such determination by the specified sampling method, the Engineer may elect to determine the total number of acceptable surviving seedlings in place in any lot at the time of final inspection by actual count. The number of acceptable seedlings of each species in place on the project at the time of final inspection shall be the summation of the number of acceptable surviving seedlings of each species determined for each lot. Fertilizer(s) ordered and acceptably used will be measured and paid for under Section 213 or Section 232. Measurement for payment will be made in the following sequence: When all seedlings have been planted in accordance with the contract, 65 percent of the unit price will be allowed. When the inspection of seedlings at the end of the first growing season (October 1) as set out in Subsection 231.03.9 dete rmines that the survival rate exceed 65 percent for one or more of the individual species, sizes and types, the same percentage of the unit price will be allowed as the survival rate, but not to exceed 75 percent. Section 231 Section 231 At the end of the second planting season and after all ordered replacement seedlings have been properly planted and the survival rate at the end of the first growing season was determined to exceed 75 per cent for one or more of the individual species, sizes and types, the same percentage of the unit price will be allowed as the survival rate, but not to exceed 80 percent. At the end of the second growing season, 90 percent of the unit price will be allowed for surviving seedlings, trees and shrubs. Upon release of maintenance, 100 percent of the unit price will be allowed for surviving seedlings, trees and shrubs meeting the requirements of the contract.

231.05 Basis of Payment . Seedlings of the type specifi ed, measured as provided above,

will be paid for at the contract unit price per thousand, which price shall be full compensation for co mpleting the work. Payment will be made under: 231-A: Seedlings, Designation - per thousand SECTION 232 - FERTILIZER FOR WOODY PLANT MATERIAL

232.01 Description . This work consists of furnishing, transporting, and placing

fertilizer under or around the roots of trees, shrubs, liner plants, and other plant materials in accordance with th e requirements shown on the pl ans and in these specifications.

232.02 Materials . The fertilizer for woody plant materials shall meet the requirements

of Subsection 715.08.

232.03 Construction Requirements . Unless otherwise specifi ed, the Contractor will

have the option of using fertilizer packets or tablets. A one-ounce packet is equivalent to four five-gram tablets; two ten-gram tablets; or one twenty-one-gram tablet. The required number and size of packets or tablets for each type of plant material will be specified on the plans. When using packets, they shall be placed beneath the roots in the backfill material during the planting operation. Care shall be taken to ensure that packets remain unopened and lie in a horizontal position. When using tablets, the plant shall be positioned in the plant hole and backfilled no higher than halfway up the root ball. The sp ecified number of tablets, designated on the plans or determined by the Engineer, shall be spaced approximately equal distances around and immediately adjacent to the root ba ll. The backfilling operation shall then be completed in accordance with the planting specifications.

232.04 Method of Measurement . Fertilizer for woody plant material will be measured

by the thousand tablets or packets. Fertilizer tablets, placed as specified and accepted, will be measured in place by the Section 232 Section 232 thousand tablets. Fertilizer packets, placed as specified and accepted, will be measured in place by the thousand packets. In the event fertilizer tabl ets are substituted for fertilizer packets as provided in Subsecti on 232.03, the quantity of tabl ets placed and accepted will be converted to packets and included in the measurement for payment for fertilizer packets.

232.05 Basis of Payment . Fertilizer for woody plant material, measured as prescribed

above, will be paid for at the contract unit price per thousand tablets or per thousand packets, as specified. Prices thus paid shall be full compensation for completing the work. Payment will be made under: 232-A: Fertilizer for Woody Plant Material, Designation, Size - per thousand SECTION 233 - MULCH FOR WOODY PLANT MATERIAL

233.01 Description . This work consists of furnishing, transporting, placing, and

maintaining the kinds of mulch specified in accordance with the re quirements of these specifications and in reasonably close conformity with the dimensions and details shown on the plans or established.

233.02 Materials . The mulch for woody plant mate rials shall meet the applicable

requirements of Subsection 715.07. Tree Bark Mulch, Type III used for plant pits (multiple plants in one bed area) and plant holes outside of plant pit areas shall meet the requirements of Subsection 715.07. Tree Bark Mulch, Type V used for the surface mulching plant holes and plan t pits shall meet the requirements of Subsection 715.07. Straw mulch delivered in bales shall be commercially available baled straw with an approximate length of 32 inches.

233.03 Construction Requirements .

233.03.1 General . All work shall conform to good horticultural practices.

233.03.2 Placement . The specified kinds of mulc h shall be placed uniformly on

designated areas within 24 hours following pl anting. The areas to be mulched shall be free of undesirable debris and weeds or grass. The mulch shall be placed to the specified depth by an approved method and in a manner that will present a neat uniform appearance. The mulch shall be kept within the designated areas without undue scattering. The areas to receive mulch and the rates of application will be shown on the plans or designated by the Engineer. The tolerances from the specified rates will be as determined by the Engineer to be reasonable.

233.03.3 Protection and Maintenance . The Contractor shall maintain and protect

mulch areas until release of maintenance of the project. The Contractor shall take every Section 233 Section 233 precaution to prevent unnecessary foot and vehicular traffic on the mulched areas and shall repair and restore immediately all displacement of mulc h without additional compensation. 233.04--Method of Measurement . Mulch for woody plant materials will be measured by the cubic yard or ton as specified herein. Tree Bark Mulch, Type III for tree plant holes and for shrub plant holes outside of plant pit areas will be measured per cubic yard. Tree Bark Mulch, Type V for tree and shrub plant holes outside of plant pit areas requiring bed preparation and in unplanted ar eas where the mulch is utilized as a surface treatment will be measured per cubic yard;. Tree Bark Mulch, Type V within plant pit areas will not be measured for payment. Tree bark mulch will be measured by the cubic yard as packaged or baled. Unless the Engineer determines otherwise, the volume shown on the manufacturer's label or tag will be used to determine the volume. Aggregate mulch will be measured by the cubic yard (LVM). Straw mulch will be measured by the cubic yard, ton, or each bale. When measuring straw mulch by the cubic yard, the volume for measurement will be the product of the number of bales of straw mulch acceptably placed and the average volume per bale. When measuring straw mulch by the ton, the weight for measurement will be the product of the number of bales of straw mulch accepta bly placed and the average weight per bale as determined on approved scal es provided by the Contractor.

233.05 Basis of Payment . Mulch of the kinds, types, or classes specified will be paid

for at the contract unit price per cubic yard for tree bark mulch, per cubic yard (LVM) for aggregate mulch, and per cubic yard, ton or each for straw mulch, which prices thus paid shall be full compensation for completing the work. Payment will be made under: 233-A: Tree Bark Mulch, Type - per cubic yard 233-B: Aggregate Mulch - per cubic yard 233-C: Straw Mulch, Class - per cubic yard, ton, or each SECTION 234 - SILT FENCE

234.01 Description . This work consists of furnishing, constructing and maintaining a

water permeable filter type fence, inlet siltation guard or turbidity barrier for the purpose of removing suspended soil particles from the water passing through it in accordance with the requirements shown on the plans, as directed by the Engineer and these specifications. Fence, inlet siltation guards and turbidity barriers measured and paid as temporary shall be removed when no longer needed or permanent devices are installed. Section 234 Section 234 It is understood that measurement and payment for silt fence, inlet siltation guards, and turbidity barriers will be made when a pay item is included in the proposal. The quantities are estimated for bidding purposes only, and may be varied dependent upon actual conditions that occur during construction of the project.

234.02 Materials . Geotextile fabric, posts, staples and woven wire backing, when

required, shall meet the requirements of Subsection 714.13. Inlet siltation guards shall be one from the Department’s APL. Turbidity barriers shall be one from the Department’s APL. Chain link fence and hardware for super silt fence shall meet the requirements of Section 607, as applicable. Geotextile for super silt fence shall meet the requirements of Subsection 714.13 for a Type II Woven fabric.

234.03 Construction Requirements .

234.03.1 Placement of Fence .

234.03.1 1--Silt Fence. The silt fences shall be constructed at the locations shown on the

plans or as directed by the Engineer. All posts shall be installed so that no more than three feet of the post shall protrude above the ground. Extra post for bracing shall be installed as directed by the Engineer. The woven wire shall be securely fastened to the wood posts with staples. When metal posts are used, the wire shall be fastened to the pos t with wire or other approved means. The geotextile shall be attached to the wire fence by wire or other approved means. The bottom edge of the geotextile shall be buried six inches below ground surface to prevent undermining. When splicing of the geotextile is necessary, two posts shall be installed approximately 18 inches apart and each piece of geotextile shall be fastened to both posts. The geotextile will be rejected if it has defects, rips, holes, flaws, deterioration, or damage incurred during manufacture, transportation, storage or installation. Type II geotextile may be installed without th e woven wire fence backing provided all of the following conditions are met:

234.03.1 2--Super Silt Fence. Super silt fence shall be constructed in accordance with

the plans and these specifications. All posts shall be installed/driven so that at least 34 inches of the post will protrude above Section 234 Section 234 the ground. The chain link wire and geotextile shall be stretched taut and securely fastened to the posts as shown on the plans. The bottom edge of the fence and geotextile shall be buried at least eight inches below ground surface to prevent undermining. When splicing of the geotextile is necessary, the fa bric shall be overlapped approximately 18 inches.

234.03.2 Placement of Inlet Siltation Guards and Turbidity Barriers. T h e i n l e t

siltation guards and turbidity barriers shall be constructed at the locations shown on the erosion control plan. Inlet siltation guards and turbidity barriers shall be installed in accordance with the erosion control drawings in the plans. A copy of the manufacturer’s instructions for placement of inlet siltation guards and turbidity barriers shall be provided to the Engineer prior to construction.

234.03.3 Maintenance and Removal . The Contractor shall maintain the silt fence and

the geotextile shall be removed and replaced wh en deteriorated to such extent that it reduces the effectiveness of the silt fence. Excessive accumulations against the fence shall be removed and disposed of as directed by the Engineer. The Contractor shall maintain the inlet siltation guards. The geotextile shall be removed and replaced when deteriorated to such exte nt that it reduces the effectiveness of the guard. Replacement geotextile shall be the same type and manufacture as the original. Excessive accumulations against the guard shall be removed and disposed of at a location approved by the Engineer. The Contractor shall maintain the turbidity barriers. Exce ssive accumulations against the turbidity barrier shall be removed and disposed of at a location approved by the Engineer. Unless otherwise directed, all temporary silt fences, inlet guards and turbidity barriers shall be removed. Upon removal, the Contractor shall remove and dispose of any excess silt accumulations, shape the area to the line, grade, and cro ss section shown on the plans and place vegetation on all bare areas in accord ance with the contract requirements. The temporary fence, inlet guard materials and turb idity barriers will remain the property of the Contractor and may be used at other loca tions provided the materials are acceptable to the Engineer. 234.03.4--Resetting Inlet Siltation Guards and Turbidity Barriers. When inlet siltation guards and turbidity barriers are no longer needed at one location, they may be removed and reset at other needed locations. The Engineer may allow the resetting of siltation guards and turbidity barriers upon an inspection and determination that the siltation guards (frame and geotextile) and turbidity barriers are adequate for their intended purpose. When they have to be stored until needed at another location, payment for resetting will not be made until they are reset at their needed location.

234.04 Method of Measurement . Silt fence and super silt fence will be measured by

the linear foot. Inlet siltation guard and resetting siltation gua rds will be measured per each. Turbidity barrier will be measured per linear foot.

234.05 Basis of Payment . Silt fence and super silt fence, measured as prescribed

above, will be paid for at the contract unit price per linear foot which shall be full Section 234 Section 234 compensation for co mpleting the work. Inlet siltation guard, resetting inlet siltation guards, and turbidity barrier, measured as prescribed above, will be paid for at the co ntract unit price per each or linear foot, which shall be full compensation for furnishing, constructing, and maintaining the work and for the removal and disposal of all items comprising the devices. Payment will be made under: 234-A: Temporary Silt Fence - per linear foot 234-B: Permanent Silt Fence - per linear foot 234-C: Super Silt Fence - per linear foot 234-D: Inlet Siltation Guard - per each 234-E: Reset Inlet Siltation Guard - per each 234-F: Turbidity Barrier - per linear foot SECTION 235 - TEMPORARY EROSION CHECK

235.01 Description . This work consists of furnishing, constructing and maintaining

baled hay or straw erosion checks for the rete ntion of soil along the toe of fill slopes, around inlets, swale areas, small ditches, sediment basins and other areas as directed by the Engineer in accordance with the requirements sh own on the plans and these specifications. Also, the work includes removing and disposing of the erosion checks and silt accumulations as directed by the Engineer. Measurement and payment for temporary erosion checks will be made only when ordered and a pay item is included in the bid schedule of the proposal. The quantity is estimated for bidding purposes only and will be dependent upon actual conditions that occur during construction of the project.

235.02 Materials . Approved Type I or II baled hay or straw material shall be

rectangular in shape with a minimum length of 32 inches and shall m eet the requirements of Subsection 715.05. The wooden stakes us ed in securing the baled material in place shall be approximately 2 inches by 2 inches x 34 inches meeting the approval of the Engineer.

235.03 Construction Requirements .

235.03.1 General. The erosion checks shall be constructed at the locations and

according to the requirements shown on the plans or as directed by th e Engineer. Erosion checks required along the toe of fill slopes shall be constructed prior to grading operations at the site. For other locations, the erosion checks shall be constructed when directed by the Engineer. The soil shall be excavated at least three inches in depth to embed the baled material. Section 235 Section 235 After securing in place, a sufficient quantity of the excavated material shall be placed around the erosion check and comp acted to prevent undermining.

235.03.2 Maintenance and Removal . The Contractor shall maintain the erosion checks

and remove and dispose of silt accumulations as directed by the Engineer. When the erosion checks are no longer needed , they shall be removed and the Contractor shall dispose of silt accumulations and treat the disturbed areas in accordance with the contract requirements. 235.04--Method of Measurement . Erosion check will be measured per each by actual count of the total bales used in constructing, replacing and maintaining the erosion checks.

235.05 Basis of Payment . Erosion check, measured as prescribed above, will be paid

for at the contract unit price per each, wh ich price shall be full compensation for completing, maintaining and removal of the erosion checks and the removal and disposal of silt accumulations. Payment will be made under: 235-A: Temporary Erosion Check - per each SECTION 236 - TEMPORARY SILT BASINS

236.01 Description . This work shall consist of excavation and satisfactory disposal of

all materials excavated in the construction, clean out, and maintenance of silt basins. This work may also consist of maintenance and removal of existing silt basins constructed on previous projects. The Contractor shall construct earth dikes and overflow spillways, furnish and install outfall pipe, perforated elbows, perforated ri sers, and trash racks in silt basins where shown on the plans or as directed by the Engineer. The quantity of silt basins to be placed will be affected by the actual conditions that occur during the construction of the project. It is understood that measurement and payment for silt basins will be made only when shown on the plans or ordered by the Engineer, and a pay item is included in the bid schedule of the proposal. The quantity is es timated for bidding purposes only and will be dependent upon actual needs during construction of the project.

236.02 Blank .

236.03 Construction Requirements.

236.03.1 General. The Contractor shall excavate silt basins to the dimensions and at the

locations shown on the plans or as directed by the Engineer. The silt basins, new or existing, shall be cleaned out as frequently as necessary to have at least 50% of the basin capacity available at all times. The silt basins shall be completely cleaned out and the slopes shaped and dressed for seeding and mulching prior to completion of the project Section 236 Section 236 unless otherwise directed by the Engineer. Grassing shall be done in accordance with the provisions contained in the contract for the roadway and will not be measured as a separate item.

236.03.2 Maintenance and Removal. The silt basins shall be maintained so they will

function properly until the Contractor is released from maintenance, all as determined by the Engineer. All excavated materials shall be utilized in the construction of basins or roadway embankments except where otherwise directed by the Engineer. Materials not used shall be disposed of as directed by the Engineer. Upon removal of a silt basin, the pipe, elbows, risers and trash racks may be used at other locations provided they are in condition acceptable to the Engi neer. Pipe, elbows, risers and trash racks will become the property of the Department upon completion of the project.

236.04 Method of Measurement . Silt basin will be measured per each. Once a silt

basin has been constructed, it shall be paid for at the unit price per each. Maintenance and removal of existing silt ba sin will be measured per each. Once an existing silt basin has been cleaned out, it sh all be paid for at the unit price per each. Additional clean outs or maintenance may need to be performed on that silt basin throughout the length of the project.

236.05 Basis of Payment . Silt basin will be paid for at the contract unit price per each,

which price shall be full compensation for construction, maintaining, removal unless noted otherwise, grassing and any other work required to make the basin function. Maintenance and removal of existing silt basin will be paid for at the contract unit price per each, which price shall be full compensati on for maintaining, removal, grassing and any other work required to complete the work. Payment will be made under: 236-A: Silt Basin, Type - per each 236-B: Maintenance and Removal of Existing Silt Basin * - per each * Type may be specified SECTION 237 - WATTLES

237.01 Description . This work consists of furnishing, constructing and maintaining

wattles for the retention of soil around inlets, swale areas, small ditches, sediment basins and other areas as necessary. Also, the work includes removing and disposing of the wattles and silt accumulations. Measurement and payment for wattles will be made only when a pay item is included in the bid schedule of the proposal. The quantity is estimated for bidding purposes only and will be dependent upon actual conditions that occur during construction of the project. Section 237 Section 237

237.02 Materials . Wattles used around inlets shall have a diameter of twelve inches

(12”) and a length adequate to meet field conditions. Wattles used at other locations shall have a diameter of twenty inches (20”) and a length adequate to meet field conditions. The minimum diameter for the above wattle sizes shall be one inch (1”) less than the specified diameter. The stakes used in securing the wattles in place shall be placed appr oximately three feet (3’) apart throughout the length of the wattle. Stakes shall be wooden and of adequate size to stabilize the wattles to the satisfaction of the Engineer. Wattles shall be one from the Department’s APL.

237.03 Construction Requirements .

237.03.1 General. The wattles shall be constructed at the locations and according to the

requirements shown on the erosion control plan. 237.03.2--Maintenance and Removal . The Contractor shall maintain the wattles and remove and dispose of silt accumulations. When the wattles are no longer needed, they shall be removed and the Contractor shall dispose of silt accumulations and treat the dist urbed areas in accordance with the contract requirements.

237.04 Method of Measurement . Wattles of the size specified will be measured per

linear foot.

237.05 Basis of Payment . Wattles, measured as prescrib ed above, will be paid for at

the contract unit price per linear foot, wh ich price shall be full compensation for installation, maintaining and removal of the wattles, the removal and disposal of silt accumulations and any required rest oration of the disturbed areas. Payment will be made under: 237-A: Wattles, Size - per linear foot SECTION 239 - TEMPORARY SLOPE DRAINS

239.01 Description. This work consists of furnishing materials for, constructing and

maintaining temporary slope drains, to include berms, pipe and riprap, as directed by the Engineer in accordance with the requirements shown on the plans and these specifications to control soil erosion and water pollution. Also, the work includes removing and disposing of the temporary slope drains. This temporary erosion control provision shall be coordinated with the permanent erosion control features to assure economical, e ffective and continuous erosion control throughout the construction period. Measurement and payment for temporary slope drains will be made only when a pay item Section 239 Section 239 is included in the bid schedule of the propo sal. The quantity is estimated for bidding purposes only and may vary depending upon actual construction requirements.

239.02 Materials. The temporary shoulder berm may be constructed from embankment

material. The temporary pipe shall be 8-inch minimum diameter and leak proof. The temporary riprap shall be hard, durable stones or broken concrete, angular in shape and shall be of sufficient size to prevent scour where installed.

239.03 Construction Requirements. Temporary slope drains shall be constructed at

the intervals and locations designated or deemed appropriate by the Contractor and approved by the Engineer for channeling runoff waters down embankment slopes and according to the requirement s shown on the plans. Slope drains shall be adequately anchored to the slopes and their outlets constructed or placed to prevent erosion. Berms may be constructed from embankment material using the heel of a motor grader, bulldozer blade or other approved equipment and compacted using the wheels or tracks of same equipment. Riprap shall be placed in ac cordance with the plans where the pipe outlet location is subject to scour. The riprap may be end dumped. Pipe shall be placed in accordance with the plans and extended as required to coincide with the height of embankment by the end of each work day. Prior to the suspension of grading operatio ns each day, the Contractor shall shape the earthwork in a manner that will direct storm water runoff to the temporary slope drain installations. The temporary slope drains shall be operated and maintained by the Contractor in an acceptable functional condition until the slopes are protected with permanent erosion control measures. When the temporary erosion and pollution control installations are no longer required, the Contractor shall remove and dispose of all materials and restore the areas by establishing growth and coverage of vegetative items as required for the remainder of the project.

239.04 Method of Measurement. Temporary slope drains will be measured by the

linear foot of temporary pipe, which includes berms, riprap, and pipe including elbows or special sections. Measurement shall be alo ng the line and grade of the pipe installation from end to end along the centerline of the pipe installed and accepted. Temporary shoulder berms and temporary riprap will not be measured for separate payment. Their costs shall be included in the per linear foot price bid for temporary slope drains.

239.05 Basis of Payment . Temporary slope drains, measur ed as prescribed above, will

Section 239 Section 239 be paid for at the contract unit price per linear foot, which price shall be full compensation for completing and maintaining the work and for the removal and disposal of, when no longer required, all items comprising the temporary slope drains. Payment will be made under: 239-A: Temporary Slope Drains - per linear foot SECTION 245 - SILT DIKE

245.01 Description . This work consists of furnis hing, installing, maintaining and

removing temporary silt dikes. Silt dikes shall be used for velocity reduction of stormwater run-off. Silt dikes shall be considered to have “minimal” capabilities for sediment filtration of stormw ater run-off. With the ex ception of placement along the ends and edges of a construction bridge across a Water of the U.S., silt dikes shall not be used as a discharge structure or the last sediment control item in a “BMP train” prior to stormwater discharge off Department Right-of-Way or into Waters of the U.S.

245.02 Materials. Silt dikes shall have a dike height of at least nine inches (9”) in the

center. The outer cover shall be a woven ge otextile fabric placed around the inner plane and allowed to extend beyond at least one side of the device for a minimum of two feet (2’) to form an apron. The device may also have aprons on both sides, each of which shall extend from the device a minimum of two feet (2’). In the event that the silt dike has an apron extending from only one side, geotextile fabric shall be placed under the silt dike as shown on the standard drawing. Silt dikes shall rebound to their originally installed height when driven over by vehicles or equipment. Silt dikes shall not be damaged when driven over by vehicles or equipment. The silt dike shall also be one listed on the Department’s APL.

245.03 Construction Requirements. The flexibility of the materials in silt dikes allows

them to conform to various channel configurations. The dikes shall be attached to the ground with wire staples. The staples shall be No. 11 gauge wire and be at least six inches long. As a minimum, the staples shall be placed as recommended by the manufacture. Prior to placement of the silt dikes, the Cont ractor shall make sure the surface on which the dike is to be placed is flat. The silt di kes shall be placed in ditch, keeping excess fabric extended up and downstream of the dam. Excess material shall be trenched into the ground on the upstream end and stapled on the downstream end. A minimum 6-inch overlap between end sections shall be required should the width require multiple silt dikes to be installed. The overlapped end se ctions shall be connected with wire wraps or staples every 12 inches on center. The dike aprons shall be entren ched at the upstream side and anchored to the ground at downstream end using staples. This device can be used on surfaces that do not allow for trenching by securing the aprons with sand or gravel bags or other manner as described by the manufacturer. The device can be easily removed for maintenance and is considered to be reusable. Silt dikes which do not Section 245 Section 245 rebound to their originally install height or become damaged shall be removed, disposed of, and replaced by the Contractor at no additional expense to the Department. The Contractor shall be required to remove and dispose of all sediment that is accumulated adjacent to the dike.

245.04 Method of Measurement. Silt dike will be measured by the linear foot.

245.05 Basis of Payment. Silt dike, measured as prescribed above, will be paid for by

the linear foot, which price shall be full compensation for all cost of equipment, labor, materials, installation, cleaning and removal, and all incidentals necessary to complete the work. Payment will be made under: 245-A: Silt Dike - per linear foot SECTION 246 - SANDBAGS AND ROCKBAGS

246.01 Description . This item of work shall consist of the furnishing, installing, and

maintaining sandbags and rockbags for the purpose of temporary erosion control by intercepting and slowing the flow of sediment-laden runoff water, or for use as a temporary dam.

246.02 Materials. The filler material for sandbags shall consist of a fine aggregate

meeting the requirements of Subsection 703.02. The filler material for rockbags shall consist of a size 57 aggregate meeting the requirements of Subsection 703.03. The bag material shall be woven polypropylene, polyethylene or polyamide fabric with a minimum unit weight of four (4) ounces per square yard. The bags shall be a minimum of 21 inches in length, 12 inches in width, and four (4) in thickness when filled.

246.03 Construction Requirements. Sandbags and rockbags shall be used to construct

a berm/dam that will intercept sediment-laden storm water runoff from disturbed areas, create a retention pond, detain sediment, and re lease water in sheet flow. Sand or rock shall be placed in the bag so that at least the top six (6) inches of the bag is unfilled to allow for proper tying of the open end. Any subsequent rows of bags shall be offset one-half the length of the preceding row to provide a layered brick-type arrangement. The sandbag and rockbag berm/dam installation shall be maintained in good condition by the Contractor. All necessary work and materials to maintain the integrity of the installation shall be provided until earthwork construction is complete and permanent erosion-control features are in place. The maintenance of the bags will not be paid for separately and will be included in the cost for sandbags or rockbags.

246.04 Method of Measurement. Sandbags and rockbags will be measured per linear

foot or each. Sandbags and rockbags measured by the linear foot shall be in accordance with the details in the erosion control drawing. The length of the sandbag or rockbag berm/dam Section 246 Section 246 will be measured end-to-end along the cross- section of the ditch in accordance with the erosion control drawing.

246.05 Basis of Payment. Sandbags and rockbags, measured as prescribed above, will

be paid for per linear foot or each, which pr ices shall be full compensation for furnishing bags, fine aggregate, size 57 aggregate, placement of bags, maintenance of the installation, removal and disposal of the sediment deposits and removal after construction has been completed, and for all labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: 246-A: Sandbags - per linear foot or each 246-B: Rockbags - per linear foot or each SECTION 247 - TEMPORARY STREAM DIVERSION

247.01 Description . Temporary stream diversion shall consist of excavating,

stockpiling excavated material, and constructing a stream diversion at a new/existing drainage structure. It shall also include preparation of the diversion stream’s bottom and slopes in accordance with the erosion control drawings.

247.02 Materials. Geotextiles of the type specified shall meet the requirements of

Subsection 714.13. Riprap of the size specif ied shall meet the requirements of Section 705.

247.03 Construction Requirements. Temporary stream diversion(s) will be

constructed in accordance with the erosion control drawings. During the excavation of the stream diversion, all excavated material shall be stockpiled and used to backfill the stream diversion when no longer needed. The stockpiled material shall be treated so the sediment runoff from the stockpile shall not contaminate surrounding areas or enter the nearby streams. If the Contractor elects not to stockpile and maintain suitable excavated material, other suitable material will be used to backfill the stream diversion at no additional costs to the State. Any excavat ed material that the Engineer deems to be unsatisf actory, will be removed from the project and replaced with suitable material when the stream diversion is backfilled.

247.04 Method of Measurement. Temporary stream diversion will be measured per

each. Stream diversions that are both left and right of a station number will not be measured separately and will be measured as one unit (each). Payment for the disposal and replacement of the unsuitable excavated material during the construction of the stream diversion will be measured and payment made under the appropriate pay items.

247.05 Basis of Payment. Temporary stream diversion, measured as prescribed above,

will be paid per each, which prices shall be full compensation for all excavation, backfill, geotextile fabric, pumps, pipe, sandbags, riprap, silt fence, maintenance of the Section 247 Section 247 installation, backfill after no longer needed , and for all labor, tools, equipment, and incidentals necessary to complete the work. Payment will be made under: 247-A: Temporary Stream Diversion - per each SECTION 249 - RIPRAP FOR EROSION CONTROL

249.01 Description . Riprap for erosion control cons ists of furnishing and installing

riprap for the purpose of temporary erosion control by intercepting and slowing the flow of sediment-laden runoff water, or for use as a temporary dam. It also includes the maintenance and removal of riprap when no longer needed. Remove and reset riprap consists of the removal and relocation of riprap to other locations shown on the plans, directed by the Engineer, or indicated on the Contractor’s Erosion Control Plan. Riprap shall be installed in accordance with the specifications in reasonably close conformity with the locations and dimensions shown on the plans or as directed by the Engineer.

249.02 Materials. Stones for riprap shall be Size 100 meeting the requirements of

Subsection 705.04.

249.03 Construction Requirements. Riprap shall be used to construct a berm/dam that

will intercept sediment-laden storm water runoff from disturbed areas, create a retention pond, detain sediment, and release water in sheet flow. The riprap installation shall be maintained in good condition by the Contractor. All necessary work and materials to maintain the integrity of the installation shall be provided until earthwork construction is comple te and permanent erosion-control features are in place. The maintenance of the riprap will not be paid for separately and will be included in the cost for riprap for erosion control. When required, existing riprap may need to be removed and reset at other locations. These locations may be for additional tempor ary erosion control or may be placed in permanent locations design ated by the Engineer.

249.04 Method of Measurement. Riprap for erosion control will be measured per ton.

Remove and reset riprap shall be measured per cubic yard, FM.

249.05 Basis of Payment. Riprap for erosion control, measured as prescribed above,

will be paid for per ton, which prices shall be full compensation for furnishing, installation, maintenance of the installation, and removal/disposal after construction has been completed; and for all labor, tools, equipment and incidentals necessary to complete the work. Remove and reset of riprap, measured as pr escribed above, will be paid for per cubic yard, which prices shall be full compensation for loading, transporting, installing, Section 249 Section 249 maintenance of the new installation, and removal/disposal after construction has been completed; and for all labor, tools, equipment and incidentals necessary to complete the work. Payment will be made under: 249-A: Riprap for Erosion Control - per ton 249-B: Remove and Reset Riprap - per cubic yard

304.01 Description . This work consists of furnishing granular materials and the

construction of one or more courses of base, shoulders, or other required construction on a prepared foundation in reasonably close conf ormity with the lines, grades, and typical cross sections shown on the plans or established by the Engineer.

304.02 Materials .

304.02.1 General . Unless otherwise specified, materials used in this work shall

conform to the requirements of Subsecti ons 703.04 & 703.07. General conditions governing the use of materials shall be as set out in Section l06. Crushed concrete meeting the requirements of Subsection 703.04.3 may be used in lieu of granular courses or crushed stone courses specified in the contract. This applies to base courses, shoulders, or other required construction on a prepared foundation. When crushed stone base is bid as alternate pay items, the Contractor must select one of the alternates at the time of bid. The Contra ctor must use the selected crushed stone base throughout the entire project.

304.02.2 Sampling, Te sting and Acceptance . A minimum of one random sample will

be obtained from the roadway for each 1000 cubic yards or 1400 tons for determining acceptance of the material for gradation, liquid limit and plasticity index. When borderline or failing results are obtained the Engineer may increase the sampling frequency. When a roadway sample fails to meet the re quirements of the specifications additional samples will be taken along the roadway for determining the limits of the inferior material. Such inferior material shall be corrected or removed and replaced at no additional costs to the State.

304.03 Construction Requirements.

304.03.1 Equipment . When measurement for payment is to be made by the ton, the

Contractor shall furnish approved platform s cales capable of weighing the entire loaded vehicle. Scales and their use shall be in accordance with the requirements set out in Subsection 40l.03.2.1.11, except they shall be installed at an approved location on or near Section 304 Section 304 the project. Rollers shall be of sufficient number, type , size, and weight to accomplish the required compaction. Watering equipment shall have pressurized spray bars with suita ble nozzle openings.

304.03.2 Preparation of Grade . The foundation on which granular material is to be

placed shall be prepared as set out in Sec tion 321. A section of prepared roadbed of sufficient length to allow time for inspection, test, necessary corrections, and approval shall be maintained at all times ahead of placing material.

304.03.3 Placing of Materials . The Contractor shall be responsible for furnishing a

material that meets the requirements of the contract and in such quantity to produce the specified compacted thicknesses. All material placed in excess of the tolerances allowed in Section 321 shall be removed and placed at other approved locations, or removed and hauled off the project without compensation. A course whose compacted thickness is designate d to be more than eight inches shall be constructed in two or more layers of ap proximately equal thickness. The maximum compacted thickness of any one laye r shall not exceed eight inches. No granular materials shall be placed while frozen or placed on frozen materials. When the Engineer determines that in-place material, including the top portion of the design soil, is wet to the degree that there is a possibility of rutting, deforming, or displacing the underlying material, the hauling operation shall be suspended. The Contractor shall produce such material as is necessary to meet the specifications for gradation, liquid limit and plasticity index and shall make such corrections as are necessary or shall remove and replace, at no additional cost to the State, any deficient material placed in the work. In all cases of correcting deficiencies on the roadbed, the Contractor shall be fully responsible for any damage to the underlying course(s) and other work. Vegetative material shall be removed prior to placement of granular material on the roadbed or along shoulders. The costs of this work will not be measured for separate payment and should be included in the costs of other items bid.

304.03.4 Blending . After the material has been initially shaped, the entire volume of

material for the course or layer being placed shall be processed and blended by blading in such a manner and as many times as necessary to produce a course visually uniform in color and texture. Care shall be exercised during the blending process to prevent contamination with underlying material. The Contractor shall be fully responsible for damage to or contamination with underlying or other unlike material and shall make corrections as necessary at no additional cost to the state. When granular material is re quired to be placed adjacent to pavement in place, blending shall be performed to the satisfaction of the Engineer prior to placement of the material on shoulders. Section 304 Section 304

304.03.5 Shaping, Compacting, and Finishing . Each course or layer of material shall

be shaped to the required section, watered or aerated as necessary to provide the needed moisture content for compaction, and compacted. Throughout the compaction operation, the shape of the course or layer shall be ma intained by blading and rolling so that the aggregates are uniformly distributed and firmly keyed. Shaping and compaction shall be carried out in a manner that will prevent lamination and shall continue until the entire depth and width of the course or layer has reached the required density. Surface compaction and finish ing shall be performed so as to produce a smooth, closely knit surface that is free from la mination, cracks, ridges or loose material. The finished surface shall conf orm, within allowable tolera nces, to the required section and established lines and grades. Allowabl e tolerances are set out in Section 321. Prior to subsequent construction or release of maintenance, all irregularities, depressions, soft spots, and other deficiencies found by the Engineer shall be corrected to meet the requirements of these specifications without additional compensation. After compaction and finishing, if the mixture contains plus No. 4 aggregate and the course is to serve as a base for bituminous pa vement, at least one complete coverage shall be made with a steel wheel roller. The resu lting surface shall be sprinkled as necessary to maintain the required moisture content and shall be thoroughly compacted and sealed with a pneumatic roller. In addition to the requirements for density a nd correction of deficiencies, the Contractor shall be responsible for constructing and maintaining a course that will remain firm and stable under construction equipment and other traffic which the course will be subjected to prior to release of maintenance. Density tests will be performed in accordance with the methods as provided in Subsections 700.03 and 700.04. Determination of acceptance of compaction of gr anular courses for required density will be performed on a lot to lot basis. Each lo t will be each 2,500 linear feet per layer placed. At the discretion of the Engineer, a residual portion of a lot completed during a day's operation may be considered as a separate lot or may be included in the previous or the subsequent lot, except that any day's operation of less than one full lot will be considered a lot. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The individual test s and the average of the five tests shall equal or exceed the values as shown in the table below. Granular Material Lot Individual Class Average Test 7, 8, 9 or 10 97.0 93.0 5 or 6 99.0 95.0 3 or 4 100.0 96.0 1 or 2 102.0 98.0 Crushed Courses* 99.0 95.0 Section 304 Section 304 * When placed on filter fabric on untreated subgrade, the individual tests and the average of the five (5) tests shall e qual or exceed the following values. Lot Average Individual Test 96.0 92.0 When pavement is not required, the required density for the top course will be as shown in the table below. Granular Material Lot Individual Class Average Test 10 94.0 90.0 7, 8 or 9 95.0 91.0 5 or 6 96.0 92.0 3 or 4 97.0 93.0 1 or 2 98.0 94.0 Crushed Stone Courses 96.0 92.0 No density tests will be required for granular or crushed stone courses used for temporary work such as maintaining temporary ramps and driveways. A finished course shall be continually main tained until a subsequent course is placed thereon or the work is released from maintenance. 304.04--Method of Measurement . Granular material and crushed stone courses will be measured by the cubic yard, av erage end area (AEA) or LVM, or by the ton, as indicated in the bid schedule of the contract. When the method of measurement is by the ton, measurement will be made on the dry unit weight basis. The moisture determination for computing the dry unit weight will be made in accordance with the methods as provided in Subsections 700.03 and 700.04 at least once a day and as many additional times as the Engineer deems necessary. When the method of measurement is by the cubic yard average end area method (AEA), all calculations of areas for payment shall be based on computations made to the nearest hundredth of a square foot from the typical sections shown on the plans. The length will be measured along the surface of the course at the centerline of each roadway or ramp. The theoretical volume calculated for payment will be to the neat lines as shown on the plans. The accepted quantity for payment will be the ite mized proposal quantity as adjusted for authorized changes. The itemize d proposal quantity will be corrected if it is shown to be in error by more than 2.0 percent. Water necessary for processing granular material will not be m easured for separate payment.

304.05 Basis of Payment . Granular material and crushed stone courses will be paid for

at the contract unit price per unit specified in the bid schedule of the contract, which shall be full compensation for completing the work. Section 304 Section 304 Payment will be made under: 304-A: Granular Material, LVM, Class____, Group____ - per cubic yard 304-B: Granular Material, Class____, Group____ - per ton 304-C: Granular Material, AEA, Class____, Group____ - per cubic yard 304-D: Granular Material, Size - per ton 304-E: Granular Material, LVM, Size - per cubic yard 304-F: Size Crushed Stone Base - per ton 304-G: Size Crushed Stone Base, AEA - per cubic yard 304-H: Size Crushed Stone Base, LVM - per cubic yard SECTION 305 - IN-GRADE MODIFICATION

305.01 Description . This work consists of modifying in place materials by

incorporating other materials and constructing one or more courses in accordance with these specifications and in reasonably close co nformity with the lines, grades, and typical cross sections shown on the plans or established by the Engineer.

305.02 Materials .

305.02.1 Materials to be Modified . The materials to be modified shall consist of

material in place on the roadbed or material placed under this contract or a combination thereof. General conditions governing the use of materials shall be as set out in Section 106.

305.02.2 Stabilizer Aggregates . Stabilizer aggregates of the kind and size specified

shall meet the requirements of Subsection 703.20.

305.03 Construction Requirements.

305.03.1 Equipment . The methods and equipment used in performing the work shall

meet the requirements of Subsection l08.05 . Equipment necessary for proper prosecution of the work shall be on the project and approved by the Engineer prior to commencing work. Watering equipment shall have pressurized spray bars with suita ble nozzle openings. Mixing and scarifying equipment shall have positive depth controls. Rollers shall be of sufficient number, type , size, and weight to accomplish the required compaction. Section 305 Section 305 When measurement for payment for stabilizer ag gregate is to be made by the ton, the Contractor shall furnish approved platform s cales capable of weighing the entire loaded vehicle. Scales and their use shall be in accordance with the requirements set out in Subsection 40l.03.2.1.11, except they shall be installed at an approved location on or near the project.

305.03.2 Processing.

305.03.2 1--Before Addition of Stabilizer Aggregate. The material to be modified shall

be prepared in accordance with the requirements of Section 321. In addition, if the existing surface consists of bituminous surfacing, the surfacing shall be scarified, pulverized, and thoroughly mixed until all the ma terial will pass a three-inch sieve. The material shall then be brought to the designated lines, grades, and cross sections and to the required density. To ensure proper prosecution of the work, sufficient roadbed shall be prepared in advance of spreading stabilizer aggregate.

305.03.2 2--After Addition of Stabilizer Aggregate . After the roadbed and in-place

material have been prepared as specified and approved, the designated quantity of aggregate to be added sh all be uniformly spread. The Contractor shall organize the work so that delay in spreading and incorporation of aggregate will be only for the time necessary to haul the re quired quantity of stabilizer materials on a section of sufficient length to permit a single effective spreading, mixing, shaping, and compacting operation. Dumping of long lines of stab ilizer aggregates on the roadbed and prolonged periods of hauling adjacent thereto will not be permitted. Unless wet soil conditions prevent satisfact ory manipulation, aggregates shall be incorporated not later than the following day. Preliminary scarifying shall be carefully controlled, and the undisturbed foundation beneath the loose material shall have a crown conforming as nearly as practicable to that of the finished course. Mixing shall immediately follow the proper distribution of the aggregate and shall be performed with rotary or other agitating type mixers, supplemented by other equipment as necessary to pulverize the materials and th oroughly incorporate each into the other so that the resulting course will be uniform throughout. During mixing, sufficient water shall be added to bring the material to the proper moisture content. Mixing shall be carefully controlled to provide an undisturbed underlying foundation at the designed grade and cross section, and shall be continued until a minimum of 95.0 percent of all materials, exclusive of indivi dual rocks or stone, will pass a two-inch sieve. The first section of each modified course constructed will serve as a test section. The length of the test section shall be determined by the capabilities of the equipment selected to perform the work but will be at least 1000 feet and not more than 1500 feet for the designated width. The Contractor and Engineer will evaluate the results of the test section in relation to contract requirements. In case the Engineer determines the work does not comply with contract requirements, the Contractor’s procedure and augment or equipment shall be revise as necessary to provide work completed in accordance with the Section 305 Section 305 contract and shall correct all deficient work at no additional cost to the State. The Contractor shall be fully responsible for damage to or contamination of the underlying material or shoulder material a nd shall make corrections as necessary at no additional cost to the State. For the purpose of determining reasonable co nformity with the designated width of a course, the width of a course shall not vary from the designated edge lines by more than plus or minus three inches. A course whose compacted thickness is designate d to be more than eight inches shall be constructed in two or more layers of ap proximately equal thickness. The maximum compacted thickness of any one laye r shall not exceed eight inches. No material shall be placed on or mixed with frozen material.

305.03.3 Shaping, Compacting and Finishing . Compaction shall start longitudinally

at the outer edges of the course and proceed toward the center. The material shall be sprinkled or aerated as necessary during compaction to maintain the needed moisture content for compaction. Shaping and compacting shall be carried out in a manner that will prevent lamination and shall continue until the entire depth and widt h of the course has reached the required density. Throughout the entire compaction op eration, the shape of the course shall be maintained by blading and rolling. Surface compaction and finishin g shall be performed so as to produce a smooth, closely knit surface, free from lamination, cracks, ridges, or loose material, and conforming to the required section and established lines and grades. Prior to subsequent construction or release of maintenance, all irregularities, depressions, soft spots, and other deficiencies shall be corrected to meet the requirements of these specifications without additional compensation. Density tests will be performed in accordance with the methods as provided in Subsection 700.03 and 700.04. Determination of acceptance of compaction of in-grade modification for required density will be performed on a lot to lot basis. Each lot will be 2,500 linear feet per layer placed. At the discretion of the Engineer, a residual portion of a lot completed during a day's operation may be considered as a separate lot or may be included in the previous or the subsequent lot, except that any day's operation of less than one full lot will be considered a lot. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The average of th e five density tests shall equal or exceed 93.0 percent with no single density test below 89.0 percent. In addition to the requirements for density a nd correction of deficiencies, the Contractor shall be fully responsible for constructing and maintaining a course which will remain firm and stable under constr uction equipment and other traffic the course will be subjected to prior to release of maintenance. Section 305 Section 305 The finished surface of a course shall confor m to the requirements shown on the plans within the tolerances allowable under Section 321 and shall be maintained until covered by a subsequent course or the work is released from maintenance.

305.04 Method of Measurement . Processing for in-grade modification will be

measured by the square yard, st ation, or mile, as designated. Stabilizer aggregates of the type or size specified will be measured by the cubic yard (LVM) or by the ton, as indicated in the bi d schedule of the contract. No measurement for payment for water will be made. When the method of measurement is by the ton, measurement will be made on the dry unit weight basis at the point of weighing. The moisture determination for computing the dry unit weight will be made in accordance w ith the methods set out in Subsection 700.03 at least once a day, and as many additional times as the Engineer deems necessary.

305.05 Basis of Payment . Processing for in-grade modification will be paid for at the

contract unit price per unit specified. Stabilizer aggregate will be paid for at the contract unit price per unit specified, which price shall be full compensation for completing the work. Payment will be made under: 305-A: Processing for In-Grade Modification - per square yard, station, or mile 305-B: Size __ Stabilizer Aggregate, Coarse - per cubic yard or ton 305-C: Stabilizer Aggr egate, Shell - per cubic yard or ton 305-D: Stabilizer Aggregate, Me dium - per cubic yard or ton 305-E: Stabilizer Aggregate, Fi ne - per cubic yard or ton SECTION 307 - LIME TREATED COURSES

307.01 Description . This work consists of constructing one or more courses of a

mixture of soil, hydrated lime and water, or a mixture of soil and hydrated lime slurry in accordance with these specifications and in r easonably close confor mity with the lines, grades, thicknesses, and typical cross sections shown on the plans or established by the Engineer. When lime slurry is used the Contractor shall mix hydrated lime with water to produce lime slurry or, at the Contractor’s option, produce lime slurry at the job site by the use of equipment specifically manufact ured for the slaking of quick lime. The use of quick lime by the dry applicatio n method will not be allowed unless the lime meets the requirements of Subsection 714.03.3.2 for Dry Quick Lime. The work shall include preparation of the roadbed, incorporation of lime or lime slurry, and processing to the proper grade, secti on and density in accord ance with one of the following methods: Section 307 Section 307 Class A lime treatment shall consist of spreading and incorpor ating the specified percentage of lime in two increments in the following sequence: spreading the first increment, initial mixing, mellowing, spreading the second increment, final mixing, compacting, and finishing. Class B lime treatment shall consist of spreading the specified percentage of lime, initial mixing, mellowing, final mixing, compacting, and finishing. Class C lime treatment shall consist of spreading the specified percentage of lime, mixing, compacting, and finishing. Occasionally, the scheduling of co ntract lettings results in adve rtising a project before the final soil profile is available, and it is not po ssible to determine, prior to advertising, the precise class of lime treatment required. Design considerations, therefore, sometimes necessitate changing the class(es) of lime treatment in order to obtain the contemplated structural qualities without unnecessary cost. The Department reserves the right to modify by Supplemental Agreement or Quantity Adjustment the class of treatment or to elim inate lime treatment fro m certain sections or to add other sections for lime treatment depending on the results of soil tests.

307.02 Materials .

307.02.1 Materials to be Treated . The material to be treated shall consist of existing

roadbed material or material added as directed. Particles of aggregate retained on a three-inch sieve and deleterious substances such as roots, stumps, grass turfs, and other vegetable matter shall be removed from the soil. Material considered by the Engineer to be unsuitable for stabilization shall be removed and replaced with suitable material.

307.02.2 Water . Water used in this construction shall meet the requirements of

Subsection 714.01.3.

307.02.3 Lime . Lime shall be either a commercia l dry hydrated lime or a commercial

dry, granular or pelletized quick lime meeting the applicable requirements of Subsection

714.03 When bulk lime is used, the Contractor shall provide means suitable to the

Engineer for applying. The Engineer shall weigh shipments at random for verification of bulk lime quantities.

307.02.4 Curing Seals . Curing seal shall be Emulsified Asphalt, Grade EA-1, EPR-1,

AE-P, CSS-1, SS-1, CMS-2h, or MS-2h meeting the applicable requirements of Section 702.

307.02.5 Soil-Lime Design . Quantities and percentages of lime shown on the plans are

preliminary. The actual application rate will be established from tests made prior to beginning treatment. The design of soil-lime courses shall be performed by the Central Laboratory. At least 45 days prior to the proposed use of a lime course, the Contractor shall make available materials proposed for use in the mixture for sampling and testing by the Department as the Engineer may consider necessary for the establishment of a mix design. Section 307 Section 307 Changes in source of lime shall not be made without approval. Approval will be based on verification of a mix design.

307.03 Construction Requirements.

307.03.1 General . Quantities and percentages of lime shown on the plans and in the

proposal are based on preliminary soil investig ations and dry laboratory sample tests. The actual application rates will be established from tests made just prior to beginning treatment. The Contractor is advised that the estimated quantity of lime is based on application rates of hydrated lime. It is necessary that lime treated materials be kept moist at all times. It shall be the Contractor's responsibility to provide sufficient equipment and keep all partially constructed or completed lime stabilized layers sufficiently and continually moist until a succeeding layer has been placed thereon or until the project is released from maintenance. The first section of each mixing operation, both initial and final, will serve as a test section. The length of the test section will be determined by the capabilities of the equipment provided to perform the work, but not less than 350 linear feet nor more than 500 linear feet for the designated width. The Engineer and the Contractor will evaluate the results of the test section in relation to contract requirements. In case the Engineer determines the work is not satisfactory, the Contractor shall revise procedures and augment or replace equipment as necessary to assure work is completed in accordance with the contract and shall correct all deficien t work at no additional cost to the State. Also within the test section and only when the dry-application method of quicklime is used, a sample of the soil-lime-water mixtur e shall be taken after the completion of the mixing operation. This sample shall be taken, by the Contractor, to an independent testing laboratory to determine, using the X-ra y Diffraction Test or the Titration Analysis Test, the percent of hydration. After the co mpletion of the test section, the Contractor shall not continue operations until the results of the test sample have been determined. The Contractor shall provide the Engineer with three copies of a certified test report showing that the non-hydrated content of the sample has not exceeded one percent (1.0%) of the total mix. Should the sample not meet the hydration requirements, the Contractor shall re-mix the section and add sufficient water until satisfactory results are achieved. All testing costs associated with determining the hydration efficiency of the sample(s) will be at no additional cost to the State. The Department reserves the right to make hydration verification checks of the soil-lime-water mixture at any time.

307.03.2 Equipment . The methods and equipment used in performing the work shall

conform to the requirements of Subsection 108.05. Equipment necessary for proper prosecution of the work shall be on the project and approved by the Engineer prior to its use. When bulk lime is used, the Contractor sh all provide approved mechanical spreader(s) having adjustable strike-off gate(s), or other approved spreading equipment constructed so as to provide positive control of the spread. Approval of a spreader will be contingent upon its known or demonstrated ability to make distribution of lime within the tolerances allowable. Section 307 Section 307 Mixing and scarifying equipment shall be capable of positive depth control. Mixing shall be performed with approved rotary-type mixers or other approved equipment. Rollers shall be of sufficient number, type , size, and weight to accomplish the required compaction. The Contractor may use approved alternate equipment provided it produces work meeting the requirements of these specifications.

307.03.3 Preparation of Grade . Before treatment, the roadbed shall be prepared in

accordance with the requirem ents of Section 321. Prior to the application of dry hydrated lime, a light windrow shall be bladed along the edges of the area to be treated, or the surface on which the lime is to be applied shall be scarified to retain the spread. Prior to the application of slurry, the full widt h of the area shall be scarified or partially pulverized to the depth necessary to retain the lime slurry until it has been incorporated. The depth of scarification shall be carefully controlled so that the surface of the roadbed below the scarified material will remain undisturbed and conform to the established cross section.

307.03.4 Application of Lime . The rate of application of lime shall be as specified. The

first application for Class A treatment shall not be made after October 15, and no lime shall be applied between November 1 and Ma rch 1 without written authorization from the Engineer. Lime shall not be applied unless the temperature in the shade is at least 40°F and is expected to remain at least 40°F during the mixing period. In no case shall lime be applied on a frozen foundation. Application of lime shall be accomplished by either an approved "dry application" or "slurry application" method. The following guide lines will govern th e acceptability of the method to be used: Dry Application . Lime applied by this method shall be spread uniformly and shall be sprinkled with sufficient water to prevent loss of lime by wind. Spreading of lime when wind and weather conditions are unfavorable will not be permitted nor will spreading of lime by motor patrol be acceptable. The Department reserves the right to check, at any time, the dispersion of quick lime dust in the atmosphere. At no time shall the atmosphere dispersion of quick lime dust exceed a rate of 30,000 µg/m 3, measured at a distance of 100 feet. Slurry Application. Lime applied by this method shall be mixed with water in approved agitation equipment and applied to the roadbed as a thin water suspension or slurry. The distributing equipment shall be equipped to provide continuous agitation of the slurry until applied on the roadbed. The proportion of lime shall be such that the "Dry Solids Content" shall be at least 30 percent by weight. Section 307 Section 307 The distribution of lime at the rate specified shall be attained by one or more passes over a measured section until the specified percen tage of lime has been spread. After each successive pass the material shall be inco rporated into the soil with the mixing equipment. Additional water, if necessary, shall be added and mixed into the mass to hasten mellowing. Payment will not be made for lime that has been spread and exposed for a period of six hours or more before mixing. Such areas sha ll be treated again with the full required rate of application. Additional lime shall be added at the Contractor's expense to any section on which excessive lime loss has occurred due to washing or blowing, prior to mixing. The quantity of lime applied on a section shall be spread uniformly and shall not vary more than plus or minus five percent of the quantity ordered. No payment will be made for lime application exceeding the five percent plus tolerance. When the quantity applied is deficient by more than five percent, additional lime shall be applied prior to mixing.

307.03.5 Mixing.

307.03.5 1--Initial Mixing . For Class A and Class B treatments, the lime and water shall

be incorporated uniformly into the soil. The mixing and watering operation shall be continued until a homogeneous mixture that will pass a three-inch sieve is obtained. After satisfactory mixing is obtained, the layer shall be reshaped to line, grade, and section and sealed with a light roller no later than the next day following mixing. The sealed mixture shall then mellow for the period specified in the lime mix design furnished by the Central Laboratory. The mellowing period will be measured in degree days. This period will not be less than five (5) nor more than 20 calendar days. The temperature to be used to determine the degree days mellowing period will be the average of the high and low temperatures for each day of the mellowing period. In the event the average is 40°F or less, that day will not be used in computing the degree days mellowing period. The recommended degree days for the mellowing period may be reduced by the Engineer provided pulverization during final mixing is documented by sieve analysis. During the mellowing period the partially treated course or layer shall be kept moist by sprinkling. All sections on which the su rface becomes dry during the mellowing period shall be reprocessed to the satisfaction of the Engineer or reconstructed in accordance with these specifications. For Class C treatment, the lime and water shall be incorporated uniformly into the soil. The mixing and water application shall be continued until a homogeneous mixture of which 100 percent of the material by dry weight, exclusive of gravel and stone, will pass a 1-inch sieve and 60 percent will pass a No. 4 sieve. At the completion of moist mixing and during the compaction operations, the percen tage of moisture shall be that necessary to obtain the required density. No mellowing period will be required or permitted, and compaction shall begin immediately. The mixing, water application, and final compaction shall be completed during the same work day.

307.03.5 2--Final Mixing. After the mellowing period of Classes A and B treatments, the layer shall be scarified and, in the case of Class A treatment, th e second application of

Section 307 Section 307 lime added. The layer shall then be remixed as prescribed in the initial mixing operations. Mixing shall continue until 100 percent of material by dry weight, exclusive of gravel and stone, will pass a 1-inch sieve and 60 percent will pass a No. 4 sieve. At the end of mixing and during compaction, the moisture in the mixture shall be that necessary to obtain the required density.

307.03.5 3--Thickness and Width Requirements . For the purpose of determining

reasonable conformity with th e designated thickness of a course, it shall be understood that the depth of a course shall not vary from the designated thickness by more than plus or minus one inch. All sections not in reas onably close conformity because of deficient thickness shall be reprocessed to meet specification requirements. All sections not in reasonably close conformity because of excess thickness shall have additional lime applied and shall be reprocessed to meet specification requirements at no additional cost to the State. For the purpose of determining reasonable co nformity with the designated width of a course, it shall be understood that the width of a course shall not vary from the designated edge lines by more than plus or minus three inches.

307.03.6 Compaction . Compaction of the mixture shall begin immediately after the

required mixing operation has been completed. Compaction shall be completed during same day it was begun and shall provide uniform and continuous compaction from bottom to top of the layer. The mixture shall be aerated or watered as necessary to provide the needed moisture content for obtaining the required density. Throughout the entire compaction operation, depressions, defective areas, and soft spots that develop shall be corrected immediately by scarifying the area, adding lime when required, or removing the material, and re shaping and compacting in accordance with these specifications at no ad ditional cost to the State. Density tests will be performed in accordance with the methods as provided in Subsections 700.03 and 700.04. Determination of acceptance of compaction of Classes A, B, and C lime treated design soil will be performed on a lot to lot basis. Each lot will be 2,500 linear feet per layer placed. At the discretion of th e Engineer, a residual portion of a lot completed during a day's operation may be considered as a separate lot or may be included in the previous or subsequent lot, except that any day's operation of less than one full lot will be considered a lot. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The average of th e five density tests shall equal or exceed 95.0 percent with no single density test below 91.0 percent. Sublots with a density below 91.0 percent shall be corrected at no additional cost to the State and retested for acceptance.

307.03.7 Finishing, Curing, Protection, and Maintaining . The surface of the layer

shall be smooth and conform to the lines, grades, and typical cross sections shown on the plans or established by the Engineer. Surf ace requirements shall be as specified in Subsection 321.03.7. Section 307 Section 307 Each complete course shall be covered with a bituminous curing seal as soon as possible but no later than 24 hours after completion. The surface shall be sealed with one of the specified bituminous materials applied by a pressure distributor at the rate of 0.10 to 0.25 gallon per square yard or as directed by the Engineer. The bituminous material shall be heated or otherwise prepared to ensure uniform distribution. Should the Contractor fail to seal the treated course within the time speci fied, the Engineer will suspend all other work and withhold payment of the current estimate( s) until all damages resulting there from is corrected and the treated course is sealed. A subsequent course shall not be placed on the sealed course for at least seven (7) calendar days. During this 7-day period, the treated course shall not be subjected to any type of traffic and equipment. The Contractor shall maintain the treated course and the curing seal in a satisfactory condition until covered by a subsequent course. Protection shall include immediate repairs of any surface irregularities or other def ects that may occur or develop. It shall be the Contractor's responsibility to control traffic and equipment loads to avoid damage and to guard against freezing of the treated material. All damage resulting from the Contractor's failure to protect and cure the treated course as specified herein or from freezing that may occur prior to being covered with the next course shall be corrected at no additional cost to the State. Lime treated courses shall be corrected by reprocessing with Class C treatment to such depth as necessary to restor e the CBR (California Bearing Ratio) of the damaged material to that shown on the mix design, all at no additional cost to the State. The Contractor shall add the necessary quantity of lime, as determined by the Central Laboratory, and in no case shall it be less than two percent by weight.

307.04 Method of Measurement . Soil-lime-water mixing will be measured by the

square yard, complete in place, for each cour se designated on the plans and for which quantities have been included in the contract. If a change in the class of treatment is made , as provided in Subsection 307.0l, each class of treatment constructed will be measured separately. Lime incorporated in accepted treatment will be measured by the ton. Lime in excess of the tolerance allowable and all lime required to be furnished by the Contractor at no additional cost to the State will be deducted from measured quantities. The basis of pay for jobsite slaked lime slurry shall be the "calculated method" using the certified lime purity for each truckload as follows: Pure Quick Lime (Ca O) x 1.32 = Hydrated Lime (Ca (OH) 2) Quick Lime delivered x % purity X 1.32 = A Quick Lime delivered x % inert material x 1.0 = B A + B = Total Hydrated Lime produced (Pay Quantity) Section 307 Section 307 The basis of pay for quick lime by the dry application method shall be the "calculated method" using the certified lime purity for each truckload as follows: Pure Quick Lime (Ca O) x 1.32 = Hydrated Lime (Ca (OH) 2) Quick Lime delivered x % purity X 1.32 = A QUICK LIME DELIVERED X % INERT MATERIAL X 1.0 = B A + B = Total Hydrated Lime produced (Pay Quantity) Bituminous curing seal will be measured by the gallon as prescribed in Subsection

109.01 Unless otherwise specified, distributor tank measurements will be used. The volume of material over five percent above the allowed range for each shot will be

deducted from measured quantities, except that 15 percent will be allowed for irregular areas where hand spraying is necessary. The volume of all bituminous material lost, wasted, damaged, or rejected, or applied outside of designated areas, or in excess of the Engineer's directions and tolerances allowed, or contrary to the specifications, will be deducted from measured quantities. Water will not be measured for separate payment.

307.05 Basis of Payment . Soil-lime-water mixing and lime, measured as provided

above, will be paid for as follows: Soil-lime-water mixing of the class(es) specified or ordered will be paid for at the contract unit price, or adjusted unit price as provided herein, per square yard. Quantities of soil-lime-water mixing changed as ordered will be paid for at the contract unit price for soil-lime-water mixing plus or minus, as applicable, the amount indicated in the following schedule: SCHEDULE FOR 6" DEPTH (1) Class Ordered Unit Price Per Square Yard A Class B Unit Price Bid Plus $0.05 A Class C Unit Price Bid Plus $0.10 B Class A Unit Price Bid Minus $0.05 B Class C Unit Price Bid Plus $0.05 C Class A Unit Price Bid Minus $0.10 C Class B Unit Price Bid Minus $0.05 SCHEDULE FOR 8" DEPTH(1) Class Ordered Unit Price Per Square Yard A Class B Unit Price Bid Plus $0.10 A Class C Unit Price Bid Plus $0.15 B Class A Unit Price Bid Minus $0.10 B Class C Unit Price Bid Plus $0.05 C Class A Unit Price Bid Minus $0.15 C Class B Unit Price Bid Minus $0.05 Section 307 Section 307 SCHEDULE FOR 10" DEPTH(1) Class Ordered Unit Price Per Square Yard A Class 'B' unit price bid plus $0.15 A Class 'C' unit price bid plus $0.20 B Class 'A' unit price bid minus $0.15 B Class 'C' unit price bid plus $0.05 C Class 'A' unit price bid minus $0.20 C Class 'B' unit price bid minus $0.05

308.01 Description . This work consists of constructing one or more courses of a

mixture of cement, soil or soil aggregat e, and water in accordance with these specifications and in reasonably close conform ity with the lines, grades, and typical cross sections shown on the plans or established by the Engineer.

308.02 Materials .

308.02.1 Materials to be Treated . The materials to be treated shall consist of materials

in place or placed under this contract. 308.02.2--Water . Water shall conform to the requirements of Subsection 714.01.3. Section 308 Section 308

308.02.3 Cement . Cement shall conform to the requirements of Section 701.

When bulk cement is used, the Contractor shall provide means suitable to the Engineer for applying. The Engineer shall weigh shipments at random for verification of bulk cement quantities. When bag cement is furnished, the bag shall bear the manufacturer's certified weight. Bags varying more than five percent from the certified weight will be rejected, and the average weight of bags in any shipment, determined by weighing 50 bags taken at random, shall not be less than the certified weight. Cement shall be stored and handled in closed, weatherproof containers until distribution to the section of road being processed. If storage bins are used, they shall be completely enclosed.

308.02.4 Curing Seals . Curing seal shall be Emulsified Asphalt, Grade EA-1, EPR-1,

AE-P, CSS-1, SS-1, CMS-2h, or MS-2h meeting the applicable requirements of Section 702.

308.02.5 Soil-Cement Design . The design of soil-cement co urses shall be performed by

the Central Laboratory.

308.03 Construction Requirements .

308.03.1 General . The intent of these specifications is to provide for a cement treated

course of designated thickness consisting of a uniform mixture of cement, soil or soil aggregate, and water; constructed at the requ ired moisture content to the required density; free of laminations, construction cracks, ridges, or loose material; and with a smooth, closely knit surface meeting the requir ements set out in Section 321. A course whose compacted thickness is designated to be more than eight inches, shall be constructed in two or more layers of ap proximately equal thickness. The maximum compacted thickness of any one laye r shall not exceed eight inches. Immediately prior to placement of a course to be cement tr eated on an in place cement treated course, the in place course shall be thoroughly moistened. Except as necessary to provide the required curing and maintenance of traffic, all equipment and traffic shall be kept off each completed cement treated course until it is thoroughly cured. Unless otherwise specified, the curing period shall be seven days exclusive of days during which the temperature falls below 35°F. Prior to joining a previous day's work, or work more than two hours old, a vertical construction joint, normal to the centerline of the roadbed, shall be made in the old work. The joint shall be moistened if dry. Additional processing shall not be started until the construction joint has been approved by the Engineer. When vertical longitudinal joints are specified or permitted, the joints shall be constructed parallel to the centerline by cutti ng into the existing edge for a sufficient distance to provide a vertical face for the dept h of the course. The material cut away may Section 308 Section 308 be disposed of by spreading in a thin layer on the adjacent lane to be constructed, or otherwise disposed of in a satisfactory manner. If dry, cut joints shall be moistened immediately in advance of placing fresh mixture adjacent to them. On multi-lane construction, the Contractor may construct temporary crossovers at locations approved by the Engineer between roadway lanes to facilitate construction operations. The crossovers shall be built, removed, the median restored to section, and all erosion control items completed in accordance with the re quirements of the specifications without extra cost to the State. The first section of each cement treated course constructed will serve as a test section. The length of the test section will be determined by the capability of the equipment provided to perform the work, but not less than 350 linear feet nor more than 500 linear feet for the designated width. The Engineer and the Contractor will evaluate results of the test section in relation to contract require ments. In case the Engineer determines the work is not satisfactory, the Contractor shall revise procedures and augment or replace equipment as necessary to assure work comp leted in accordance with the contract, and shall correct all deficient work at no additional cost to the State.

308.03.2 Equipment .

308.03.2 1--General . Equipment necessary for the proper prosecution of the work shall

be on the project and approved by the Engineer prior to its use. Approval of cement spreaders will be contingent upon their known or demonstrated ability to make distribution of cem ent within allowable tolerances. Watering equipment shall be pressurized, ha ve one or more spray bars with suitable nozzle openings, and have positive controls for applying varying quantities of water. Mixing shall be performed with multiple pass mixers, single pass mixers, traveling mixing plants, or central mixing plan ts, as specified in the contract. Mixing and scarifying equipment for the road mix methods shall be capable of positive depth control. Rollers shall be of sufficient number, type , size, and weight to accomplish the required compaction. Leakage of water, oil, grease, or other liq uids from equipment shall be immediately corrected, or the leaking equipment removed from the work and replaced with satisfactory equipment.

308.03.2 2--Multiple Pass Mixers. Multiple pass mixers shall be the rotary-type with sufficient tines and so constructed and oper able as to obtain by multiple passes uniform

mixture of the cement, soil-aggregate, and water for the full depth of the course. 308.03.2.3--Single Pass Mixers . Single pass mixers shall be the pugmill type so constructed and operable as to meter the re quired quantity of water through a pressurized spray and obtain by a single pass a uniform mixture of the cement, soil or soil-aggregate, and water for the full depth of the course. Section 308 Section 308

308.03.2 4--Traveling Plant Mixers . Traveling mixing plants shall be either of the type

that will pulverize the material to be treated and mix it and cement with the proper quantity of water without picking the materials up from the roadway, or of the pugmill type that elevates the materials into a pugm ill for mixing. The plant shall be equipped with a device that will accurately control and measure the quantity of water used. Worn scarifying and mixing parts shall be replaced , and extra parts shall be available for replacements.

308.03.2 5--Central Plant Mixers . Central mixing plants shall be either the batch type

using revolving blade or rotary drum mixers or the continuous mixing type. The cement, soil or soil-aggregate, and water may be proportioned either by weight or by volume. There shall be means by which the Engineer can readily verify the proportions in each batch or the rate of flow for continuous mixing. The charge and mixing time in a batch mixer, or the rate of feed to a continuous mixer, shall be such as to obtain complete mixing of all the material. Dead areas in the mixer, in which the material does not move or is not sufficiently agitated, shall be corrected. The plant shall deliver a uniform mixture meeting all specified requirements.

308.03.3 Road Mix Method . When the road mix method is used, no hauling of

materials for a subsequent course will be permitted directly on a completed cement treated course. Placing of material for a higher course shall be accomplished as outlined in Subsection 321.03. Materials for a higher course shall be kept bladed down as it is placed, and hauled over with truck traffi c being distributed ove r its entire width. Where reconstruction is required, it shall be for the full depth and width of the deficient section. The adding of a thin layer or strip of cement treated material will not be permitted. All sections to be reconstructed later than the two-hour period allowed for initial compaction shall have additional cement. When reconstruction is to be performed within 48 hours after the initial application of cement, 50 percent of the original quantity of cement shall be added. When reconstruction is to be later than 48 hours after the initial application of cement, an engineering study will be made, and the Engineer will specify the additional quantity of cement to be added, or the Engineer may require the total removal of the deficient work. If removal is required, a course meeting the requirements of the contract shall be constructed with new materials. In all cases where reconstruction is performed by the addition of cement, the cement, in place materials, and water shall be thoroughly mixed, processed, compacted, and finished in accordance with the requirements of the contract. Where deficient work is removed, the removal and disposal shall be performed in a manner satisfactory to the Engineer, and all ma terials shall be replaced and a new course constructed in accordance with the requirements of the contract. The furnishing of all materials for and all reconstruction shall be performed by the Contractor at no additional cost to the State.

308.03.4 Central Plant Mix Method . When the central plant mix method is used,

material for a higher course may be hauled directly on a completed and properly cured cement treated course for the minimum dist ance necessary as referenced in Subsection Section 308 Section 308

321.03 The Contractor shall be fully responsible for all damages to the course.

Prior to placement of a course processed by the plant mix method, the Contractor shall have made satisfactory provisions for completing the section to specified requirements. To comply with these requirements, the Cont ractor shall, if necessary, use material(s) specified for contiguous shoulder construction. The mixture shall be hauled to the roadway in trucks equipped with protective covers. The mixture shall be uniformly placed on a moistened foundation by full-width spreader, or partial-width spreaders working in echelo n and spaced close enough together to place the entire course in one operation. The el apsed time between the start of moist mixing and the start of compaction on the roadway shall not exceed 60 minutes. The elapsed time between placement of ceme nt treated material in adjacent lanes shall not exceed 30 minutes, except where longitudinal construction joints are specified, or when joints are permitted by the Engineer in case of emergency. In the latter case longitudinal joints conforming to the requirements of these specifications will be permitted only to allow placement of material in transit at the time of the emergency. The material shall be placed, shaped, and compacted so that the completed course will be uniform, smooth, and conform to all of the requirements specified. Dumping of the mixture in piles or windrows and spreading with a motor grader or similar equipment will not be permitted except where the Engineer determines that such spreading is reasonable, as in the case of small areas inaccessible to mechanical spreaders. In all cases where reconstruction is required, the deficient work shall be removed, disposed of, and replaced with materials meeti ng the requirements of these specifications. Reconstruction shall be for the full depth and width of the deficient section, except where the Engineer determines that partial reconstruction will be sufficient, the Engineer may authorize in writing that reconstruction may be made on the defined partial section in accordance with the provisions and requirements for reconstruction under Subsection

308.03.3 at no additional cost to the State.

308.03.5 Preparation of Grade . Prior to construction or reconstruction, the foundation

shall be prepared in accordance with the requirements of Section 321. The tolerance from design grade immediately prior to sp reading cement shall be minus one inch for design soils and plus or minus one-half inch for bases.

308.03.6 Preparation of Materials . Particles of aggregates larger than those passing a

three-inch sieve and deleterious substances, such as roots, sticks, grass turfs, or other vegetable matter shall be removed.

308.03.7 Application of Cement .

308.03.7 1--General . The percentages of cement shown on the plans are based on

preliminary soil investigation and are approxim ate. Before construction is started, the Department will make the necessary tests to determine the percentages of cement required. The quantity of cement spread on a section or added through a central plant shall not vary Section 308 Section 308 more than five percent of the quantity ordered. When the quantity spread is deficient by more than five percent, an additional application of cement shall be uniformly spread over the entire section to correct the defici ency prior to mixing operation. Cement, including that applied to correct deficiency, in excess of the allowable plus tolerance will be deducted from measured quantities. When the quantity of cement added through a central plant is deficient by more than the allowable tolerance, all mixtures produced with deficient cement will be considered unacceptable. When the quantity of cement added through a central plant is in excess of the allowable tolerance, the excess will be computed by the Engineer and deducted from measured quantities.

308.03.7 2--Weather Limitations . No cement or cement treated material shall be

applied or placed when the temp erature is below 40°F nor wh en the Engineer determines, based on the latest information available fr om the National Weather Service, that the forecast temperature will fall below 40°F within the next three (3) days in the area in which the project is located. For anticipat ed mixing operations on a Monday, a Friday forecast that runs through th e following Wednesday shall be used to determine if conditions will allow the application of cement on Monday. No cement or cement treated material shall be placed on a frozen fo undation or mixed with frozen material.

308.03.7 3--Road Mix Method . After preparation of the gr ade, the required quantity of

cement shall be spread uniformly over the grade. Cement lost or damaged from any cause shall be replaced without additional compensation before mixing is started. The cement spreader shall be positioned by stri ng lines or other approved methods during spreading to ensure proper application of ceme nt. All cement deposited into the spreader shall be weighed so that the pay quantity and the rate of spread can be determined. In small areas, bag distribution in an approved manner will be permitted. When bag distribution is made, a spike-toothed harrow or other equipment, that will not drag or blade the cement out of desired position but will strike it off at a uniform height, may be used. A motor grader, or other blade-type equipment, shall not be used to spread the cement. Except for final finishing, all processing shall be completed within three hours after spreading. Except by written permission of the Engineer, no cement shall be spread on an area that cannot be completely processed, including all final surface finishing, during the same day. No cement shall be applied when the moisture content of the material to be processed exceeds the optimum for the soil- cement mixture by more than two percentage points. No cement shall be spread when free wa ter is on the surface of the roadbed. No equipment except that used in spreading or mixing shall be allowed to pass over the freshly spread cement until mixed with the material to be treated.

308.03.7 4--Central Plant Mix Method . The cement shall be uniformly metered into

the soil or soil-aggregate in the specified pr oportions and at the time and in the manner Section 308 Section 308 that the application of water will not cause formation of cement balls.

308.03.8 Mixing.

308.03.8 1--General . Unless otherwise indicated, cement treated materials may be

processed by any one or combination of the mixing equipment described in Subsection 308.03.2. Where the bid schedule indicates single pass mixers, traveling plant mixers or central plant mixers will also be permitted. Where the bid schedule indicates traveling plant mixers, central plant mixers will also be permitted. Preliminary scarifying shall be carefully controlled and the undisturbed foundation shall have a crown conforming as nearly as practicable to that of the finished course. Subject to the moisture limitations prior to spreading cement as referenced in Subsection 308.03.7.3, soil to be processed may be pre-wet prior to spreading cement. All additional water required to bring the section being processed to the required moisture content shall be applied within one hour after the beginning of mixing. Mixing shall be carefully controlled so that the bottom of the course will conform as closely as possible to the design grade and cross section. When the plans indicate multiple courses to be constructed, the material for each course shall be mixed separately. Multiple courses shall be constructed so that each course is in direct contact with the underlying course, and an unmixed cushion of material between layers will not be permitted. Each increment of water added during mixing shall be incorporated into the mixture for the full depth, and no portion of the mixture shall remain undisturbed for more than 30 minutes prior to compaction. Mixing and water application shall be continued as necessary to produce a completed mixture of un iform moisture content. Particular care shall be exercised to ensure satisfactory mo isture distribution along the edges of the section, and to avoid the addition of excess water. The soil-cement mixture for subgrade and base construction shall be pulverized to the extent that 100 percent of the material, exclusive of gravel and stone, by dry weight will pass a 1-inch sieve and a minimum of 75 percent will pass a No. 4 sieve. The soil-cement mixture for design soils shall be pulverized to the extent that 100 percent of the material, exclusive of gravel and stone, by dry weight will pass a 1-inch sieve and a minimum of 60 percent will pass No. 4 sieve. When the un-compacted mixture is wetted by rain to the extent the average moisture content at the time for final compaction exceeds optimum by more than two percent, or if any of the operations after the start of mixing are interrupted continuously for more than 30 minutes, the entire area affected shall be reconstructed in accordance with these specifications at no additional cost to the State.

308.03.8 2--Road Mix Methods .

308.03.8 2.1--Multiple Pass Mixing . After the cement has been spread, it shall be mixed

with the material to be treated without th e addition of water. Immediately after the preliminary mixing of cement and soil or so il-aggregate, water as necessary shall be Section 308 Section 308 applied in the quantity required and incorporated uniformly into the mixture for the full depth. After the last increment of water has been applied, mixing shall continue as necessary until a uniform mixture of cement, soil or soil- aggregate, and water for the full depth of the course has been obtained. 308.03.8.2.2--Single Pass Mixing . After the cement has been spread, it shall be mixed by a mixer that applies water and mixes in one simultaneous and continuous operation. The mixer shall be operated at a speed that will produce a uniform mixture meeting all specified requirements for th e full depth of the course.

308.03.8 2.3--Traveling Plant Mixing . After the cement has been spread, it shall be

mixed with a traveling plant mixer that will apply the proper quantity of water and produce in one simultaneous and continuous operation a mixture meeting all the requirements of the contract.

308.03.8 3--Central Plant Method . Mixing in a central plant shall continue until a

homogeneous mixture meeting specified requirements is obtained, and no varying appearance is evident. The mixing time may be adjusted by the Engineer as necessary.

308.03.9 Shaping, Compacting, and Finishing .

308.03.9 1--General . The mixed material shall be sh aped as required immediately after

mixing, or delivery to the roadbed in the case of central plant mixed material. Initial compaction shall begin immediately, and machining and compacting shall continue until the entire depth and width of the course is compacted to the required density within two hours of the time of beginning mixing. Compaction shall be by equipment and methods that do not result in lamination. Areas inaccessible to rollers shall be compacted to the required density by other approved methods. The addition of thin layers of cement-treated material in order to conform to cross sectional or grade requirements will not be permitted. Compaction by vibration shall not be performed after the cement has taken its initial set. Vibratory compaction of a section sh all be completed within one hour. During compaction, a spike-tooth harrow or other suitable equipment shall be used as required to prevent lamination. After the mixture, except the top mulch, is compacted, water shall be added as required to the mulch, and thoroughly mixed with a spike-tooth harrow or its equivalent to bring the mulch to the needed moisture content. The surface shall then be reshaped to the requi red lines, grades, and cr oss section, and if necessary shall be lightly scarified to remove imprints left by the compacting or shaping equipment. The surface shall then be sprink led as necessary and thoroughly rolled with a pneumatic roller, and if the mixture contains plus No. 4 aggregate, at least one complete coverage of the section shall be made with a steel-wheel tandem roller. Section 308 Section 308 Surface compaction and finishing for the entire section shall be performed in a manner that will produce a smooth, closely knit su rface, free from laminations, construction cracks, ridges, or loose materi al, and conforming to the crown, grade, and lines stipulated within four hours after the beginning of mixing. Upon completion of compaction, testi ng will be performed in accordance with Subsections 700.03 and 700.04.

308.03.9 2--Density . Determination of acceptance of compaction of cement treated

courses for required density will be performed on a lot to lot basis. Each lot will be each 2,500 linear feet per layer placed. At the discretion of the Engineer, a residual portion of a lot completed during a day's operation may be considered a separate lot or may be included in the previous or subsequent lot, except that any day's operation of less than one full lot will be considered a lot. Soil Cement Treatment of Subgrade. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The average of the five (5) density tests shall equal or exceed 96.0 percent with no single density test below 94.0 percent. Sublots with a density below 94.0 percent shall be corrected at no additional cost to the State and retested for acceptance. Each lot of work found not to meet the density requirement of 96.0% of maximum density, may remain in place with a reduction in payment as set out in the following table: PAYMENT SCHEDULE FOR COMPACTION Lot Density * Pay Factor % of Maximum Density 1.00 96.0 and above 0.90 95.0 - 95.9 0.50 94.0 - 94.9 * Any lot with a density less than 94.0% of maximum density shall be corrected at no additional cost to the State. The above Pay Factors shall be applied to th e square yards of treated area of each lot found not to meet the density requirement. Soil Cement Treatment of Base. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The average of the five (5) density tests shall equal or exceed 97.0 per cent with no single density test below 95.0 percent. Sublots with a density below 95.0 percent shall be corrected at no additional cost to the State and retested for acceptance. Each lot of work found not to meet the density requirement of 97.0% of maximum density, may remain in place with a reduction in payment as set out in the following table: Section 308 Section 308 PAYMENT SCHEDULE FOR COMPACTION Lot Density ** Pay Factor % of Maximum Density 1.02 98.0 and above 1.00 97.0 - 97.9 0.90 96.0 - 96.9 0.50 95.0 - 95.9 ** Any lot with a density less than 95.0% of maximum density shall be corrected at no additional cost to the State. The above Pay Factors shall be applied to th e square yards of treated area of each lot found not to meet the density requirement. Soil Cement Treatment of Irregular Areas. Density of irregular areas shall be rolled to highest stability. Irregular areas shall be defi ned as pre-leveling, wedging [less than fifty percent (50%) of width greater than minimum lift thickness], ramp pads, irregular shoulder areas, median crossovers, turnouts, and other areas where an established rolling pattern cannot be obtained. For cement treated materials other than for design soils and bases, the required density will be set out elsewhere in the contract.

308.03.9 3--Width, Thickness, and Surface Requirements . For the purpose of

determining reasonable conformity with the de signated width of a treated course, it shall be understood that the width of a treated course shall not vary from the designated edge lines by more than plus or minus one inch. For the purpose of determining reasonable conformance with the designated thickness of a treated course, it shall be understood that the depth of a treated course shall not vary from the designated thickness by more than plus or minus one inch. The finished surface of a treat ed course shall conform to the requirements shown on the plans, within the tolerances allowable under Section 321.

308.03.10 Protection and Curing . Each completed course shall be covered with a

bituminous curing seal as soon as possible but no later than 24 hours after completion. The surface shall be sealed w ith one of the specified bituminous materials applied by a pressure distributor at the rate of 0.10 to 0.25 gallon per square yard or as directed by the Engineer. The bituminous material shall be heated or otherwise prepared to ensure uniform distribution. Should the Contractor fail to seal the treated course within the time specified, the Engineer will suspend all othe r work and withhold payment of the current estimate(s) until all damages resulting there from is corrected and the treated course is sealed. When the treated course is th e subgrade, a subsequent course shall not be placed on the sealed course for at least seven (7) calendar days. During this 7-day period, the treated course shall not be subjected to an y type of traffic and equipment. Section 308 Section 308 When the treated course is the base, the Cont ractor shall use the mix design (7-day or 14- day) as specified on the Mix Design from the Central Laboratory. Depending on the specified mix design, a subsequent course shall not be placed on the sealed course for at least seven (7) or fourteen (14) calendar days. During this period, the treated course shall not be subjected to any type of traffic and equipment. The Contractor shall maintain the treated course and the curing seal in a satisfactory condition until covered by a subsequent course. Protection shall include immediate repairs of any surface irregularities or other def ects that may occur or develop. It shall be the Contractor's responsibility to control traffic and equipment loads to avoid damage and to guard against freezing of the treated material. All damage resulting from the Contractor's failure to protect and cure the treated course as specified herein or from freezing that may occur prior to being covered with the next course shall be corrected at no additional cost to the State. The Contractor shall submit, for approval of the Engineer, a method of correction that will restore the strength of the damaged material to that originally specified.

308.03.11 Maintenance . The Contractor shall maintain the cement treated course and

the curing seal in a satisfactory condition until covered by a subsequent course. Maintenance shall include immediate repairs of surface irregularities or other defects that may occur. It shall be the Contractor's re sponsibility to control traffic and equipment loads to avoid damage and to guard against fr eezing of the course. All maintenance shall be performed at the expense of the Contractor and repeated as necessary to keep the cement treated material a nd the curing seal intact.

308.04 Method of Measurement . Cement incorporated in the accepted work, subject

to the limitations set out in Subsection 308.03.7.1, will be measured by the ton, as designated, in accordance with the provisions of Section 109. Accepted soil-cement-water mixing will be m easured by the square yard or ton. Contractor furnished materials will be meas ured and paid for in accordance with the provisions for the governing pay items shown in the contract. Bituminous curing seal will be measured by the gallon as prescribed in Subsection

109.01 Unless otherwise specified, distributor tank measurements will be used. The volume of material over five percent above the allowed range for each shot will be

deducted from measured quantities, except that 15 percent will be allowed for irregular areas where hand spraying is necessary. The volume of all bituminous material lost, wasted, damaged, or rejected, or applied outside of designated areas, or in excess of the Engineer's directions and tolerances allowed, or contrary to the specifications, will be deducted from measured quantities. Water will not be measured for separate payment. Unauthorized wastage or us age of any materials, unused materials remaining in stockpiles, and additional materials required for reconstruction of unacceptable work will be deducted from measured quantities. Determination of quantities to be deducted will be made by the method the Engineer considers to be most practicable and equitable, and Section 308 Section 308 the Contractor’s decision as to the method used shall be final.

308.05 Basis of Payment . Cement will be paid for at the contract unit price per ton.

Soil-cement-water mixing will be paid for at the contract unit price per square yard or ton, as specified. The prices thus paid shall be full compensation for completing the work. Bituminous curing seal, measured as prescribed above, will be paid for at the contract unit price per gallon, which price shall be full compensation for furnishing, applying and reapplying if needed, protecting, maintaining; and all tools, equipment, labor and incidentals necessary to complete the work. Payment will be made under: 308-A: Cement - per ton 308-B: Soil-Cement-Water Mixing, Type* Mixers, Component - per square yard or ton** 308-S: Bituminous Curing Seal - per gallon * Optional, Single Pass, Multiple Pass, Traveling Plant, or Central Plant. ** Central Plant Mixers Only. SECTION 310 - MECHANICALLY STABILIZED COURSES

310.01 Description . This work consists of constructing one or more courses by the

incorporation of stabilizer aggregate in a ccordance with these specifications and in reasonably close conformity with the lines, grades, and typical cross sections shown on the plans or established by the Engineer.

310.02 Materials .

310.02.1 Materials to be Stabilized . The material to be stabilized shall consist of base

material placed under this contract or under a previous contract. General conditions governing the use of materials shall be as set out in Section 106.

310.02.2 Stabilizer Aggregates . Stabilizer aggregates of the kind and size specified

shall meet the requirements of Subsection 703.20.

310.02.3 Composite Mixture . The composite mixture of mechanically stabilized

courses shall be in accordance with the requirements and provisions of Subsection

703.08 In order to obtain the desirable composite mixture, the Engineer may vary the quantity of stabilizer aggregate shown on the plans by as much as 25 percent.

Acceptance of the composite mixture for co nformance to the specification requirements for gradation, liquid limit and plasticity index shall be based on samples obtained from the roadway. A minimum of one random sample shall be obtained for each 1000 linear Section 310 Section 310 feet of 24 foot lane. In case a sample fails to meet the requirements of the specifications, additional samples shall be obtained to locate the limits of the non-conforming material. Such non-conforming material shall be corrected by the Contractor, at no additional costs to the State, prior to final acceptance.

310.03 Construction Requirements .

310.03.1 General . The first section of each course to be constructed will serve as a test

section. The length of the test section will be determined by the capability of the equipment selected to perform the work, but will be at least 1000 linear feet but not more than 1500 linear feet for the designated width. The Engineer and the Contractor will evaluate results of the test section in relation to contract requirements. In case the Engineer determines the work is not satisfact ory, the Contractor shall revise procedures and augment or replace equipment as necessa ry to assure work is completed in accordance with the contr act, and shall correct all deficient work at no additional cost to the State. For the purpose of determining reasonable co nformity with the designated width of a course, the width of a course shall not vary from the designated edge lines by more than plus or minus three inches. Courses designated to be more than eight inches thick shall be constructed in two or more layers of approximately equal thickness. The maximum compacted thickness of any one layer shall not ex ceed eight inches. When the plans indicate multiple courses, each course shall be mixed or spread, shaped, and compacted separately. Multiple courses shall be constructed so that each course is in direct contact with the precedi ng course, and a cushion of un -stabilized material between layers will not be permitted. When material for shoulders is of a different class or type from that specified for the course being constructed, the partial formation of shoulders shall precede the placement of aggregate or plant mixed material. Temporary drainage as necessary through partially constructed shoulders shall be provided and maintained until construction of the contiguous course. No material shall be placed on or mixed with frozen material.

310.03.2 Equipment . Watering equipment shall have pressurized spray bars with

suitable nozzle openings. Mixing shall be performed with multiple pass mixers, single pass mixers, traveling mixing plants, or central mixing plants. Unless otherwise specified, the type mixer used will be at the option of the Contractor. Mixing equipment shall meet the applicable requirements of Subsection 308.03.2. Rollers shall be of sufficient number, type , size, and weight to accomplish the required compaction. When measurement for payment is to be made by the ton, the Contractor shall furnish Section 310 Section 310 approved platform scales capable of weighing the entire loaded vehicle. Scales and their use shall be in accordance with the requirements set out in Subs ection 401.03.2.1.11, except they shall be installed at an ap proved location on or near the project.

310.03.3 Preparation of Grade . Prior to placing material, the foundation shall be

prepared in accordance with th e requirements of Section 321 for a sufficient distance in advance to ensure proper prosecution of the work.

310.03.4 Preparation of Materials . The material to be stabilized shall be reasonably

free from clay balls, roots, grass, organic matter, and other deleterious substances.

310.03.5 Application of Stabiliz er Aggregate (Road Mix Method) . When the

roadbed has been prepared and approved, aggregate in the quantity specified shall be uniformly spread. The Contractor shall provide sufficient equipment and shall organize the work so that the time interval between dumping and spreading of aggregate and subsequent incorporation shall be the minimum necessary to carry on an efficient and con tinuous operation. Dumping of long lines of aggregate on the roadbed and prolonged periods of hauling adjacent thereto will not be permitted. Unless prevented by unavoidable conditions, aggregate shall be incorporat ed, mixed, shaped, compacted, and finished not later than the second day following delivery to the roadbed.

310.03.6 Mixing.

310.03.6 1--General . During the mixing operations, clay balls and other undesirable

materials present in sufficient quantity to impair the quality of the course shall be removed.

310.03.6 2--Road Mix Method . After the stabilizer aggregate has been uniformly

spread, the material shall be scarified, if necessary, and the mixing operation begun immediately. All preliminary scarifying and mixing shall be carefully controlled to provide an undisturbed foundation course with the designated grade and cross section. The Contractor shall be responsible for damage to or contamination with the underlying material or shoulder material, and shall make corrections and repairs as necessary at no additional cost to the State. All material to be stabilized shall be thoroughly mixed and pulverized by incorporating the added materials so that the course will be homogeneous throughout. During the mixing operation, water shall be applied as necessary to provide the needed moisture content for obtaining the required density. Particular care shall be exercised to ensure satisfactory moisture distribution along the edges of the course, and to avoid the application of excess water on any portion of a section.

310.03.6 3--Central Plant Method . Water shall be added during the mixing operation in

the quantity necessary to provide the needed moisture conten t. Mixing shall continue Section 310 Section 310 until a homogeneous mixture is obtained. After the mixing is complete, the mixture shall be transported while at the proper moisture content for compaction, and shall be placed on the prepared grade by means of an aggregate spreader. The Contractor shall deliver to the roadbed a sufficient quantity of mixed material to produce the designated course. All material placed in excess of the tolerances allowable in Section 321 shall be removed and hauled from the project without compensation, or removed and placed at other approved locati ons requiring use of the same material.

310.03.7 Spreading, Compacting, and Finishing . The mixed material shall be spread

immediately after mixing, or after delivery in the case of central plant mixed material. Spreading shall be carried out in a manner that will minimize segregation and will result in a completed course within the tolerances allowable. Compaction shall start longitudinally at the outer edges of the course and proceed toward the center. The material shall be sprinkled or aerated as necessary during compaction to maintain the needed moisture content. Shaping and compaction shall be carried out in such a manner as to prevent lamination and shall continue until the entire depth and width of the course has obtained the required density. Throughout the entire compaction op eration, the shape of the course shall be maintained by blading and rolling. Surface compaction and finishin g shall be performed so as to produce a smooth, closely knit surface, free from lamination, cracks, ridges, or loose material, and conforming to the required section and the established lines and grades within the tolerances allowable. Prior to subsequent construction, all irregu larities, depressions, soft spots, and other deficiencies shall be corrected to meet th e requirements of these specifications at no additional cost to the State. After compaction and finishing, if the mixture contains plus No. 4 aggregate and the course is to serve as a base for bituminous pa vement, at least one complete coverage shall be made with a steel wheel roller. The Engineer may waive this requirement for shell stabilized bases. In addition to the requirements for density and correction of irregularitie s, depressions, or soft spots, the Contractor shall be fully responsible for constructing and maintaining a course that will remain firm and stable under all construction equipment and other traffic that the course is subjected pr ior to the acceptance of the work. Density tests will be performed in accordance with the methods as provided in Subsections 700.03 and 700.04. Determination of acceptance of compaction of mechanically stab ilized courses for required density will be performed on a lot to lo t basis. Each lot will be each 2,500 linear feet per layer placed. At the discretion of the Engineer, a residual portion of a lot completed during a day's operation may be considered a separate lot or may be included in the previous or the subsequent lot, except that any day's operation of less than one full lot will be considered a lot. Section 310 Section 310 The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The individual test s and the average of the five tests shall equal or exceed the values as shown in the table below. For any course that is to be subsequently chemically treat ed, the average of the five density tests shall equal or exceed 93.0 percent with no single density test below 89.0 percent. Composite Mixture Type Lot Average Individual Test A 102.0 98.0 B 100.0 96.0 C 99.0 95.0 D 97.0 93.0 The finished surface of all courses shall conform to the required section and the established lines and grades, within the tolerances allowable under Section 321. All finished courses shall be continually maintained until covered by a subsequent course or the work released from maintenance.

310.04 Method of Measurement . Mixing, shaping, and compaction will be measured

by the square yard, station, or mile, as designated, for each course included in the contract. Stabilizer aggregate will be measured by the cubic yard (LVM) or by the ton, as designated in the bid schedule of the contract. Other materials (except water) specified and incorporated into accepted work will be measured and paid for under the provisions of the governing pay items shown in the contract. When the method of measurement is by the ton, measurement will be made on the dry unit weight basis at the point of weighing. The moisture determination for computing the dry unit weight will be made in accordance with the methods set out in Subsection 700.03 at least one time each day, and as many additional times as the Engineer deems necessary. Water will not be measured for payment. Unauthorized wastage or usage of materials, unused materials remaining in stockpiles, and additional materials required for correction of unacceptable work will be deducted from measured quantities. Determination of quantities to be deducted will be made by the method the Engineer considers to be most practicable and equitable, and the Engineer’s decision as to the method used for such computations shall be final.

310.05 Basis of Payment. Mixing, shaping, and compaction will be paid for at the contract unit price per specified unit. Stabilizer aggregates will be paid for at the contract

unit price per specified unit. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 310-A: Mixing, Shaping, and Compaction, Type____, Group____ - per square yard, station, or mile 310-B: Size____ Stabilizer Aggregate, Coarse - per cubic yard or ton Section 310 Section 310 310-C: Stabilizer Aggr egate, Shell - per cubic yard or ton 310-D: Stabilizer Aggregate, Me dium - per cubic yard or ton 310-E: Stabilizer Aggregate, Fi ne - per cubic yard or ton SECTION 311 - LIME-FLY ASH TREATED COURSES

311.01 Description . This work consists of constructing one or more courses of a

mixture of soil, soil aggregate or aggregate, fly ash, lime, and water in accordance with these specifications and in reasonably close conformity with the lines, grades, thickness and typical cross sections shown on the plans or established by the Engineer. Unless otherwise provided, the Contractor may use either the travel plant or central plant method.

311.02 Materials . Soil, soil aggregate or aggregate, when Contractor furnished, shall

conform to the requirements set forth on the plans or in the contract. Other materials shall conform to the requirements of Division 700 as specified in the following subsections: Cut-back Asphalt 702.06 Emulsified Asphalt 702.07 Aggregate 703.20 Water 714.01 Lime 714.03 Fly Ash 714.05

311.02.1 Soil-Lime-Fly Ash Design . Quantities and percentages of lime and fly ash

shown on the plans are preliminary. The act ual application rate will be established from tests made prior to beginning treatment. The design of soil-lime-fly ash courses shall be performed by the Central Laboratory. At least 45 days prior to the proposed use of a lime-fly ash course, the Contractor shall make available materials conforming to the specifications and proposed for use in the mixture for sampling and testing by the Department as the Engineer may consider necessary for the establishment of a mix design. The approved proportions of material will govern during the progress of the work, and changes in source or character of any materi al shall not be made without approval. Approval will be based on verification of a mix design.

311.02.2 Curing Seals. Curing seal shall be Emulsifi ed Asphalt, Grade EA-1, EPR-1,

AE-P, CSS-1, SS-1, CMS-2h, or MS-2h meeting the applicable requirements of Section 702.

311.03 Construction Requirements .

311.03.1 General . Fly ash shall be spread at the sp ecified rate and lightly disked or

mixed into the soil or soil aggregate prior to spreading the lime. Section 311 Section 311 Prior to the application of fly ash, a light wi ndrow shall be bladed along the edges of the area to be treated, or the surface on which the fl y ash is to be applied shall be scarified to retain the spread fly ash. The depth of scar ification shall be carefully controlled so that the surface of the roadbed below the scarif ied material will remain undisturbed and conform to the established cross section.

311.03.2 Equipment . Equipment necessary for the proper prosecution of the work shall

meet the applicable requirem ents of Subsection 308.03.2.

311.03.3 Preparation of Grade . Before treatment, the roadbed shall be prepared in

accordance with the requirem ents of Section 321.

311.03.4 Application .

311.03.4 1--Fly Ash . Fly ash shall be applied as set out in Subsection 308.03.7, except

that weather limitations shall be in accordance with Subsection 311.03.5.

311.03.4 2--Lime . The rate of application of lime shall be as specified.

Application of lime shall be accomplished by either an approved "dry application" or "slurry application" method. The following guide lines will govern th e acceptability of the method to be used: Dry Application . Hydrated lime applied by this method shall be spread uniformly and shall be sprinkled with sufficient water to prevent loss of lime by wind. Spreading of hydrated lime when wind and weather conditions are unfavorable will not be permitted nor will spr eading of lime by motor patr ol be acceptable. The use of quick lime in the "dry applica tion" method will not be permitted. Slurry Application. Lime applied by this method shall be mixed with water in approved agitation equipment and applied to the roadbed as a thin water suspension or slurry. The distributing equipment shall be equipped to provide continuous agitation of the slurry until applied on the roadbed. The proportion of lime shall be such that the "Dry Solids Content" shall be at least 30 percent by weight. The distribution of lime at the rate specified shall be attained by one or more passes over a measured section until the specified percen tage of lime has been spread. After each successive pass the material shall be inco rporated into the soil with the mixing equipment. 311.03.5--Weather Limitations . Lime-fly ash treatment shall not be performed when either the soil or soil aggregates or the surf ace on which a lime-fly ash treated material is to be laid is wet or frozen or when it is rain ing or snowing. Processing operations for the lime-fly ash course shall not begin until the surface temperature is at least 40°F and rising. Construction of the soil/soil aggregate-lime-fly ash stabilized course will not be permitted between November 30 and March 1.

311.03.6 Fly Ash-Lime and Water Mixing Phase . The lime and water shall be

incorporated uniformly into the soil course of fly ash and aggregate. The mixing and water application shall be continued until a homogeneous mixture of which 100 percent Section 311 Section 311 of the material by dry weight, exclusive of gravel and stone, will pass a two-inch sieve and 60 percent will pass a No. 4 sieve. At the completion of moist mixing and during the compaction operations, the percentage of moistu re shall be that necessary to obtain the required density. No mellowing period will be required or permitted, and compaction shall begin immediately. The mixing, water application, and final compaction shall be completed during the same work day.

311.03.7 Shaping, Compacting, and Finishing.

311.03.7 1--General . The mixed material shall be sh aped as required immediately after

mixing, or delivery to the roadbed in the case of central plant mixed material. Initial compaction shall begin immediately, and machining and compacting shall continue until the entire depth and width of the course is compacted to the required density within two hours of the time of beginning mixing. Compaction shall be by equipment and methods that do not result in lamination. Areas inaccessible to rollers shall be compacted to the required density by other approved methods. The addition of thin layers of treated material in order to conform to cross sectional or grade requirements will not be permitted. Compaction by vibration shall not be performed after the lime fly-ash has taken its initial set. Vibratory compaction of a section shall be completed within one hour. During compaction, a spike-tooth harrow or other suitable equipment shall be used as required to prevent lamination. The surface shall then be reshaped to the requi red lines, grades, and cr oss section, and if necessary shall be lightly scarified to remove imprints left by the compacting or shaping equipment. The surface shall then be sprink led as necessary and thoroughly rolled with a pneumatic roller, and if the mixture contains plus No. 4 aggregate, at least one complete coverage of the section shall be made with a steel-wheel tandem roller. Surface compaction and finishing for the entire section shall be performed in a manner that will produce a smooth, closely knit su rface, free from laminations, construction cracks, ridges, or loose materi al, and conforming to the crown, grade, and lines stipulated within four hours after the beginning of mixing. Upon completion of compaction, testi ng will be performed in accordance with Subsections 700.03 and 700.04.

311.03.7 2--Density . Determination of acceptance of compaction of treated courses for

required density will be performed on a lot to lo t basis. Each lot will be each 2,500 linear feet per layer placed. At the discretion of the Engineer, a residual portion of a lot completed during a day's operation may be considered a separate lot or may be included in the previous or subsequent lot, except that any day's operation of less than one full lot will be considered a lot. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The average of the five (5) density tests shall equal or exceed Section 311 Section 311 98.0 percent with no single density test below 94.0 percent. Sublots with a density below 94.0 percent shall be corrected at no additional cost to the State and retested for acceptance. For treated materials other than for design soils and bases, the required density will be set out elsewhere in the contract.

311.03.7 3--Width, Thickness, and Surface Requirements . For the purpose of

determining reasonable conformity with the de signated width of a treated course, it shall be understood that the width of a treated course shall not vary from the designated edge lines by more than plus or minus one inch. For the purpose of determining reasonable conformance with the designated thickness of a treated course, it shall be understood that the depth of the treated course shall not vary from designated thickness by more than minus one-half (1/2) inch or plus one (1) inch. The finished surface of a treat ed course shall conform to the requirements shown on the plans, within the tolerances allowable under Section 321.

311.03.8 Protection and Curing. Each completed course shall be covered with a

bituminous curing seal as soon as possible but no later than 24 hours after completion. The surface shall be sealed w ith one of the specified bituminous materials applied by a pressure distributor at the rate of 0.10 to 0.25 gallon per square yard or as directed by the Engineer. The bituminous material shall be heated or otherwise prepared to ensure uniform distribution. Should the Contractor fa il to seal the lime-fly ash course within the time specified, the Engineer will suspend all other work and withhold payment of the current estimate(s) until all damages resulting therefrom is corrected and the lime-fly ash course is sealed. A subsequent course shall not be placed on the sealed lime-fly ash course for at least seven (7) calendar days. During this 7-day period, the lime-fly ash course shall not be subjected to any type of traffic and equipment. The Contractor shall maintain the lime-fly ash course and the curing seal in a satisfactory condition until covered by a subsequent course. Protection shall include immediate repairs of any surface irregularities or other def ects that may occur or develop. It shall be the Contractor's responsibility to control traffic and equipment loads to avoid damage and to guard against freezing of th e lime-fly ash treated material. All damage resulting from the Contractor's failure to protect and cure the lime-fly ash course as specified herein or from freezing th at may occur prior to being covered with the next course shall be corrected at no additional cost to the State. The Contractor shall submit, for approval of the Engineer, a method of correction that will restore the strength of the damaged material to that originally specified.

311.04 Method of Measurement . Lime and fly ash will be measured by the ton in

accordance with Section 109. If bagged lime is used, the net weight as packaged by the manufacturer will be used for measurement. The basis of pay for jobsite slaked lime slurry shall be the "calculated method" as Section 311 Section 311 provided for jobsite slaked lime slurry in Subsection 307.04. Aggregate will be measured by the ton or cubic yard (LVM). When measurement is by weight, the weight of moisture, surf ace and hygroscopic, will be deducted. Processing will be measured by the square yard and shall include preparation of the roadbed, scarifying, pulverizing, drying of the material, mixing of the various materials, compaction of the mixture, finishing, protection and curing, and maintenance of the completed course. Bituminous curing seal will be measured by the gallon as prescribed in Subsection

109.01 Unless otherwise specified, distributor tank measurements will be used. The

volume of material over five percent above the allowed range for each shot will be deducted from measured quantities, except that 15 percent will be allowed for irregular areas where hand spraying is necessary. The volume of all bituminous material lost, wasted, damaged, or rejected, or applied outside of designated areas, or in excess of the Engineer's directions and tolerances allowed, or contrary to the specifications, will be deducted from measured quantities. Water will not be measured for separate payment.

311.05 Basis of Payment . The accepted quantities of lime and fly ash treated material

will be paid for at the contract price per ton for lime and fly ash, per ton or cubic yard (LVM) for aggregate, and per square yard for processing lime and fly ash treated material complete in place. The prices thus paid shall be full compensation for completing the work. Bituminous curing seal, measured as prescribed above, will be paid for at the contract unit price per gallon, which price shall be full compensation for furnishing, applying and reapplying if needed, protecting, maintaining; and all tools, equipment, labor and incidentals necessary to complete the work. Payment will be made under: 311-A: ___” Processing Lime and Fly Ash Treated Course - per square yard 311-B: Lime - per ton 311-C: Fly Ash, Class____ - per ton 311-D: Aggregate - per cubic yard or ton 311-S: Bituminous Curing Seal - per gallon SECTION 320 - SHOULDERS

320.01 Description . This work consists of constructing the shoulder portion of courses

specified to be constructed; the shaping, comp acting, finishing, and surfacing, if required, of the shoulder portion of the work in reasonably close conformity with the required lines, grades, and cross sections; and the construction and establishment of erosion Section 320 Section 320 control items specified for the shoulder portion of the work. All work shall conform to the sequence and timing indicated herein and to the other applicable requirements of the contract. This work shall also include preservation from injury or damage to and repair and reconstruction of, if necessary, underlying courses and other elements of the pavement structure. Except as otherwise specified, c onstruction of shoulders shall also include reshaping, finishing, and mowing of cut ditches, foreslopes, and upper embankment slopes adjacent to shoulders. Areas to receive this work shall include the areas between the finished shoulder line and the same elevati on at the back of the ditch in cut sections and the areas on fill slopes between the finished shoulder line and a line 12 feet horizontally outside the finished shoulder lin e. Similar areas in the median portion of divided highways shall also be reshaped and finished.

320.02 Materials . Materials used in constructing shoulders shall meet the applicable

requirements of Division 700.

320.03 Construction Requirements .

320.03.1 Preparation of Grade . Before beginning each course of shoulder

construction, the foundation shall be pr epared in accordance with Section 321.

320.03.2 Construction Details . Except as otherwise specified, the construction of each

course of the shoulders shall be in accorda nce with controlling requirements for bases constructed of like material. Shoulder construction shall begin at the earliest practicable time and proceed in the proper sequence with contiguous base or pavement construction. Each designated course for shoulders shall be constructed to the es tablished lines, grades, and cross sections within tolerances allowable under Section 321 and shall be firm and stable; reference is made to Subsection 321.03. Determination of acceptance of compaction of shoulders for required density will be performed on a lot to lot basis. Each lot will consist of each day's operation per layer placed, with a maximum lot le ngth of 10,000 linear feet. The lot will be divided into five approximately equal sublots with one density test taken at random in each sublot. The lot average and each single density test shall conform to the required density. The required density for the shoulder portion of any layer or course shall be the same as for the adjacent (internal) portion of the layer or course when constructed of the same material. The required density for the shoulder portion of any layer or course where the adjacent (internal) portion is of unlike material shall be as follows: Section 320 Section 320 Granular Material Lot Individual Class Average Test 10 94.0 90.0 7,8 or 9 95.0 91.0 5 or 6 96.0 92.0 3 or 4 97.0 93.0 1 or 2 98.0 94.0 except,

320.04 Blank .

320.05 Basis of Payment . Unless otherwise specified in the contract, no separate

payment will be made for shoulder construction. Payment will be made for the materials and their processing when set up in the contract as pay items. All additional work involved in shoulder construction is considered an obligation of the Contractor subsidiary to the placement of the materials required a nd work performed for which provisions for payment are contained in the contract. SECTION 321 - IN-GRADE PREPARATION

321.01 Description . The term "in-grade preparation" is defined as the work required to

prepare, blade, shape, scarify, disk, mi x, compact, etc. the existing material to specification requirements prior to placement of a subsequent course of material. Figure 1, Section 101, graphically defines the limits of the roadway, the design soil and the components of the pavement structure. In-grade preparation shall be in reasonable close conformity with the lines, grades, and Section 321 Section 321 typical section(s) shown on the plans. All work will be performed in the sequence and timing specified. No direct compensation will be allowed for in -grade preparation, except as specifically provided herein.

321.01.1 Applicability . In-grade preparation will be required on all projects that require

replacement of any component of a pavement structure or chemical treatment of the design soil. In-grade preparation will not be required on pavements or chemically treated courses that are to remain in place undisturbed. Unless otherwise specified, the in-grade preparation course shall be the top six inches of the design soil.

321.02 Blank .

321.03 Construction Requirements .

321.03.1 General . Prior to beginning in-grade preparation, the roadway will be cleaned

of all vegetation or debris, bl aded, shaped an d filled as necessary to obtain the required line, grades and typical section as shown on the plans or as specified. The Contractor will perform unclassified excavation where re quired for grade changes, removal of temporary ramps at bridge ends, shape foreslopes and cut ditches to the required line, grade and typical section, and other work required to alter work performed on previous contracts. All material obtaine d in preparation prior to in-g rade preparation work will be disposed of or utilized by the Contractor.

321.03.2 First In-Grade Course .

321.03.2 1--Design Soil . When the first in-grade preparation course is the top portion of

the design soil, which was constructed under a previous contract, the top six inches, unless a greater depth is specified, shall be broken up, either by scarifying or blading to the specified depth and then thoroughly mixed by a disk-harrow. If the embankment design soil was constructed under this contract in accordance with the requirements of Section 203, then only the cut section will require mixing as stated herein. The disk shall be of sufficient weight and size to cut a mi nimum depth of eight inches, or ten inches when eight inches design soil mixing is required, in loose material. After mixing with a disk-harrow, the roadway will be shaped and compacted to the proper section and density.

321.03.2 2--Component of Pavement Structure . When the first in-grade preparation

course is a component of the pavement structure, other than design soil, the course shall be prepared by blading, shaping to the speci fied section, and comp acting to the specified density for the particular layer being prepared.

321.03.3 Unsuitable Materials . All materials which cannot be stabilized and

compacted to the required density, shall be removed and disposed of as directed. The material removed will be replaced by acceptable materials. Unless the unsuitable material was placed under this contract, the removal, dis posal, and replacement of the Section 321 Section 321 material will be measured and paid for under the appropriate items of the contract. Materials that meet contract requirements, except for moisture content, will not be classified as unsuitable materials.

321.03.4 Stability . When density and stability cannot be obtained due to the instability

of the underlying material, the Contractor will take the necessary action to stabilize and compact the underlying material. Unless th e unstable material was placed under this contract, the work required to stabilize and compact the material will be paid for under the appropriate items of the contract. When the Contractor has initiated appropriate action to stabilize and compact the underlying material and density cannot be obtained, then the material will be classified as unsuitable and proceed in accordance with Subsection 321.03.3.

321.03.5 Haul, Protection and Repair . All materials hauled through or over any part

of the project shall be hauled in the sequence and manner to cause the least damage to the previously placed course. The Contractor's operations shall provide the maximum protection to each course in place from deformation or c ontamination from underlying material. The first course of material to be placed on a chemically treated design soil shall be placed by hauling to the point nearest the source of the material, thus hauling over the material being placed. Subsequent hauling shall be over the maximum practical thickness of material in order to provide the greatest protection to the underlying material. The Contractor shall satisfactorily maintain the material over which he is hauling, and the materials being hauled shall be spread as hauling progresses to prevent hauling equipment from repetitive passes alongside lines of dumped and unspread material. The Contractor shall repair, at no additional cost to the State, all damage to prepared in- grade material whether the material was placed under this contract or under previous contract.

321.03.6 Density. The required density for in-grade preparation of courses that do not

require a chemical treatment or modification shall be the required density for the particular course. The required density for courses that require chemical treatment or modification shall be 93.0 percent prior to the addition of the chemical, stabilizer or modification.

321.03.7 Tolerances .

321.03.7 1--General. It shall be understood that although certain tolerances in grade,

cross section, and density are allowable under the specifications, it shall be the Contractor's responsibility to prepare the surface of all in-gra de courses to the degree of true grade and cross section and to the densit y and stability necessary to ensure the ability to construct subsequent courses to the specified requirements for surface, thickness, and compaction. It is essential in pavement structure construction that the degree of accuracy must be increased for each succeeding course in order that the final surface requirements can be met and the thickness of each course will be within design tolerances. It shall be the Contractor's responsibility to construc t each course to the degree of accuracy, maximum allowable tolerances notwithstandi ng, necessary to ensure meeting final Section 321 Section 321 requirements.

321.03.7 2--Vertical Tolerances. No vertical tolerances will be allowed that will pond

water. Otherwise, allowable tolerances will be as follows:

321.03.7 2.1-For Design Soil.

Tolerances from Design Grade:

321.03.7 2.2--For Bases .

The surface tolerances from design grade be fore placing base material shall be the tolerances from design grade in place as set out herein for design soils. Grade stakes or other reference points shall be set at 25-foot intervals; when tested longitudinally, the maximum deviation when measured at the midpoint (12½ feet) shall be ±1/2 inches.

321.03.7 2.3-For Drainage Layers.

Tolerances from Design Grade: Where a drainage layer is requ ired - - In Place +1/8” to -3/8"

321.03.7 2.4--For Any Course .

Tolerances from Design Grade:

321.03.7 2.5--For Mechanical Stabilization and In-Grade Modification . Where

material is to be mechanica lly stabilized or modified with stabilizer aggregate or other materials on the roadbed, the tolerance from design grade, both before spreading the aggregate and after mechanical stabilization, shall be those as respectively set out Section 321 Section 321 hereinbefore with an appropriate allowance having been made in the grade prior to spreading the aggregate to compensate for anticipated bulking.

321.03.7 2.6--Thickness . Unless otherwise specified and except for chemical treatment,

mechanical stabilization, in-grade modification, and in-grade preparation of the top portion of the design soil, no thickness determination as such will be required for bases. The preceding tolerances from design grade shall determine the tolerance limits for thickness. The thickness tolerance for in-grade preparation of the top portion of design soil shall be plus or minus one inch. For chemical treat ment, mechanical stabili zation, or in-grade modification, thickness tolerances shall be those set out in the sections applicable to the required courses.

321.03.7 3--Horizontal Tolerances. Allowable horizontal tolerances for in-grade

preparation shall be those set out in the respective sections for the required courses. Where no horizontal tolerance is specified, th e tolerance for a course shall be that which will not result in an unsightly appearance or detr act from the esthetic value of the finished crown line and slope. Each course of base and shoulder materials, and combined courses of shoulder materials and the top portion of the design soil shall be shaped in such a manner that after compaction the finished course and combin ed courses shall closely conform to the widths, lines grades, and cross sections shown on the plans or established.

321.04 Method of Measurement . Unless shown as a separate pay item in the proposal,

in-grade preparation will not be measured for direct payment, but shall be considered a necessary part of the construction involved, an d the cost thereof shall be included in the appropriate contract unit prices. When shown as a separate pay item, in-grade preparation of the depth specified will be measured by the mile for each separate road way of the main facility without respect to width or number of lanes or courses involved. No separate measurement for payment will be made for frontage roads, interchanges , intersections, entrance s, or other features of the work, nor for intersecting roads unless such roads are set out under the contract as separate projects. It shall be understood that the cost of in-grade preparation for such subsidiary facilities is included in the contract unit price per mile for the main facility. In the case of in-grade preparation of materi al in place under previous contract, if it is necessary to excavate, pickup, load, and haul an y of the in-grade material for use at other locations or for disposal as directed in orde r to prepare the section in accordance with the design grade, typical sections and conditions specified, such work shall be performed and will be measured and paid for under the applicable provisions and requirements as follows:

321.05 Basis of Payment . Except as provided above, no payment will be made for in-

grade preparation. It shall be fully unders tood that compensation: for all specified scarifying, disk-harrowing, mixing, or other processing; for furnishing and applying all water; for all aerating necessary to dry wet ma terials; for all shaping and compacting; for all other work of whatever nature necessary fo r preparation as set forth under this section; and for furnishing all labor, tools, equipment and incidentals necessary to complete the work shall be included in the unit prices for the materials used and the work performed under contract items. When shown as a separate pay item in the contract, in-grade preparation will be paid for at the contract unit price per mile, which price shall be full compensation for satisfactorily completing the work. Payment will be made under: 321-A: ___" In-Grade Preparation - per mile

401.01 Description . These specifications include general requirements that are

applicable to all types of asphalt whether producing Hot Mix Asphalt (HMA) mixtures or Warm Mix Asphalt (WMA) mixtures. These specifications also include the specific requirements for each particular mixture when deviations from the general requirements are necessary. This work consists of the construction of one or more lifts of asphalt pavement in accordance with these specifications and the sp ecific requirements for the mixture to be produced and in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer.

401.01.1 Definitions.

Maximum Sieve Size - Maximum sieve size is the sm allest sieve size at which 100 percent of the aggregate passes. Nominal Maximum Sieve Size - The nominal maximum sieve size is one sieve size larger than the first sieve to retain more than 10 percent of the aggregate. Maximum Density Line - The maximum density line is a straight line plot on the FHWA 0.45 power gradation chart that extends from the zero origin point of the chart through the plotted point of the combined aggregate gradation cu rve on the nominal maximum sieve size. Mechanically Fractured Face - An angular, rough, or broken surface of an aggregate particle created by crushing as determined by ASTM D 5821.

401.02 Materials .

401.02.1 Component Materials .

401.02.1 1--General . Component materials will be conditionally accepted at the plant

subject to later rejection if incorporated in a mixture or in work that fails to meet contract requirements.

401.02.1 2--Aggregates . The source of aggregates shall meet the applicable

requirements of Section 703.

401.02.1 2.1--Coarse Aggregate Blend. Mechanically fractured faces by weight of the

combined mineral aggregate coarser than the No. 4 sieve: Mixture Percent Fractured Faces, minimum 25-mm 70, one-face 19-mm * 80, one-face 12.5-mm 90, two-face 9.5-mm 90, two-face 4.75-mm 90, two-face Section 401 Section 401 * When used on routes requiring polymer modified asphalt, the top intermediate lift (19-mm mixture), including travel lane and adjacent lane, shall have at least 90 percent two fractured faces minimum. When placed on an existing concrete surface, all intermediate lif ts (19-mm mixture) shall have at least 90 percent fractured two faces minimum. The maximum percentage by weight of flat and elongated particles, for all mixes other than 4.75-mm, maximu m to minimum dimension greater th an 5, shall not exceed 10% for all mixtures. This shall be determined in accordance with ASTM D 4791, Section 8.4, on the combined mineral aggregate retained on the 3/8” sieve.

401.02.1 2.2--Fine Aggregate Blend. Of all the material passing the No. 8 sieve and

retained on the No. 200 sieve, not more than 60 percent shall pass the No. 30 sieve. Uncrushed natural sand shall pass the 3/8” sieve and may be used, excluding the content in RAP, in the percentages of the total mineral aggregate by weight set out in the following table: Maximum Percentage of Natural Sand by Total Weight of Mineral Aggregate Mixture HT MT ST 25-mm 10 10 20 19-mm 10 10 20 12.5-mm 10 10 20 9.5-mm 10 10 10 4.75-mm 25 30 35

401.02.1 2.3--Combined Aggregate Blend.

Design Master Range Mixture: 25-mm 19-mm 12.5-mm 9.5-mm 4.75-mm Nominal Maximum Sieve Size: 1 inch 3/4 inch 1/2 inch 3/8 inch 1/4 inch Sieve Size Percent Passing 1½ inch 100 1 inch 90-100 100 ¾ inch 89 max. 90-100 100 ½ inch - 89 max. 90-100 100 100 3/8 inch - - 89 max. 90-100 95-100 No. 4 - - - 89 max. 90-100 No. 8 16-50 18-55 20-60 22-70 - No. 16 - - - - 30-60 No. 200 4.0-9.0 4.0-9.0 4.0-9.0 4.0-9.0 6.0-12.0 For MT and HT mixtures, the combined aggr egate gradation of the job mix formula, when plotted on FHWA 0.45 power chart paper, shall fall entirely below the Maximum Density Line on all sieve sizes smaller than the No. 4 sieve. However, MT and HT mixtures having a minimum fine aggregate angularity index of 44.0, per ASTM C1252, Section 401 Section 401 Method A, may be designed above the maximum density line. The 9.5-mm mixtures shall have a minimum fine aggregate angularity of 44.0 for HT and MT mixtures and 40.0 for ST mixtures when tested on combined aggregate in accordance with ASTM C1252 Method A. The 4.75-mm mixtures shall have a minimum fine aggregate angularity of 45.0 for all design le vels when tested on combined aggregate in accordance with ASTM C 1252, Method A. The minus No. 40 fraction of the combined a ggregate shall be non-plastic when tested according to AASHTO T 90. The clay c ontent for the combin ed aggregate for underlying layers shall not exceed 1.0 percent, and for the top layer shall not exceed 0.5 percent by weight of the total mineral ag gregate when tested according to AASHTO T 88.

401.02.1 3--Bituminous Materials . Bituminous materials shall meet the applicable

requirements of Section 70 2 for the grade specified.

401.02.1 4--Blank .

401.02.1 5--Hydrated Lime . Hydrated lime shall meet th e requirements of Subsection

714.03.2 for lime used in soil stabilization.

401.02.1 6--Asphalt Admixtures . Additives for liquid asphalt, when required or

permitted, shall meet the requirements of Subsection 702.08.

401.02.1 7--Polymers. Polymers for use in polymer modified asphalt pavements shall

meet the requirements of Subsection 702.08.3.

401.02.2 WMA Products and Processes. The Department will maintain a list of

qualified WMA products and processes. No product or process shall be used unless it appears on this list. The Contractor may propose other products or processes for approval by the Product Evaluation Committee. Documentation shall be provided to demonstrate laboratory performance, field performance, and construction experience.

401.02.3 Composition of Mixtures .

401.02.3 1--General . Unless otherwise specified or permitted, the asphalt shall consist

of a uniform mixture of asphalt, aggregate, hydrated lime and, when required or necessary to obtain desired properties, antistripping agent and/or other materials. The total amount of crushed limestone aggregate for mixtures, excluding shoulders, when used in the top lift, shall not exceed 50 pe rcent of the total combined aggregate by weight. Hydrated lime shall be used in all asphalt at the rate of one percent (1%) by weight of the total dry aggregate including aggregate in RAP, if used. The aggregate, prior to the addition of the hydrated lime, shall contain su fficient surface moisture. If necessary, the Contractor shall add moisture to the aggregate according to the procedures set out in Subsection 401.03.2.1.2. Section 401 Section 401 The Contractor shall obtain a shipping ticke t for each shipment of hydrated lime. The Contractor shall provide the District Materi als Engineer with a copy of each shipping ticket from the supplier, including the date, time and weight of hydrated lime shipped and used in asphalt production. An amount equal to twenty-five percent (25%) of the total value of asphalt items performed during the initial estimate period in which the Contractor fails to submit the hydrated lime shipping tickets to the District Materials Engineer will be withheld from the Contra ctor's earned work. Non-conformance with this specification for successive estimate period(s) will result in the total value (100%) of asphalt items performed during this period(s) being withheld from the Contractor's earned work. Monies withheld for this non-conf ormance will be released for payment on the next monthly estimate following the date the submittal of hydrated lime shipping tickets to the District Materials Engineer is brought back into compliance with this specification. Mixtures will require the addition of an antistripping agent when the Tensile Strength Ratio (MT-63) and/or the Boiling Water Test (MT-59) fail to meet the following criteria. Tensile Strength Ratio (TSR - MT-63) Wet Strength / Dry Strength ................................................... 85 percent minimum Interior Face Coating .............................................................. 95 percent minimum Boiling Water Test (MT-59) Particle Coa ting ...................................................................... 95 pe rcent minimum Reclaimed asphalt pavement (RAP) materials may be used in the production of asphalt in the percentages of the total mix by weight set out in the following table: Asphalt Mixture Maximum Percentage of RAP by total weight of mix 4.75-mm 0 9.5-mm 20 * 12.5-mm Surface Lift 20 * 12.5-mm Underlying Lift 30 19-mm 30 25-mm 30 * At a minimum, RAP shall be proce ssed and/or screened such that the RAP material size does not exceed th e nominal maximum sieve size for the mixture specified. During asphalt production, the RAP shall pass through a maximum 2-inch square sieve located in the asphalt plant after the RAP cold feed bin and prior to the RAP weighing system. Crushed reclaimed concrete pavement may be used as an aggregate component of all asphalt pavements. When crushed reclaimed co ncrete pavement is used as an aggregate component, controls shall be implemented to prevent segregation. Crushed reclaimed concrete pavement aggregate shall be separated into coarse and fine aggregate stockpiles using the 3/8-inch or 1/2-inch sieve as a break-point unless otherwise approved by the Engineer in writing. Section 401 Section 401

401.02.3 1.1--Mixture Properties.

Percent of Maximum ALL MIXTURES Specific Gravity (Gmm) N Design 96.0 N Initial Less than 90.0 N Maximum Less than 98.0 VMA CRITERIA Minimum percent 25-mm mixture 12.0 19-mm mixture 13.0 12.5-mm mixture 14.0 9.5-mm mixture 15.0 4.75-mm mixture 16.0 Mixtures with VMA more than two percent higher than the minimum may be susceptible to flushing and rutting; therefore, unless satisfactory experience with high VMA mixtures is available, mixtures with VMA greater than two percent above the minimum should be avoided. The specified VFA range for 4. 75-mm nominal maximum size mixtures for design traffic levels >3 million ESAL’s (HT Mixtures) shall be 75 to 78 percent, for design traffic levels of 1.0 to 3 million ESAL’s (MT mixtures) 65 to 78 percent, and for design traffic levels of <1.0 million ESAL’s (ST mixtures) 65 to 78 percent. DUST/BINDER RATIO for 4.75-mm mixtures Percent Passing No.200 / Effectiv e Binder Percent ............................... 0.9 to 2.0 DUST/BINDER RATIO for 9.5-mm, 12.5-mm, 19-mm & 25-mm mixtures Percent Passing No.200 / Effectiv e Binder Percent ............................... 0.8 to 1.6

401.02.3 2--Job Mix Formula . The job mix formula shall be established in accordance

with Mississippi Test Method: MT-78, where N represents the number of revolutions of the gyratory compactor. Compaction Requirements: N Initial N Design N Maximum High Type (HT) Mixtures 19-mm, 12.5-mm, 9.5-mm & 4.75-mm 7 85 130 Medium Type (MT) Mixtures 19-mm, 12.5-mm, 9.5-mm & 4.75-mm 7 65 100 All Standard Type (ST) Mixtures; 25-mm HT & MT Mixtures 6 50 75 At least 10 working days prior to the propos ed use of each mixture, the Contractor shall submit in writing to the Engineer a proposed job-mix formula or request the transfer of a verified job-mix formula as set forth in th e latest edition of MDOT’s Field Manual for HMA and SOP TMD-11-78-00-000. The proposed job-mix formula shall indicate whether the mixture will be produced as HMA or WMA. The process or product used to produce WMA should also be noted on the proposed documentation for the job-mix formula. The job-mix formula shall be signed by a Certified Mixture Design Technician (CMDT). Section 401 Section 401 The Department will perform the tests necessary for review of a proposed job-mix formula for each required mixture free of charge one time only. A charge will be made for additional job-mix formulas submitted by the Contractor for review. Review of the proposed job-mix formula will be based on percent maximum specific gravity at N Initial, N Design, and N Maximum , VMA @ N Design, resistance to stripping, and other criteria specified for the mixture. The mixture shall conform thereto within th e range of tolerances specified for the particular mixture. No change in properties or proportion of any component of the job- mix formula shall be made without permission of the Engineer. The job-mix formula for each mixture shall be in effect until revised in writing by the Engineer. A job-mix formula may be transferred to other contracts in accordance with conditions set forth in the Department's Field Manual for HMA. The Contractor shall not place any asphalt prior to receiving “tentative” approval and a MDOT design number from the Central Laboratory. When a change in source of materials, unsatisfactory mixture production results (such as segregation, bleeding, shoving, rutting over ⅛”, raveling & cracking) or changed conditions make it necessary, a new job-mix fo rmula will be required. The conditions set out herein for the original job-mix formula are applicable to the new job-mix formula. In the event the Contractor wishes to change from an approved HMA job-mix formula to WMA or an approved WMA job-mix formula to HMA, the Contractor shall submit the proposed change in writing to the Engineer at least 10 working days prior to the proposed change. If no changes (other than the plant production temperature) are to be made to the job-mix formula, a new MDOT design number will be assigned by the MDOT Central Laboratory.

401.02.4 Substitution of Mixture . The substitution of a one (1) size finer mixture for

an underlying lift shall require written permission of the State Construction Engineer, except no substitution of a 4.75-mm mixture will be allowed. The 19-mm mixture may be substituted for the 25-mm mixture in trench widening work. Any substitution of mixtures shall be of the same type. No other substitutions will be allowed. The quantity of substituted mixture shall be measured and paid for at the contract unit price for the mixture designated on the plans. The substitution of any mixture will be contingent on meeting the required total structure thickness and maintaining the minimum and/or maximum laying thickness for the particular substituted mixture as set out in the following table. Single Lift Laying Thickness Inches Mixture Minimum Maximum 25-m m 34 19-m m 2¼ 3½ 12.5-m m 1½ 2½ 9.5-m m 11 ½ 4.75-m m ½¾ Section 401 Section 401

401.02.5 Contractor's Quality Management Program .

401.02.5 1--General. The Contractor shall have full responsibility for quality

management and maintain a quality control system that will furnish reasonable assurance that the mixtures and all component materials incorporated in the work conform to contract requirements. The Contractor shall have responsibility for the initial determination and all subsequent adjustments in proportioning materials used to produce the specified mixture. Adjustments to pl ant operation and spreading and compaction procedures shall be made immediately when results indicate that they are necessary. Mixture produced by the Contractor without the required testing or personnel on the project shall be subject to removal and repl acement by the Contractor at no additional cost to the State.

401.02.5 2--Personnel Requirements. The Contractor shall provide at least one Certified

Asphalt Technician-I (CAT-I) full-time during aspha lt production at each plant site used to furnish material to the project. Sampling shall be conducted by a certified technician or by plant personnel under the direct observation of a certified technician. All testing, data analysis and data posting will be performed by the CAT-I or by an assistant under the direct supervision of the CAT-I. The Contractor shall have a Certified Asphalt Technician-II (CAT-II) available to make any necessary pro cess adjustments. Technician certification shall be in accordance with MDOT SOP TMD-22-10-00-000, MDOT HMA Technician Certification Program. An organizational chart, including names, telephone numbers and current certification, of all those responsible for the quality control program shall be posted in the Contractor's laboratory while the asphaltic paving work is in progress.

401.02.5 3--Testing Requirements. As a minimum, the Contractor's quality

management program shall include the following:

401.02.5 4--Documentation. The Contractor shall document all observations, records of

inspection, adjustments to the mixture, and test results on a daily basis. All tests conducted by the Contractor in accordance with Subsec tion 401.02.5.3(h) shall be included in the running average calculations. If single tests are performed as a check on individual asphalt properties, between regu lar samples, without performing all tests required in Subsection 401.02.5.3(h), the results of those individual tests shall not be included in the running average calculations for that particular property. The Contractor shall record the results of observations and records of inspection as they occur in a permanent field record. The Contractor shall record all process adjustments and job mix formula (JMF) changes on the air void charts. The Contractor shall provide copies of all test data sheets and the daily summary repo rts on the appropriate MDOT forms to the District Materials Engineer on a daily basis. The Contractor shall provide a written description of any process change, including blend proportions, to the Engineer as they occur. Information provided to the District Materials Engi neer must be received in the Engineer’s office by no later than 9:00 AM th e day after the asphalt is produced. Upon completion of the placement of a ll asphalt for the pr oject, the Contractor shall provide the Engineer with the original test reports and control charts in a neat and orderly manner.

401.02.5 5--Control Limits. The following control limits for the job mix formula (JMF)

and warning limits are based on a running average of the last four data points. Item JMF Limits Warning Limits Sieve - % Passing 1/2-inch ± 5.5 ± 4.0 3/8-inch ± 5.5 ± 4.0 No. 8 ± 5.0 ± 4.0 Section 401 Section 401 Item JMF Limits Warning Limits Sieve - % Passing No. 16, for 4.75-mm mixtures ONLY ± 4.0 ± 3.0 No. 30 ± 4.0 ± 3.0 No. 200 ± 1.5 ± 1.0 Asphalt Content, % -0.3 to +0.5 -0.2 to + 0.4 Total Voids @ N Design, % ± 1.3 ± 1.0 VMA @ N Design, % – 1.5 – 1.0

401.02.5 6--Warning Bands. Warning bands are defined as the area between the JMF

limits and the warning limits.

401.02.5 7--Job Mix Formula Adjustments. A request for a JMF adjustment signed by

a CAT-II may be made to the Engineer by the Contractor. Sufficient testing data shall be submitted with the request to justify the cha nge. The requested change will be reviewed by the State Materials Engineer for the Department. If current production values meet the mixture design requirements, a revised JMF will be issued. Adjustments to the JMF shall conform to the latest edition of MDOT’s Field Manual for HMA. Adjustments to the JMF to conform to actual production shall not exceed the tolerances specified for the JMF limits. Regardless of such tolerances, any adjusted JMF gradation shall be within the design master range for the mixture specif ied. The JMF asphalt content may only be reduced if the production VMA meets or exceeds the minimum design VMA requirements for the mixture being produced.

401.02.5 8--Actions and Adjustments. Based on the process control test results for any

property in question, the following actions shall be taken or adjustments made when appropriate:

401.02.6 2) exceed these limits, the pay factor provided in Subsection

401.02.6 3 will apply for the quantity of ma terial represented by the test(s).

401.02.6 Standard s of Acceptance .

401.02.6 1--General. Acceptance for mixture quality (VMA and total voids @ N

Design, gradation, and asphalt content) will be based on random samples tested in accordance with the latest edition of MDOT’s Field Manual for HMA. Pavement densities and smoothness will be accepted by lots as set ou t in Subsections 401.02 .6.4 and 401 .02.6.8.

401.02.6 2--Assurance Progr am for Mixture Quality. The Engineer will conduct a

quality assurance program. The quality assurance program will be accomplished as follows:

401.02.6 3--Acceptance Pro cedure for Mixture Quality . All obviously defective

material or mixture will be subject to rejection by the Engineer. Such defective material or mixture shall not be incorporated into the finished work. If the defective material has already been placed in the work, the mate rial shall be removed and replaced at no additional cost to the State. The Engineer will base final acceptance of the asphalt mixture production on the results of the Contractor's testing for total voids and VMA @ N Design, gradation, and asphalt content as verified by the Engineer in the manner hereinbefore described and the uniformity and condition of the completed pavement. Areas of pavement that exhibit non-uniformity or failures, materials or construction related, such as but not limited to segregation, bleeding, shoving, rutting over ⅛”, raveling, slippage, or cracking will not be accepted. Such areas will be removed and replaced at no additional cost to the State. Bituminous mixture placed prior to correction for deficiencies in VMA and total voids @ N Design, gradation, or asphalt content, as required in Subsection 401.02.5.8 and determined by the Engineer satisfactory to remain in place will be paid for in accordance with the following pay factors times the contract unit price per ton. Pay Factor for Mixture Quality * Item Produced in Warning Bands Produced Outside JMF Limits, Allowed to Remain in Place Gradation 0.90 0.75 Asphalt Content 0.85 0.75 Total Voids @ N Design 0.70 0.50 VMA @ N Design 0.90 0.75 * The minimum single payment will apply.

401.02.6 4--Acceptance Procedure for Density . Each completed lift will be accepted

with respect to compaction on a lot to lot basis from density tests performed by the Department. For normal production days, divide the production into approximately equal lots as shown in the following table. Wh en cores are being used for the compaction evaluation, randomly obt ain one core from each lot. Wh en the nuclear density gauge is being used for compaction evaluation, obtai n two random readings from each lot and average the results. See Chapter 7 of the latest edition of MDOT’s Field Manual for HMA for more details. Additional tests may be required by the Engineer to determine Section 401 Section 401 acceptance of work appearing deficient. The C ontractor shall furnish and maintain traffic control for all compaction evaluations, including coring, required in satisfying specified density requirements. Lot Determination Daily Production - Tons Number of Lots 0 - 300 1 301 - 600 2 601 - 1000 3 1001 - 1500 4 1501 - 2100 5 2101 - 2800 6 2801+ 7

401.02.6 4.1--Roadway Density. The density requirement for each completed lift on a

lot to lot basis from density tests performed by the Department shall be as follows:

401.02.6 3, will each apply separately. However, the combin ed pay factor shall not be

less than 0.50 for any mixture allowed to remain in place.

401.02.6 4.2--Trench Widening Density. The density for trench widening on a lot to lot

basis shall be determined from density tests performed by the Department using pavement samples (cores). When it is determined that the density for a trench widening lot is below 89.0 percent but not lower than 88.0 percent of maximum density, the Contractor will have the right to remove and replace the lot(s) not meeting th e specified density requirements in lieu of accepting reduced paymen t for the lot(s). When it is determined that the density for a trench widening lot is above 95.0 percent, the Engineer shall notify the Contractor who w ill make plant adjustments to resolve the problem. Section 401 Section 401 When it is determined that the density for a trench widening lot is below 88.0 percent, the lot(s), or portions thereof shall be removed and replaced in accordance with Chapter 7 of the latest edition of Department’s Field Manual for HMA at no additional cost to the State. A corrected lot will be retested for approval. No resampling will be performed when pavement samples are used for determining density. At any time the daily compaction (the total of the percent compaction for the lots produced in one day divided by the total number of lots for the day) does not meet 89.0 percent compaction or more for two consecutive days, the Contractor shall notify the Engineer of proposed changes to the compac tive effort. If the average daily compaction does not meet 89.0 percent compaction or more for a third consecutive day, the Contractor shall stop production until compacti on procedures are established to meet the specified density requirement. Each lot of trench widening work found not to meet the density requirement of 89.0 percent of maximum density may remain in place with a reduction in payment as set out in the following table: PAYMENT SCHEDULE FOR COMPACTION TRENCH WIDENING WORK Lot Density *** Pay Factor % of Maximum Density 1.00 89.0 and above 0.50 88.0 - 88.9 *** Any lot or portion thereof with a dens ity of less than 88.0 percent of maximum density shall be removed and replaced at no additional cost to the State. The compaction pay factors and mixture quality pay factor, as described in Subsection

401.02.6 3, will each apply separately. However, the combin ed pay factor shall not be

less than 0.50 for any mixture allowed to remain in place.

401.02.6 5--Blank.

401.02.6 6--Blank.

401.02.6 7--Surface Correction. Corrective work to sections exceeding short

continuous interval thresholds reported by Pr oVal, as described in Subsection 403.03.2.1, shall consist of diamond grinding in accordan ce with these specifications or methods approved by the Engineer . All surface areas corrected by gr inding shall be sealed with a sealant approved by the Engineer. 401.02.6.7.1--Diamond Grinding. Grinding of asphalt surfaces shall consist of diamond grinding the existing asphalt pavement surface to remove surface distortions to achieve the specified surface sm oothness requirements.

401.02.6 7.2--Equipment. The grinding equipment shall be a power driven, self-

propelled machine that is specifically designed to smooth and texture pavement surfaces with diamond blades. The effective wheel base of the machine shall not be less than 12.0 Section 401 Section 401 feet. It shall have a set of pivoting tandem bogey wheels at the front of the machine and the rear wheels shall be arranged to travel in the track of the fresh cut pavement. The center of the grinding head shall be no further than 3.0 feet forward from the center of the back wheels. The equipment shall be of a size that will cut or plane at least two feet (2’) wide. It shall also be of a shape and dimension that does not encroach on traffic movement outside of the work area. The equipment shall be capa ble of grinding the surface without causing spalls at joints, or other locations. 401.02.6.7.3--Construction. The construction operation shall be scheduled and proceed in a manner that produces a uniform finish surface. Grinding will be accomplished in a manner to provide positive lateral drainage by maintaining a constant cross-slope between grinding extremities in each lane. The operation shall result in pavement that conforms to the typical cross-section and the requirements specified in Subsection 401.02.6.7.4. It is the intent of this specification that the surface smoothness characteristics be within the limits specified. The Contractor shall establish positive means for removal of grinding residue. Solid residue shall be removed from pavement surf aces before it is blown by traffic action or wind. Residue shall not be permitted to flow across lanes used by public traffic or into gutters or drainage facilities, but may be allowed to flow into adjacent ditches.

401.02.6 7.4--Finished Pavement Surface. The grinding process shall produce a

pavement surface that is smooth and uniform in appearance with a longitudinal line type texture. The line type texture shall contain parallel longitudinal corrugations that present a narrow ridge corduroy type appearance. The peaks of the ridges shall not be more than 1/16 inch higher than the bottoms of the grooves. The finished pavement surface will be measured for riding quality. The grinding shall produce a riding surface that does not exceed either the specified profile index or the specified bump and dip limit.

401.02.6 8--Acceptance Pr ocedure for Pavement Smoothness Using Mean

Roughness Index (MRI). When compaction is completed, the lift shall have a uniform surface and be in reasonably close conformity with the line, grad e and cross section shown on the plans. The smoothness of the surface lift will be de termined by using an Inertial Profiling System (IPS) to measure and record roughness data in each designated location. Roughness data for each longitudinal profile will be reported as a Mean Roughness Index (MRI). MRI is calculated by averaging the International Roughness Index (IRI) values from the two individual wheelp ath profiles. The surface shall be tested and corrected to a smoothness index as described herein with the exception of those locations or specific projects that are excluded from smoothness testing with an IPS. The smoothness of the surface lift will be determ ined for traffic lanes, auxiliary lanes, climbing lane and two-way turn lanes. Areas excluded from a smoothness test with the IPS are acceleration and deceleration lanes, tape red sections, transition sections for width, shoulders, crossovers, ramps, side street returns, etc. The roadway pavement on bridge Section 401 Section 401 replacement projects having 1,000 feet or less of pavement on each side of the structure will be excluded from a smoothness test. Pavement on horizontal curves having a radius of less than 1,000 feet at the centerline and pavement within the super elevation transition of such curves are excluded from smoothness testing. Smoothness testing shall terminate 264 feet from each transverse joint that separates the pavement from a bridge deck, bridge approach slab or existing pavement not constructed under the contract. This shall apply to any other exceptions including, but not limited to, railroad crossings and manholes. Segments containing a considerable amount of encroachments such as intersections, manholes, curb and gutter sections, etc. may be excluded at the Project Engineer’s discretion. Initial smoothness measurements shall take place no more than 72 hours following placement of surface and must be performed at the posted speed limit or 50 miles per hour (±5 mile per hour), whichever is lower. This testing window may be waived for single lift (Category C) overlay proj ects at the Engineer’s discretion. This speed requirement will be waived for all lightweight profilers. Measurements will be made in both wheel paths of exterior and interior lanes. The wheel paths shall be designated as being located three feet (3’) and nine feet (9’) from centerline or longitudinal joint, respectively. Beginning and ending latitude and longitude coordinates shall be required on each smoothness surface test. Testing will also be required on sections that have been surface corrected. No smoothness testing shall be performed when th ere is moisture of any kind on the pavement surface. Any additional testing shall meet the requirements of Subsection 403.03.2. The surface lift will be accepted on a continuous interval basis for pavement smoothness. Continuous reporting is based upon all MRI values for a specified running interval. These values are averaged and presented at the midpoint of the specified running interval. The last 15 feet of a day's lift may not be obtainable until the lift is continued and for this reason may be included in the subsequent section. Areas of localized roughness exceeding the continuous 25-foot interval threshold described in Subsection 403.03.2.1 shall be corrected regardless of the 528-foot interval MRI value of the section. Surface correction by grinding shall be performed in accordance with Subsectio n 401.02.6.7. The Co ntractor shall also make other necessary surface corrections to ensure that the final m ean roughness index of the section meets the requirements of Subsection 403.03.2. Continuous sections exceeding the accepted long interval MRI value shall be corrected as specified in Subsection 403.03. 4. All such corrections shall be performed at no additional costs to the State. Scheduling and traffic control will be the responsibility of the Contractor with approval of the Engineer. All tests and corrections shall be in accordance with AASHTO R 54-10, Accepting Pavement Ride Quality When Measured Using Inertial Profiling Systems.

401.02.6 9--High Speed Inertial Profiling System.

401.02.6 9.1--General. The IPS, furnished and operat ed by the Contractor under the

supervision of the Engineer or the Engineer’s representative, shall be a dual laser high speed or lightweight vehicle meeting the requirements of AASHTO M 328-10, Standard Specification for Inertial Profiler. Section 401 Section 401

401.02.6 9.2--Mechan ical Requirements. The IPS should function independent of

vehicle suspension and speed with an operational range of 15-70 mph (for high speed profilers only) and must collect data at a sample interval of no more than three inches (3”). All IPSs, operators, and combinations thereof shall be verified in accordance with AASHTO R 56-10, Standard Practice for Cer tification of Inertial Profiler Systems and AASHTO R 57-10, Operating Inertial Profiler Systems. 401.02.6.9.3--Computer Requirements. The computer measurement program must be menu driven, Windows compatible, and able to produce unfiltered profiler runs in any one of the following file formats: Univers ity of Michigan’s Transportation Research Institute’s (UMTRI) Engineering Research Di vision (*.erd) file, ProVAL’s Pavement Profile (*.ppf) file, or Ames Engineering’s (*.adf, *ard) file format. The computer shall have the ability to display and print data on site for verification and shall have the ability to save and transfer data via Universal Serial Bus (USB) flash drive, which shall be provided by the Contractor. All profiler runs must be named in the foll owing format for acceptance by the Project Engineer.  County_Route_Direction_Lane_BeginStation_EndStation In addition to manufacturers software; the latest version of FHWA’s ProVAL software shall be installed on the IPS computer. ProVAL software is available for free download at http://www.roadprofile.com.

401.02.7 Nuclear Mois ture-Density Gauge. The nuclear gauge unit used to monitor

density shall contain a full data processor which holds all calibration constants necessary to compute and directly display wet density, moisture, and dry density in pounds per cubic foot. The data processor shall compute and display the percent moisture and percent density based on dry weight.

401.03 Construction Requirements . The Department has adopted the “Hot-Mix

Asphalt Paving Handbook” as the guideline fo r acceptable asphalt construction practices.

401.03.1 Specific Requirements .

401.03.1 1--Weather Limitations - General . The mixture shall not be placed when

weather conditions prevent the proper handling and finishing or the surface on which it is to be placed is wet or frozen. When paving operations are disc ontinued because of rain, the mixture in transit shall be protected until the rain ceases. The surface on which the mixture is to be placed shall be swept to remove as much moisture as po ssible and the mixture may then be placed subject to removal and replacement at no ad ditional cost to the State if contract requirements are not met.

401.03.1 1.1--Weather Limitations For HMA. At the time of placement, the air and

pavement surface temperature limitations shall be equal to or exceed that specified in the following table. Section 401 Section 401 TEMPERATURE LIMITATIONS Compacted Thickness Temperature Less than 1½ inches 55°F 1½ inches to 2 inches 50°F 2¼ inches to 3 inches 45°F Greater than 3 inches 40°F

401.03.1 1.2--Weather Limitations For WMA. The air and pavement temperature at

the time of placement shall equal or exceed 40 ºF, regardless of comp acted lift thickness.

401.03.1 2--Tack Coat. Tack coat for asphalt mixtures shall be one from the

Department’s APL under the category “Non-tracking Tack for Asphalt Mixtures.” Tack coat shall be applied to previously place d asphalt and between lifts, unless otherwise directed by the Engineer. Tack coat shall be applied with a distributor spray bar. A hand wand will only be allowed for applying tack coat on ramp pads, irregular shoulder areas, median crossovers, turnouts, or other irregular areas. Application rate for tack coat shall be 0.05 to 0.10 gallons per square yard. Emulsified asphalt used for tack coat shall not be diluted. Construction requirements shall be in accordance with Subs ection 407.03 of the Standard Specifications.

401.03.1 3--Blank .

401.03.1 4--Density . The lot density for all dense graded pavement lifts, except as

provided below for preleveling, wedging [less than fifty percent (50%) of width greater than minimum lift thickness], ramp pads, irregular shoulder areas, median crossovers, turnouts, or other areas where the established rolling pattern cannot be performed, shall not be less than the specified percent (92.0% or 93.0%) of the maximum density based on AASHTO T 209 for the day’s production. If a job-mix formula adjustment is made during the day that affects the maximum specific gravity, calculate a new average maximum density for the lot(s) placed after the change. Pavement core samples obtained for determining density that has a thickness less than two times the maximum size aggregate permitted by the job-mix formula will not be used as a representative sample. Preleveling, wedging (less than fifty percent of width greater than minimum lift thickness), ramp pads, irregular shoulder areas, median crossovers, turnouts, and other areas where an established rolling pattern cannot be obtained shall be compacted to refusal densification.

401.03.2 Bituminous Mixing Plants .

401.03.2 1--Plant Requirements .

401.03.2 1.1--Cold Aggregate Storage . The cold storage for hydrated lime shall be a

separate bulk storage bin with a vane feeder or other approved feeder system that can readily be calibrated. The system sha ll provide a means for easy sampling of the hydrated lime additive and verifying the quantity of lime dispensed. The feeder system Section 401 Section 401 shall require a totalizer. The hydrated lime additive equipment shall be interlocked and synchronized with the cold feed controls to operate concurrently with the cold feed operation that will automatically adjust th e hydrated lime feed to variations in the cold aggregate feed. A positive signal system shall be installed that will automatically shut the plant down when malfunctions cause an improper supply of hydrated lime or water. The plant shall not operate unle ss the entire hydrated lime syst em is functioning properly.

401.03.2 1.2--Cold Aggregate Feed . The hydrated lime shall be dispensed dry or as a

slurry directly onto the composite aggregate between the cold feed and the dryer. The slurry shall consist of 1 part hydrated lime to 3 parts water. When hydrated lime is introduced dry, a spray bar or other approved system capable of spraying all aggregate with water shall be installed in order to maintain all aggregate at the moisture condition set out in Subsection 401.02.3.1 prior to addition of the hydrated lime. An alternate system for spraying the coarse aggregate stockpiles may be allowed when approved by the Engineer. The approved equipment and methods shall consistently maintain the aggregate in a uniform, surface wet condition. The moisture content of the aggregate-hydrated lime mixture, following spraying and mixing, shall be introduced into the automatic moisture controls of the plant. The aggregate-hydrated lime mixture shall be uniformly blended by some mechanical means such as a motorized "on the belt" mixer or pug mill located between the cold feed and the dryer. Other mixing devices may be used subject to approval by the Engineer. A maximum of forty five (45) percent of the total aggregate blend may be fed through any single cold feed bin. If the JMF calls for more than forty five (45) percent of a specific aggregate, that aggregat e must be fed through two (2) or more separate cold feed bins.

401.03.2 1.3--Dryer . The efficiency of drying aggregates shall be such that the moisture

content of the top asphalt mixture shall not ex ceed 0.50 percent by weight of the total mixture, and the moisture content of all the underlying mixtures shall not exceed 0.75 percent by weight of the total mixture being produced.

401.03.2 1.4--Blank .

401.03.2 1.5--Control of Bituminous Material and Antistripping Agent . Specified

bituminous materials from different manufacturers or from different refineries of a single manufacturer shall not be mixed in the plant's asphalt cement supply system storage tank and used in the work without prior written approval of the Engineer. Approval is contingent upon the Engineer's receipt of three copies of the manufacturer's certified test report(s) from the Contractor showing that the bituminous material blend conforms to the specifications. A satisfactory method of weighing or metering shall be provided to ensure the specified quantity of bituminous material. Provisions shall be provided fo r checking the quantity or rate of flow. Weighing or metering devices shall be accurate within plus or minus one- half percent. Section 401 Section 401 The antistripping agent shall be injected into the bituminous material immediately prior to the mixing operation with an approved in-line injector system capable of being calibrated so as to ensure the prescribed dosage. An in-line spigot for sampling of asphalt shall be located between the asphalt storage tank and the antistripping agent in-line injector.

401.03.2 1.6--Thermo metric Equipment . An armored thermometer of adequate range

and calibrated in 5°F increments shall be fixed at a suitable location in the bituminous line near the charging valve of the mixer unit. The plant shall be equipped with an approved dial-scale, mercury-actuated thermometer, pyrometer or other approved thermometric inst rument placed at the discharge chute of the plant to measure the temperature of the material. When the temperature control is unsatisfactory, the Engineer may require an approved temperature-recording apparatus for better regulation of the temperature.

401.03.2 1.7--Screens. A scalping screen shall be used.

401.03.2 1.8--Dust Collector . The plant shall be equipped with a dust collector

constructed to waste or return collected materi al. When collected material is returned, it shall be returned through a controlling device that will provide a uniform flow of material into the aggregate mixture.

401.03.2 1.9--Safety Requirements . A platform or other suitable device shall be

provided so the Engineer will have access to the truck bodies for sampling and mixture temperature data.

401.03.2 1.10--Blank .

401.03.2 1.11--Truck Scales . The specifications, tolerances and regulations for

commercial weighing and measuring devices as recommended by the National Bureau of Standards [National Institute of Standard s and Technology (NIST) Handbook 44] shall govern truck scales used in the State of Mississippi, except weighing devices with a capacity of ten thousand (10,000) pounds or more used to weigh road construction materials (i.e. sand, gravel, asphalt, fill dirt, topsoil and concrete) shall have a tolerance of one-half of one percent (1/2 of 1%) in lieu of the requirements of Handbook 44 and shall be regulated by the Department. Scales shall be checked and certified by a scale company certified in heavy truck weights by the MDAC. In the case of scales used for measurement of materials on Department projects, certification shall be performed in the presence of an auth orized representative of the Department or a copy of the certification may be furnished for scales that have been checked and certified within the last six months for use on other Department projects and are still in the position where previously tested. Scales that have not been checked and certified under NIST Handbook 44 guidelines, except for the herein modified tolerances allowed, shall be so checked and certified prior to use for measurement of materials on Department projects. Tests shall be continued on six month intervals with the test conducted in the pres ence of an authorized representative of the Section 401 Section 401 Department. Truck scales shall be accurate to one-half of one percent of the applied load, shall be sensitive to 20 pounds, and shall have a graduation of not more than 20 pounds. The Contractor may use an el ectronic weighing system approved by the Engineer in lieu of truck scales. The system shall be equipped with an automatic print out system that will print a ticket for each load with the following information: MDOT, Contractor’s name, project number, county, ticket number, load number, pay item number, item description of the material delivered, date, time of day, haul vehicle number, gross weight, tare weight , net weight and total daily net weight. When approved by the Engineer and material s are measured directly from a storage bin equipped with load cells, exceptions may be made to the gross and tare weight requirements. The ticket shall also have a place for recordin g the temperature of asphalt mixtures, if applicable, and the signatures of the Department’s plant and roadway inspectors. The load numbers for each project shall begin with load number one (1) for the first load of the day and shall be numbered consecutively without a break until th e last load of the day. The Contractor shall provide the Depart ment with an original and one copy of each ticket. When the ticket information prov ided by the Contractor proves to be unsatisfactory, the Department will use imprinter(s) and imprinter tickets to record load information. All recorded weights shall be in pounds and shall be accurate to within one- half of one percent of the true weight, and the system shall be sensitive to 20 pounds. The Engineer may require random loads to be checked on certified platform scales at no cost to the Department. If the electroni c scales are found to be inaccurate, a re- certification of the scales shall be performed before the Contractor can continue use of the scales. When an electronic weighing system utilizes th e plant scales of a batch plant, the system may be used only in conjunction with a fully automatic batching and control system.

401.03.2 2--Additional Requ irements for Batching Plants .

401.03.2 2.1--Plant Scales. The plant batch scale weight shall not exceed the platform

scale weight by more than one percent (1.0%).

401.03.2 3--Additional Requi rements for Drum Mixing Plants .

401.03.2 3.1--Plant Controls . The plant shall be operated with all the automatic controls

as designed and provided by the plant manufacturer. If the automatic controls malfunction, brief periods of manual operations to complete the day’s work or to protect the work already placed may be conducted with the approval of the Engineer. During manual operation, the Contractor must continue to produce a uniform mixture meeting all contract requirements.

401.03.2 3.2--Aggregate Handling and Proportioning . A screening unit shall be

placed between the bins and the mixer to rem ove oversized aggregate, roots, clayballs, etc. Section 401 Section 401

401.03.2 4--Surge or Storage Bins . Surge and/or storage systems may be used at the

option of the Contractor provided each system is approved by the Department prior to use. Surge bins shall be emptied at the end of each day's operation. Storage silos may be used to store mixtures as follows: 19-mm & 25-mm mixtures ......................................................................... 24 hours 9.5-mm & 12.5-mm mixtures ..................................................................... 36 hours The storage silos must be well sealed, completely heated and very well insulated. The mixture when removed from the storage silo shall be tested to ensure that it meets all the same specifications and requirements as the mixture delivered directly to the paving site. See Subsection 401.02.5.3, subparagraph (i) for sampling and testing requirements.

401.03.3 Hauling Equipment . The inside surfaces of each vehicle bed shall be coated

with a light application of water and thin oil, soap solution, lime water solution or other approved material to prevent the mixture from sticking. Diesel fuel or gasoline shall not be used to lubricate vehicle beds. Truck beds shall be raised to drain excessive lubricants before placing mixture in the bed. An excess of lubricant will not be permitted.

401.03.4 Asphalt Mixture Pavers . The screed shall be capable of vibrating and heating

the full width of the mixture being placed and shall lay the lift with an automatic control device to the specified slope and grade without tearing, pulling or gouging the mixture surface. Rigid screed and auger extensions sh ould be used when the width of the screed is not adequate to pave a full lane width or full paved width (lane width plus shoulder width). Typically, the end of the auger extension should extend to approximately 18 inches or less from the end plate to en sure uniform mixture placement. Strike-off extensions should be avoided wherever possible but may be used for items such as driveway/mailbox turnouts or intersections in which frequent variations in pavement width are encountered.

401.03.5 Rollers . All rollers shall be self-propelled units capable of maintaining a

smooth and uniform forward and reverse speed as required for proper compaction. They shall be equipped with adjustable scrapers, water tanks, mats and a device for wetting the wheels or tires to prevent the mixture from sticking. Adhesion of the mixture to the rollers will not be permitted. The use of diesel fuel or gasoline for cleaning roller wheels or tires or to aid in preventing the mixture from sticking to the wheels or tires is prohibited. All rollers shall be in good mechanical cond ition, free from leaking fuels and lubricants, loose link motion, faulty steering mechanism, worn king bolts and bearings. They shall be operational at slow speeds to avoid di splacement of the mixture and capable of reversing direction smoothly and without backlash.

401.03.6 Preparation of Grade . The foundation upon which asphalt pavement is to be

placed shall be prepared in accordance with the ap plicable Section of the Standard Specification. Unless otherwise directed, tack coat shall be applied to the underlying surface on which the mixture is to be placed. Emulsions, if used, must be allowed to "break" prior to placement of the bituminous mixture. Section 401 Section 401 Bituminous mixture shall not be placed agains t the edge of pavements, curbs, gutters, manholes and other structures until these edges located adjacent to the asphalt layer to be placed are sprayed with a thin uniform tack co ating. The tack coat shall be protected until the mixture has been placed. Existing asphalt pavements that require preliminary leveling or patching in advance of placing the bituminous mixture shall be sprayed with a tack coat material and then brought as nearly as practicable to uniform gr ade and cross section. The material shall be placed by hand or machine in one or more compacted layers approximately two (2) inches or less in compacted thickness.

401.03.7 Blank .

401.03.8 Preparation of Mixture .

401.03.8 1--Preparation of Mixture For HMA. The temperature of the mixture, when

discharged from the mixer, shall not exceed 340°F.

401.03.8 2--Preparation of Mixture For WMA. Warm mix asphalt is defined as a plant

produced asphalt mixture that can be produced and constructed at lower temperatures than typical hot mix asphalt. Typical te mperature ranges of non-polymer modified, WMA produced by foaming the asphalt binder at the plant are typically 270ºF to 295ºF at the point of discharge of the plant. Typical temperature ranges of polymer modified, WMA produced by foaming the asphalt binder at the plant are typically 280ºF to 305ºF at the point of discharge of the plant. WMA produced by addition of a terminal blended additive may allow the producer to reduce the temperatures below 270ºF as long as all mixture quality and field density requirements are met. Production temperatures at the plant may need to be increased or decreased due to factors such as material characteristics, environmental conditions, and haul time to achieve mixture temperatures at the time of compaction in which uniform mat density can be achieved.

401.03.9 Material Transfer Equipment. Excluding the areas mentioned below, the

material transferred from the hauling unit when placing the top lift, or the top two (2) lifts of a multi-lift asphalt pavement with density requirements, shall be remixed prior to being placed in the paver hopper or insert by using an approved Materials Transfer Device. Information on approved devices can be obtained from the State Construction Engineer. Areas excluded from this requirement include: leveling courses, temporary work of short duration, detours, bridge replacement projects having less than 1,000 feet of pavement on each side of the structure, acceleration and deceleration lanes less than 1,000 feet in length, tapered sections, transition sections for width, shoulders less than 10 feet in width, crossovers, ramps, side street returns and other areas designated by the Engineer.

401.03.10 Spreading and Finishing. Grade control for asphalt pavements shall be established by stringline at leas t 500 feet ahead of spreading, unless placement is adjacent

to curb and gutter, concrete pavement, or other allowed grade control. The mixture shall be spread to the depth and width that will provide the specified compacted thickness, line, grade and cross sec tion. Placing of the mixture shall be as continuous as possible. On areas wher e mechanical spreading and finishing is impracticable, the mixture may be spread, raked and luted by hand tools. Section 401 Section 401 Immediately after screeding and prior to comp action, the surface shall be checked by the Contractor and irregularities adjusted. When the edge is feathered as in a wedge lift, it may be sealed by rolling. Irregularities in alignment and grade along the edges shall be corrected before the edges are rolled. Hauling, spreading and finishing equipment shall be furnished that is capable of and operated in such a manner that the rolling operation will satisfactorily correct any surface blemishes. The longitudinal joint in the subsequent lift shall offset that in the underlying lift by approximately six (6) inches. However, the joint in the top lift shall be at the centerline or lane line.

401.03.11 Compaction . After the mixture has been spread and surface irregularities

corrected, it shall be thoroughly and uniformly compacted to the required line, grade, cross section and density.

401.03.12 Joints . Joints between previously pl aced pavement and pavement being

placed shall be so formed as to en sure thorough and continuous bond. Transverse construction joints shall be formed by cutting the previously placed mixture to expose the full depth of the lift. The contact surface of transverse joints and longitudinal joints , except hot joints, shall be sprayed with a thin uniform tack coating before additional mixture is placed against the previously placed material. Longitudinal joints shall be formed by overlapping the screed on the previously placed material for a width of at least one (1) inch and depositing the quantity of mixture to form a smooth, tight joint. Joint Sealant. When a pay item for 403-S, Joint Sealant, is included in the contract, the contact surface of transverse joints and long itudinal joints in the surface lift, except hot joints, shall be sealed by spraying the joint prior to placement of additional asphalt against the previously placed material. Joint sealant shall be an approved sealant listed on the Department’s APL. Manufacture’s recommendations shall be followed if the material needs to be re-heated, and when placing the thin, uniform coat. Prior to application of the sealant, the face of the joint shall be thoroughly dry and free from dust or any other material that would prevent proper sealing. All joints shall be swept or blown free of loose material, dirt, vegetation, and other debris by means of compressed air or a power sweeper. Truck and vehicle traffic shall not drive across a sealed joint until it has dried sufficient to prevent damage from tracking. The Contractor shall furnish the Engineer th ree copies of the manufacturer’s certification stating that the material used meets the requirement of the specifications.

401.03.13 Pavement Samples . The Contractor shall cut samples from each lift of

Section 401 Section 401 asphalt at the time and locations designated by the Engineer. The samples shall be taken for the full depth of each lift and shall be of a size approved by the Engineer but not to exceed 120 square inches. Tools used for cu tting or coring of samples shall be of the revolving blade type such as saw or core drill. Cores shall be taken using a 4.0 to 6.0- inch inside diameter coring bit. The sample hole shall be filled, compacted and finished by the Contractor to conform to the surrounding area. No additional compensation will be allowed for furnishing samples and repairing the areas with new pavement.

401.03.14 Shoulder Wedge . The Contractor shall attach a device to the screed of the

paver that confines the material at the end gate and extrudes the asphalt material in such a way that results in a compacted wedge sh ape pavement edge of approximately 30 degrees, but not steeper than 35 degrees. The device shall ma intain contact between itself and the road shoulder surface and allow fo r automatic transition to cross roads, driveways, and obstructions. The device sha ll be used to constrain the asphalt head reducing the area by 10% to 15% increasing the density of the extruded profile. Conventional single plate strike off shall not be used. Short sections of handwork will be allowed wh en necessary for transitions and turnouts, or otherwise authorized by the Engineer. Information on approved devices can be obtained from the State Construction Engineer. If the Contractor has a similar device they want to get approved, the Contractor shall provide proof that the device has been used on previous projects with acceptable results, or construct a test section prior to the beginning of work and demonstrate wedge compaction to the satisfaction of the State Construction Engineer. SECTION 402 - OPEN GRADED FRICTION COURSE

402.01 Description . These specifications include general requirements that are

applicable to Open Graded Friction Course (OGFC). This work consists of the construction of one lift of OGFC in accordance with these specifications and the specific requirements fo r the mixture to be produced and placed in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer.

402.01.1 Definitions.

Maximum Sieve Size - Maximum sieve size is the sm allest sieve size at which 100 percent of the aggregate passes. Nominal Maximum Sieve Size - The nominal maximum sieve size is one sieve size larger than the first sieve to retain more than 10 percent of the aggregate. Mechanically Fractured Face - An angular, rough, or broken surface of an aggregate particle created by crushing as determined by ASTM D 5821. Break Point Sieve – The sieve size which separates the coarse and fine aggregate fractions of an OGFC mixture. Section 402 Section 402

402.02 Materials .

402.02.1 Component Materials .

402.02.1 1--General . Component materials will be conditionally accepted at the plant

subject to later rejection if incorporated in a mixture or in work that fails to meet contract requirements.

402.02.1 2--Aggregates . The source of aggregates shall meet the applicable

requirements of Section 703.

402.02.1 2.1--Coarse Aggregate Blend. Mechanically fractured faces by weight of the

combined aggregate blend reta ined on the break point sieve shall be 90 percent two or more fractured faces, as determined by ASTM D 5821. The maximum percentage by weight of flat and elongated particles, maximum to minimum dimension greater than three (3), shall not exceed 20% for OGFC mixtures. This shall be determined in accordance w ith ASTM D 4791, Section 8.4, on the combined mineral aggregate retain ed on the break point sieve. The following table indicates the break poin t sieves for various nominal maximum size OGFC mixes. Mixture Size Break Point Sieve 12.5-mm No. 4 9.5-mm No. 8

402.02.1 2.2--Combined Aggregate Blend. All gradations will be based on percent

passing by weight. The gradation requirements for OGFC mixtures are provided in the following table. Natural sand shall not be used in OGFC mixtures. Sieve Size 12.5-mm 9.5-mm 12.5-mm 100 100 9.5-mm 80-89 90-100 4.75-mm 15-30 15-30 2.36-mm 10-20 10-20 75-m 2-5 2-5

402.02.1 3--Bituminous Materials . Bituminous materials shall meet the applicable

requirements of Section 702 for the grade specified. A PG 76-22 asphalt binder shall be used for all OGFC mixtures. The asphalt content (by weight of total mix) shall be based on the bulk specific gravity of th e combined aggregate blend (G sb) to ensure a constant asphalt binder volume in the mix for durability purposes. The relationship between G sb and the minimum asphalt binder content by weight of total mix is provided in the following table. Section 402 Section 402 Combined Aggregate Bulk Specific Gravity, G sb Minimum Asphalt Content (%) 2.40 6.6 2.45 6.5 2.50 6.3 2.55 6.2 2.60 6.1 2.65 6.0 2.70 5.9 2.75 5.8 2.80 5.7 2.85 5.6 2.90 5.5 2.95 5.4 3.00 5.3 Tack coat shall meet the require ments of Subsection 402.03.1.2.

402.02.1 4--Hydrated Lime . Hydrated lime shall meet th e requirements of Subsection

714.03.2 for lime used in soil stabilization.

402.02.1 5--Asphalt Admixtures . Additives for liquid asphalt, when required or

permitted, shall meet the requirements of Subsection 702.08.

402.02.1 6--Polymers. Polymers for use in OGFC shall meet the requirements of

Subsection 702.08.3.

402.02.1 7--Stabilizing Fiber. Stabilizing fiber shall meet the requirements of

Subsection 714.07, with the exception that if mineral fibers are used, the minimum dosage rate shall be 0.40 percent.

402.02.2 Blank.

402.02.3 Composition of Mixtures .

402.02.3 1--General . Unless otherwise specified or permitted, the OGFC shall consist of

a uniform mixture of asphalt, aggregate, st abilizing fibers, hydrated lime and, when required or necessary to obtain desired pr operties, antistripping agent and/or other materials. The total amount of crushed limestone aggregat e shall not exceed 50 percent of the total combined aggregate by weight. Hydrated lime shall be used in all OGFC at the rate of one percent (1%) by weight of the total dry aggregate. The aggr egate, prior to the addition of the hydrated lime, shall contain sufficient surface moisture. If necessary , the Contractor shall add moisture to the aggregate according to the procedures set out in Subsection 401.03.2.1.2. Section 402 Section 402 The Contractor shall obtain a shipping ticke t for each shipment of hydrated lime. The Contractor shall provide the District Materi als Engineer with a copy of each shipping ticket from the supplier, including the date, time and weight of hydrated lime shipped. Mixtures will require the addition of an antistripping agent when the Tensile Strength Ratio (MT-63*) and/or the Boiling Water Test (MT-59) fail to meet the following criteria. Tensile Strength Ratio (TSR - MT-63*) Wet Strength / Dry Streng th ................................ 85 percent minimum Interior Face Coating ........................................... 95 percent minimum Boiling Water Test (MT-59) Particle Coating ................................................... 95 percent minimum * MT-63 shall be performed at design air void content of OGFC mixtures rather than seven percent (7%) air voids. Vacuum saturation shall not be required. All other testing parameters shall apply. Reclaimed asphalt pavement (RAP) or crushed reclaimed concrete may not be used as an aggregate component in the production of OGFC.

402.02.3 1.1--Mixture Properties. All mixes shall be designed according to Mississippi

Test Method MT-83. OGFC mixes shall be designed with the Superpave gyratory compactor utilizing an N design of 50 gyrations. The design air voids for all OGFC mixes shall be a minimum of 15.0 percent, as determined by ASTM D 6752 (vacuum sealing method). The ratio of the voids in the coarse aggregate in the compacted mix (VCA mix) to the voids in the coarse aggregate as dete rmined with the dry rodded unit weight test (VCA dr) shall be less than 1.0. The designed mixture shall have a draindown of less than 0.3 percent when tested in accordance with Mississippi Test Method MT -82. The minimum permeability of the mixture shall be 30 meters per day as determined by Mississippi Test Method MT-84. The aged abrasion loss of compacted specimens at the optimum asphalt content shall not exceed 40%, and the unaged abrasion loss of compacted specimens at the optimum asphalt content shall not exceed 30%, as de termined by Mississippi Test Method MT-85.

402.02.3 2--Job Mix Formula . At least 14 working days prior to the proposed use of

each mixture, the Contractor shall submit in writing to the Engineer a proposed job-mix formula or request the transfer of a verified job-mix formula as set forth in the latest edition of the Department’s Field Manual for HMA and MT-83. The job-mix formula shall be signed by a Certified Mixture Design Technician (CMDT). The Department will perform the tests necessary for review of a proposed job-mix formula for each OGFC mixture free of charge one time only. A charge will be made for additional job-mix formulas submitted by the Contractor for review. Review of the proposed job-mix formula will be based on ratio of Voids in the Coarse Aggregate (VCA mix/VCA dr), draindown, permeability, abrasion loss, resistance to stripping, and other criteria specified for the mixture. Section 402 Section 402 The mixture shall conform thereto within th e range of tolerances specified for the particular mixture. No change in properties or proportion of any component of the job-mix formula shall be made without permission of the Engineer. The job-mix formula for each mixture shall be in effect until revised in writing by the Engineer. A job-mix formula may be transferred to other contracts in accordance with conditions set forth in the Department's Field Manual for HMA. The Contractor shall not pl ace any OGFC prior to receiving “tentative” approval and a MDOT design number from the Department’s Central Laboratory. When a change in source of materials, unsatisfactory mixture production results (such as segregation, bleeding, shoving, rutting over ⅛ inch, raveling & cracking) or changed conditions make it necessary, a new job-mix fo rmula will be required. The conditions set out herein for the original job-mix formula are applicable to the new job-mix formula.

402.02.4 Layer Thickness . The minimum and maximum laying thickness for OGFC

mixtures are provided in the following table. Mixture Nominal Maximum Size Single Lift Laying Thickness, Inches Minimum Maximum 12.5-mm 1 1¼ 9.5-mm ¾ 1

402.02.5 Contractor's Quality Management Program .

402.02.5 1--General. The Contractor shall have full responsibility for quality

management and maintain a quality control system that will furnish reasonable assurance that the mixtures and all component materials incorporated in the work conform to contract requirements. The Contractor shall have responsibility for the initial determination and all subsequent adjustments in proportioning materials used to produce the specified mixture. Adjustments to pl ant operation and spreading and compaction procedures shall be made immediately when results indicate that they are necessary. Mixture produced by the Contractor without the required testing or personnel on the project shall be subject to removal and repl acement by the Contractor at no additional cost to the State.

402.02.5 2--Personnel Requirements. The Contractor shall provide at least one Certified

Asphalt Technician-I (CAT-I) full-time during OGFC production at each plant site used to furnish material to the project. Sampling shall be conducted by a certified technician or by plant personnel under the direct observation of a certified technician. All testing, data analysis and data posting will be performed by the CAT-I or by an assistant under the direct supervision of the CAT-I. The Contractor shall have a Certified Asphalt Technician-II (CAT-II) available to make any necessary pro cess adjustments. Technician certification shall be in accordance with the Department’s Materials Division Inspection, Testing, and Certification Manual , Section 1.3.3 - MDOT HMA Technician Certification Program. An organizational chart, including names, telephone numbers and current certification, of all those responsible for the quality control pr ogram shall be posted in the contractor's laboratory while the OGFC paving work is in progress. Section 402 Section 402

402.02.5 3--Testing Requirements. As a minimum, the Contractor's quality

management program shall include the following:

402.02.5 4--Documentation. The Contractor shall document all observations, records of

inspection, adjustments to the mixture, and test results on a daily basis. All tests conducted by the Contractor in accordance with Subsec tion 402.02.5.3(g) shall be included in the running average calculations. If single tests are performed as a check on individual OGFC properties, between regula r samples, without performing all tests required in Subsection 402.02.5.3(g), the results of those individual tests shall not be included in the running average calculations for that particular property. The Contractor shall record the results of observations and records of inspection as they occur in a permanent field record. The Contractor shall record all process adjustments and job mix formula (JMF) changes on the air void charts. The Contractor shall provide copies of all test data sheets and the daily summary reports on the appropriate Department forms to the Engineer on a daily basis. The Contractor shall provide a written description of any process change, including blend proportions, to the Engineer as they occur. Information provided to the District Materials Engineer must be received in the Engineer’s office by no later than 9:00 AM the day after the OGFC is produced. Upon completion of the placement of all OGFC on the project, the Contr actor shall provide th e Engineer with the original test reports and control charts in a neat and orderly manner.

402.02.5 5--Control Limits. The following control limits for the job mix formula (JMF)

and warning limits are based on a running average of the last four data points. Item JMF Limits Warning Limits Sieve - % Passing 1/2-inch ± 4.0 ± 3.0 3/8-inch ± 4.0 ± 3.0 No. 4 ± 3.0 ± 2.0 No. 8 ± 3.0 ± 2.0 No. 200 ± 1.5 ± 1.0 Asphalt Content, % -0.3 to +0.5 -0.2 to +0.4 Total Voids @ N Design, % -1.3 to +2.5 -1.0 to +2.0 Section 402 Section 402

402.02.5 6--Warning Bands. Warning bands are defined as the area between the JMF

limits and the warning limits.

402.02.5 7--Job Mix Formula Adjustments. A request for a JMF adjustment signed by

a CAT-II may be made to the Engineer by the Contractor. Sufficient testing data shall be submitted with the request to justify the change. The requested change will be reviewed by the State Materials Engineer for the Department. If current production values meet the mixture design requirements, a revised JMF will be issued. Adjustments to the JMF shall conform to the latest edition of the Department’s Field Manual for HMA. Adjustments to the JMF to conform to actual production shall not exceed the tolerances specified for the JMF limits. Regardless of such tolerances, any adjusted JMF gradation shall be within the range given in Subsection 402.02.3.2 for the mixture specified. The JMF asphalt content may only be adjusted after verification for minimum voids, permeability, and abrasion loss.

402.02.5 8--Actions and Adjustments. Based on the process control test results for any

property in question, the following actions shall be taken or adjustments made when appropriate:

402.02.5 9--Trial Section. At the beginning of placement for the lift, th e Contractor

shall construct a trial section of a maximum of a maximum of 250 tons of mix, for the purpose of establishing and evaluating consistent mixture and compaction properties. The Contractor shall determine the production point at which the mix shall be sampled during trial section construction. This sample does not have to be selected by the formal random selection procedures used during actual production, but should be representative of the mix produced. The Contractor (QC) and the Department (QA) will conduct tests for mixture quality. A trial section is considered to be successful if the QC test results are within the Warning Limits (the testing indicates a pay factor of 1.0) and the QC tests compare to the QA tests within the allowable differences set forth in Subsection 402.02.6.2. If the criteria for a successful trial section is not achieved, additi onal trial sections shall be constructed until the criteria is achieved, at which time full prod uction can begin. In the event a successful trial section is not accomplished by the completion of the second trial section, the Contractor will be required to construct additional trial sections at an offsite location. The Engineer reserves the right to have any trial section removed and replaced at no additional cost to the State, if the pay factor for any characteristic for a trial section is less than 0.75. For actual payment purposes, a pay factor of 1.00 will be used for the first and second trial sections allowed to remain in place. Any required offsite trial sections will be constructed at no additional cost to the State.

402.02.6 Standard s of Acceptance .

402.02.6 1--General. Acceptance for mixture quality (Total voids @ N

Design, gradation, and asphalt content) will be based on random samples tested in accordance with the latest edition of the Department’s Field Manual for HMA. Section 402 Section 402

402.02.6 2--Assurance Progr am for Mixture Quality. The Engineer will conduct a

quality assurance program. The quality assurance program will be accomplished as follows:

402.02.6 3--Acceptance Pro cedure for Mixture Quality . All obviously defective

material or mixture will be subject to rejection by the Engineer. Such defective material or mixture shall not be incorporated into the finished work. If the defective material has already been placed in the work, the mate rial shall be removed and replaced at no additional cost to the State. The Engineer will base final acceptance of the asphalt mixture production on the results of the Contractor's testing for total voids, gradation, and asphalt content as verified by the Engineer in the manner described and the uniformity and condition of the completed pavement. Areas of pavement that exhibit nonuniformity or failures (materials or construction related) such as but not limited to segregation, bleeding, shoving, rutting over 1/8”, raveling, slippage, or cracking will not be accepted. Such areas will be removed and replaced at no additional cost to the State. Bituminous mixture placed prior to correctio n for deficiencies in total voids @ N Design, gradation, or asphalt content, as required in Subsection 402.02.5.8 and determined by the Engineer satisfactory to remain in place will be paid for in accordance with the following pay factors times the contract unit price per ton. Section 402 Section 402 Pay Factor for Mixture Quality * Item Produced in Warning Bands Produced Outside JMF Limits (Allowed to Remain in Place) Gradation 0.90 0.50 Asphalt Content 0.85 0.50 Total Voids @ N Design 0.70 0.50 * The minimum single payment will apply.

402.02.7 Acceptance Procedure for OGFC Pavement Smoothness. The OGFC will

not be considered a surface lift in the comple ted pavement structure. There shall be no smoothness requirement for OGFC pavements. However, all transverse joints in or abutting the OGFC shall meet a tolerance of 1/8” or less when checked using a 10-foot straight edge.

402.03 Construction Requirements . The Department has adopted the “Hot-Mix

Asphalt Paving Handbook” as the guideline fo r acceptable asphalt construction practices.

402.03.1 Specific Requirements .

402.03.1 1--Weather Limitations . The mixture shall not be placed when weather

conditions prevent the proper handling and finishing or the surface on which it is to be placed is wet or frozen. At the time of placement, the air and pavement surface temperature limitations shall be equal to or exceed 55 F and rising. OGFC placement should be avoided when the paving window, based on temperature, is limited When paving operations are disc ontinued because of rain, the mixture in transit shall be protected until the rain ceases. The surface on wh ich the mixture is to be placed shall be swept to remove as much moisture as po ssible and the mixture may then be placed subject to removal and replacement at no ad ditional cost to the State if contract requirements are not met. 402.03.1.2--Tack Coat. Tack coat for OGFC shall be one from the Department’s APL under the category “Open Graded Friction Cour se (OGFC) Asphalt Tack Materials.” PG 76-22 binder shall meet the requirements of Section 702 of the Standard Specifications. Tack Coat for OGFC shall be applied with a distributor spray bar at the applied rate of between 0.10 and 0.14 gallons per square yard. The application rate of the tack coat shall result in complete and uniform coverage of the underlying lift in which the OGFC will be placed. The tack coat for OGFC should be allowed to break, cool and/or cure until a point in time that the tack coat do es not pick-up or track due to traffic from trucks or the paving equipment. It should be pointed out that breaking, cooling, and/or curing times of the tack coat may vary based on the environmental conditions at the time of placement.

402.03.2 Bituminous Mixing Plants .

402.03.2 1--Plant Requirements .

Section 402 Section 402

402.03.2 1.1--Cold Aggregate Storage . The cold storage for hydrated lime shall be a

separate bulk storage bin with a vane feeder or other approved feeder system that can readily be calibrated. The system sha ll provide a means for easy sampling of the hydrated lime additive and verifying the quantity of lime dispensed. The feeder system shall require a totalizer. The hydrated lime additive equipment shall be interlocked and synchronized with the cold feed controls to operate concurrently with the cold feed operation that will automatically adjust th e hydrated lime feed to variations in the cold aggregate feed. A positive signal system shall be installed that will automatically shut the plant down when malfunctions cause an improper supply of hydrated lime or water. The plant shall not operate unle ss the entire hydrated lime syst em is functioning properly.

402.03.2 1.2--Cold Aggregate Feed . The hydrated lime shall be dispensed dry or as a

slurry (1 part hydrated lime to 3 parts water) directly onto the composite aggregate between the cold feed and the dryer. When hydrated lime is introduced dry, a spray bar or other approved system capable of spraying all aggregate with water shall be installed in order to maintain all aggregate at the moisture condition set out in Subsection 402.02.3.1 prior to addition of the hydrated lime. An alternate system for spraying the coarse aggregate stockpiles may be allowed when approved by the Engineer. The approved equipment and methods shall consistently maintain the aggregate in a uniform, surface wet condition. The moisture content of the aggregate-hydrated lime mixture, following spraying and mixing, shall be introduced into the automatic moisture controls of the plant. The aggregate-hydrated lime mixture shall be uniformly blended by some mechanical means such as a motorized "on the belt" mixer or pug mill located between the cold feed and the dryer. Other mixing devices may be used subject to approval by the Engineer. A maximum of forty five (45) percent of the total aggregate blend may be fed through any single cold feed bin. If the JMF calls for more than forty five (45) percent of a specific aggregate, that aggregat e must be fed through two (2) or more separate cold feed bins.

402.03.2 1.3--Dryer . The efficiency of drying aggregates shall be such that the moisture

content of an OGFC mixture shall not exceed 0.50 percent by weight of the total mixture, and the moisture content of any underlying lif ts shall not exceed 0.75 percent by weight of the total mixture being produced. 402.03.2.1.4--Stabilizing Fiber Addition. For batch plants, fibers shall be added (manually or automatic) to either the pugmill or the weigh hopper. At least one aggregate source shall be added prior to the fiber addition, if fibers are added to the weigh hopper. Otherwise, fibers shall be added to the pugmill immediately after the addition of all the aggregate and prior to the addition of the asphalt binder.

402.03.2 1.4.1--Manual Method. Provided it is demonstrated to the satisfaction of the

Engineer that the proper dosage rate of the stabilizing fibers is uniformly distributed into the mix, manual introduction of the fibers is acceptable when a batch plant is used to make the mix. When the fibers are available in prepackaged (weighed) containers, Section 402 Section 402 proper dosage may be pre-determined per batch. A device is required to interrupt mixture production and warn the plant operator if the operator manually feeding the fiber fails to introduce it properly. Manual introduction of fibers shall not be used in drum plants.

402.03.2 1.4.2--Automatic Method. The automatic method requires specialized

equipment that can accurately proportion and meter, by weight, the proper amount per batch for batch plants, or continuously and in a steady uniform manner for drum plants. Fiber, pelletized or loose, shall not be fed through the cold feed bins or through the RAP bins. These proportioning devices shall be interlocked with the plant system and controlled to 10 percent of the weight of the fibers required so as to maintain the correct proportions for all production rates and batch sizes. During trial section construction, an equipment calibration check shall be performed to the sa tisfaction of the Engineer that shows the fiber is being accurately metered and uniformly distributed into the mix. These metering devices shall provide in- process high flow (>10 percent or more) and low flow (<10 percent or less) plant operator notificatio n and interrupt the mix production where the fiber rate is not properly controlled. The fiber metering system shall also provide a record of feed rate (weight per time) and include a minimum two-foot long section of translucent pipe for visual confirmation of cons istent flow rates. Care shall be taken to ensure that the fibers are not entrained in the plant’s exhaust system. If there is any evidence of fiber in the bag-house or wet-wa sher fines, the liquid asphalt binder line and/or the fiber line shall be relocated so that the fiber is captured by liquid asphalt binder spray and incorporated into the mix. If ther e is any evidence of clumps of fibers or pellets at the discharge chute, the contr actor shall increase the mixing time and/or intensity. This may entail extending the liquid asphalt binder and fiber feeding lines further into the drum. Note : Various stabilizing fiber suppliers have developed methodology and equipment for metering bulk loose and pelletized fiber into asphalt plants. Whenever the fiber supplier’s recommendations are more stringent th an this specification, the fiber supplier’s recommendations shall control.

402.03.2 1.5--Control of Bituminous Material and Antistripping Agent . Specified

bituminous materials from different manufacturers or from different refineries of a single manufacturer shall not be mixed in the plant's asphalt cement supply system storage tank and used in the work without prior written approval of the Engineer. Approval is contingent upon the Engineer's receipt of three copies of the manufacturer's certified test report(s) from the Contractor showing that the bituminous material blend conforms to the specifications. A satisfactory method of weighing or metering shall be provided to ensure the specified quantity of bituminous material. Provisions shall be provided fo r checking the quantity or rate of flow. Weighing or metering devices shall be accurate within plus or minus one- half percent. The antistripping agent shall be injected into the bituminous material immediately prior to the mixing operation with an approved in-line injector system capable of being calibrated so as to ensure the prescribed dosage. Section 402 Section 402 An in-line spigot for sampling of asphalt shall be located between the asphalt storage tank and the antistripping agent in-line injector.

402.03.2 1.6--Thermo metric Equipment . An armored thermometer of adequate range

and calibrated in 5°F increments shall be fixed at a suitable location in the bituminous line near the charging valve of the mixer unit. The plant shall be equipped with an approved dial-scale, mercury-actuated thermometer, pyrometer or other approved thermometric inst rument placed at the discharge chute of the dryer to measure the temp erature of the material. When the temperature control is unsatisfactory, the Engineer may require an approved temperature-recording apparatus for better regulation of the temperature.

402.03.2 1.7--Screens. A 1-inch scalping screen shall be used.

402.03.2 1.8--Dust Collector . The plant shall be equipped with a dust collector

constructed to waste or return collected materi al. When collected material is returned, it shall be returned through a controlling device that will provide a uniform flow of material into the aggregate mixture.

402.03.2 1.9--Safety Requirements . A platform or other suitable device shall be

provided so the Engineer will have access to the truck bodies for sampling and mixture temperature data.

402.03.2 1.10--Blank .

402.03.2 1.11--Truck Scales . The specifications, tolerances and regulations for

commercial weighing and measuring devices as recommended by the National Bureau of Standards [National Institute of Standard s and Technology (NIST) Handbook 44] shall govern truck scales used in the State of Mississippi, except weighing devices with a capacity of ten thousand (10,000) pounds or more used to weigh road construction materials (i.e. sand, gravel, asphalt, fill dirt, topsoil and concrete) shall have a tolerance of one-half of one percent (1/2 of 1%) in lieu of the requirements of Handbook 44 and shall be regulated by the Department. Scales shall be checked and certified by a scale company certified in heavy truck weights by the MDAC. In the case of scales used fo r measurement of materials on Department of Transportation projects, certification shall be performed in the presence of an authorized representative of the Department or a copy of the certification may be furnished for scales that have been checked and certified within the last six months for use on other Department projects and are still in the position where previously tested. Scales that have not been checked and certified under NIST Handbook 44 guidelines, except for the herein modified tolerances allowed, shall be so checked and certified prior to use for measurement of materials on Department of Transportation projects. Tests shall be continued on six month intervals with the test conducted in the presence of an authorized representative of the Department. Truck scales shall be accurate to one-half of one percent of the applied load, shall be sensitive to 20 pounds, and shall have a graduation of not more than 20 pounds. Section 402 Section 402 The Contractor may use an el ectronic weighing system approved by the Engineer in lieu of truck scales. The system shall be equipped with an automatic print out system that will print a ticket for each load with the following information: MDOT, Contractor’s name, project number, county, ticket number, load number, pay item number, item description of the material delivered, date, time of day, haul vehicle number, gross weight, tare weight , net weight and total daily net weight. When approved by the Engineer and material s are measured directly from a storage bin equipped with load cells, exceptions may be made to the gross and tare weight requirements. The ticket shall also have a place for record ing the temperature of OGFC mixtures, if applicable, and the signatures of the Department’s plant and roadway inspectors. The load numbers for each project shall begin with load number one (1) for the first load of the day and shall be numbered consecutively without a break until th e last load of the day. The Contractor shall provide the Depart ment with an original and one copy of each ticket. When the ticket information prov ided by the Contractor proves to be unsatisfactory, the Department will use imprinter(s) and imprinter tickets to record load information. All recorded weights shall be in pounds and shall be accurate to within one-half of one percent of the true weight, and the system shall be sensitive to 20 pounds. The Engineer may require random loads to be checked on certified platform scales at no cost to the Department. If the electroni c scales are found to be inaccurate, a re- certification of the scales shall be performed before the Contractor can continue use of the scales. When an electronic weighing system utilizes th e plant scales of a batch plant, the system may be used only in conjunction with a fully automatic batching and control system.

402.03.2 2--Additional Requ irements for Batching Plants .

402.03.2 2.1--Plant Scales. The plant batch scale weight shall not exceed the platform

scale weight by more than one percent (1%). 402.03.2.3--Additional Requi rements for Drum Mixing Plants .

402.03.2 3.1--Plant Controls . The plant shall be operated with all the automatic controls

as designed and provided by the plant manufacturer. If the automatic controls malfunction, brief periods of manual operations to complete the day’s work or to protect the work already placed may be conducted with the approval of the Engineer. During manual operation, the Contractor must continue to produce a uniform mixture meeting all contract requirements.

402.03.2 3.2--Aggregate Handling and Proportioning . A screening unit shall be

placed between the bins and the mixer to rem ove oversized aggregate, roots, clayballs, etc.

402.03.2 4--Surge or Storage Bins . Normally the surge bins will be emptied at the end

of each day's operation. During breakdowns or adverse weather conditions, the material Section 402 Section 402 may be stored for a period not to exceed th ree hours in a well-s ealed, well-insulated, heated bin.

402.03.3 Hauling Equipment . The inside surfaces of each vehicle bed shall be coated

with a light application of water and thin oil, soap solution, lime water solution or other approved material to prevent the mixture from sticking. Diesel fuel or gasoline shall not be used to lubricate vehicle beds. Truck beds shall be raised to drain excessive lubricants before placing mixture in the bed. An excess of lubricant will not be permitted.

402.03.4 Asphalt Mixture Pavers . The screed shall be capable of vibrating and heating

the full width of the mixture being placed and shall lay the lift with an automatic control device to the specified slope and grade without tearing, pulling or gouging the mixture surface. Rigid screed and auger extensions sh ould be used when the width of the screed is not adequate to pave a full lane width or full paved width (lane width plus shoulder width). Typically, the end of the auger extension should extend to approximately 18 inches or less from the end plate to en sure uniform mixture placement. Strike-off extensions should not be used for OGFC placement 402.03.5--Rollers . All rollers shall be self-propelled units capable of maintaining a smooth and uniform forward and reverse speed as required for proper compaction. Pneumatic-tired rollers shall not be permitted for compacting OGFC mixes. Rollers shall be equipped with adjustable scrapers, water tanks, mats and a device for wetting the wheels to prevent the mixture from sticking. Adhesion of the mixture to the rollers will not be permitted. The use of diesel fuel or gasoline for cleaning roller wheels, or to aid in preventing the mixture from sticking to the wheels, is prohibited. All rollers shall be in good mechanical cond ition, free from leaking fuels and lubricants, loose link motion, faulty steering mechanism, worn king bolts and bearings. They shall be operational at slow speeds to avoid di splacement of the mixture and capable of reversing direction smoothly and without backlash.

402.03.6 Preparation of Grade . The foundation upon which OGFC pavement is to be

placed shall be prepared in accordance with the ap plicable Section of the Standard Specifications. Unless otherwise directed, tack coat shall be applied to the underlying surface on which the mixture is to be placed. Emulsions, if used, must be allowed to "break" prior to placement of the bituminous mixture. Bituminous mixture shall not be placed agains t the edge of pavements, curbs, gutters, manholes and other structures until the edges lo cated adjacent to the asphalt layer to be placed are sprayed with a thin uniform tack co ating. The tack coat shall be protected until the mixture has been placed. Existing pavements that require preliminary leveling or patching in advance of placing the OGFC mixture shall be sprayed with a tack coat material and then brought as nearly as practicable to uniform grad e and cross section. The material shall be placed by hand or machine in one or more compacted layers approximately two (2) inches or less in compacted thickness. 402.03.7--Blank . Section 402 Section 402

402.03.8 Preparation of Mixture . The temperature of the mixture, when discharged

from the mixer, shall not exceed 340°F. 402.03.9--Material Transfer Equipment. Except for the areas mentioned below, the material transferred from the hauling unit sh all be remixed prior to being placed in the paver hopper or insert by using an approved Materials Transfer Device. Information on approved devices can be obtained from the State Construction Engineer. Areas excluded from this requirement include: temporary wo rk of short duration, detours, bridge replacement projects having less than 1,000 feet of pavement on each side of the structure, acceleration and deceleration lane s less than 1,000 feet in length, tapered sections, transition sections (for width), shoulders less than 10 feet in width, crossovers, ramps, side street returns and other areas designated by the Engineer.

402.03.10 Spreading and Finishing . The mixture shall be spread to the depth and

width that will provide the specified compacted thickness, line, grade and cross section. Placing of the mixture shall be as continuous as possible. On areas where mechanical spreading and finishing is impracticable, the mixture may be spread, raked and luted by hand tools. Immediately after screeding and prior to comp action, the surface shall be checked by the Contractor and irregularities adjusted. When the edge is feathered as in a wedge lift, it may be sealed by rolling. Irregularities in alignment and grade along the edges shall be corrected before the edges are rolled. Hauling, spreading and finishing equipment shall be furnished that is capable of and operated in such a manner that the rolling operation will satisfactorily correct any surface blemishes. The longitudinal joint in the subsequent lift shall offset that in the underlying lift by approximately six (6) inches. However, the joint in the top lift shall be at the centerline or lane line.

402.03.11 Roadway Compaction . Compaction shall be achieved by two to three passes

of a 10 to 12-ton steel wheel roller operating in static mode. Finish rolling to remove any roller marks shall be performed after the mat temperature decreases to 250°F.

402.03.12 Joints . Joints between previously pl aced pavement and pavement being

placed shall be so formed as to en sure thorough and continuous bond. The contact surface of longitudinal joints, excep t hot joints, shall be sprayed with a thin uniform tack coating before additional mixt ure is placed against the previously placed material. 402.04--Method of Measurement. Open Graded Friction Course will be measured by the ton. The weight of the composite mixtur e shall be determined in accordance with the provisions of Subsection 402.03.2.1.11. Bituminous Tack Coat for Open Graded Friction Course shall be measured by the gallon as in accordance with the provisions of Subsections 109.01 and 410.04. Section 402 Section 402

402.05 Basis of Payment. Subject to the adjustments set forth in Subsection 402.02.6.3,

Open Graded Friction Course, measured as pr escribed above, will be paid for at the contract unit price per ton and shall be full compensation for completing the work. Bituminous Tack Coat, measured as prescribed above, will be paid for at the contract unit price per gallon, which price shall be full compensation for completing the work. Payment will be made under the following items: 402-A: Open Graded Friction Course, * - per ton Mixture 402-B: Bituminous Tack Coat - per gallon * 9.5-mm mixture or 12.5-mm mixture SECTION 403 - ASPHALT PAVEMENTS

403.01 Description. This work consists of constructing one or more lifts of asphalt

pavement meeting the requirements of Section 401 on a prepared surface in accordance with the requirements of this section and in reasonably close conf ormity with the lines, grades, thicknesses, and typical cross sections shown on the plans or established by the Engineer. This work shall also include applicable in-grade preparation of the underlying course in accordance with Section 321. The Contractor must select one of the asphalt mixture processes (HMA or WMA) to be used on this project.

403.02 Material Requirements . Materials and their use shall conform to the applicable

requirements of Subsection 401.02.

403.03 Construction Requirements .

403.03.1 General . Construction requirements shall be as specified in Subsection

401.03, except as otherwise indicated in this section or applicable special provisions.

403.03.2 Smoothness Tolerances . Except as noted herein, the finished smoothness of

each lift shall conform to the designated grade and cr oss section within the following tolerances from grade stakes or other grade reference points set at 25-foot intervals: Lower* & Lower* Top Leveling Intermediate Intermediate Surface Lifts Lift Lift Lift Maximum deviation from grade and cross section at any point ........................................ 1/2" 3/8" 1/4" 1/4" Maximum deviation from A 10 foot straight edge ...................... 3/8" 1/4" 1/8" 1/8" Section 403 Section 403 Note: Where more than four (4) lifts of asph alt are required, all lifts, excluding the top three (3) lifts, shall meet the requirements of the lower lift. * When tested longitudinally from a stringline located equidistant above points 50 feet apart, the distance from the stringline to the surface at any two points located 12½ feet apart shall not vary on e from the other more than the maximum deviation allowed above from a 10-foot straight edge. Grade stakes or other grade reference points set at 25-foot intervals and maximum deviation from grade and cross section will not be required provided an approved profile averaging device is furnished and properly used for the four conditions set forth herein; however, all other surface re quirements are applicable.

403.03.2 1--Smoothness Tolerances for Mean Roughness Index (MRI). Smoothness

tolerances shall be applied to asphalt pa vements based on the following pavement categories. Category A applies to the following pavement constructions:  New construction  Construction with three (3) or more lifts  Mill and two (2) or more lifts Category B applies to the following pavement constructions:  Mill and one (1) lift  Two (2) lift overlays without milling Category C applies to the following pavement constructions:  Single lift overlay without milling  All 57,650-pound routes regardless of the pavement construction Additional projects may qualify for Category C construction at the Department’s discretion. Spot leveling / preliminary leveling does not count as a lift. Full width / continuous leveling courses that have a mini mum thickness of ¾” across the entire lane width will be considered a lift. Category A projects shall have a long contin uous interval ( 528-foot) surface MRI of not more than 60 inches per mile. Category B projects shall have a long continuous interval ( 528-foot) surface MRI of not more than 70 inches per mile. Category C projects shall have the existing surf ace profiled at no additional cost to the State. These projects shall be measured by a long fixed interval (528-foot) surface MRI and meet the higher value of the following requirements: Section 403 Section 403 A 50% improvement in MRI from the existing surface or 80 inches per mile In the case that 50% of the existing surface MRI is greater than 80 inches per mile, the short continuous threshold shall be increased from 160 inches per mile by the difference between 50% of the existing surface MRI and 80 inches per mile. For all projects, areas of the surface lift with loca lized roughness greater than 160 inches per mile as determined by the continuous short interval (25’) report will be identified for correction by the Project Engineer. When a project has multiple lifts, the lift und erlying the surface lift shall have a MRI of no more than 10 inches/mile more than the surface lift threshold for both long and short continuous intervals. Category B projects containing multiple lifts must meet the Category C percent improvement requirement for the underlying lift. Corrective action must be taken on those segments that do not meet this requirement. No unit price adjustment will be applied on any underlying lift. For Category A and B projects, a unit price increase will be added when the MRI for the final surface lift, prior to any required lo calized roughness (short interval) corrective action, is less than or equal to fifty inches per mile (50.0 inches / mile) on the long interval report. These Projects will be considered for incentive pay based on the following guidelines for the long interval surface lift MRI. Mean Roughness Index inches / mile Contract Price Adjustment Percent of Asphalt Unit Bid Price Less than 35.0 108 35.1 to 40.0 106 40.1 to 45.0 104 45.1 to 50.0 102 50.1 to Required Surface MRI 100 In addition to the above pay incentive factors, a project may be subject to a disincentive when the Long Continuous Interval MRI for th e surface exceeds the allowable tolerance. Mean Roughness Index (inches / mile) Contract Price Adjustment Percent of Asphalt Unit Bid Price Above 20.0 Over REMOVE AND REPLACE 15.1 to 20.0 Over 80 10.1 to 15.0 Over 85 5.1 to 10.0 Over 90 0.1 to 5.0 Over 95 Required Surface MRI 100 For Category C projects, segments may be subject to a disincentive when the Fixed Interval MRI for the surface does not meet the minimum requirements. Section 403 Section 403 Percent Improvement MRI (inches/mile) Contract Price Adjustment Percent of Asphalt Unit Bid Price Below 30 Percent 80 * 30.1 to 35.0 Percent 80 35.1 to 40.0 Percent 85 40.1 to 45.0 Percent 90 45.1 to 50.0 Percent 95 Above 50% 100 * Segments that not only show less than 30 percent improvement but also a final surface MRI greater than 100 inches/mile will be subject to removal. Segment(s) or portions thereof representing areas excluded from a smoothness test shall also be excluded from consideration for a contract price adjustment for rideability. Where a segment less than 528 feet occurs at the end of a section, it will be combined with the preceding 528-foot segment for calcu lation of MRI. Corrective action must be taken on those sections that exceed the ‘R emove and Replace’ threshold as directed by the Project Engineer. The minimum remove and replace length will be 528 feet (0.1 mile). Additional smoothness testing shall be required on sections following replacement and will be required to meet at least the maximum surface MRI short of ‘Remove and Replace’ tolerance. The above pay factors will be applied in conjunction with the Long Continuous Histogram Chart from ProVAL’s Smoothness Assurance Module. The price adjustments for rideability will be tabulated in the Department’s Pay Incentive spreadsheet on the basis of a theoretical tonnage of 110 lbs/yd 2 * inch thickness (pounds per square yard * inch thickness) determined in accordance w ith Subsections 401.02. 6.8 and 403.04, for the segment(s) or portions thereof fo r which an adjustment is warranted.

403.03.3 Thickness Requirements . Asphalt overlay lifts shall be constructed as nearly

in accordance with the thickness shown on the plans as the underlying pavement and foundation will permit. Periodic and cumulative yield tests will be made to determine practicable conformity to the thickness of each lift. The Engineer may order modifications in placement thicknesses to pr event unwarranted variations in plan quantities. When the paver is operating off an established grade line, no thickness determination will be required for the various lifts of pavement. It is understood that the tolerances from design grade will control the thickness requirements. When grade stakes are eliminated by Notice to Bidders or as outlined in Subsection

403.03 2(d) and where resulting in the placement of two (2) or more lifts, acceptance and

payment will be determined on a lot to lot basis by cores taken from the completed pavement. Lots will be coincidental with ac ceptance lots for the su rface lift as provided in Subsection 401.02.6.4, excep t that only lots resulting fr om the placement of mainline surface lift will be used for thickness assessment. One co re will be obtained at random from each lot. Irregular areas will not be cored. Section 403 Section 403 When the average thickness of all the cores from the lots representing a day’s production, excluding any discarded by the Engineer for justifiable reason, is within three-eighths of an inch (3/8”) of the total pavement thickness shown on the plans, excluding lift(s) placed using an established grade line, corrective action will not be required and a price adjustment will not be made for non-conformity to specified thickness. When the average thickness of all the cores from the lots representing a day’s production is deficient in thickness by more than three eights of an inch (3/8”) of the total pavement thickness shown on the plans, ex cluding lift(s) placed using an established grade line, the deficiency shall be corrected by overlaying the entire length of the day’s production. The thickness of the overlay shall be equal to the thickness deficiency but no less than the minimum single lift laying thickness for the specified mixture. When the thickness of all the cores from the lots representing a day’s production is more than three eights of an inch (3/8”) thicker than the total thickness shown on the plans, excluding lift(s) placed using an established grade line, a price adjustment will be made in accordance with Subsection 403.05.1. The cores shall be cut and removed by the Contractor in the presence of the Engineer's representative and turned over to the Engineer’s representative for further handling. The Contractor shall fill each core hole with surface lift mixture and compact to the satisfaction of the Engineer within 24 hours after coring.

403.03.4 Lift Corrections . Pavement exceeding the allowable surface tolerances shall

be corrected at the Contractor's expense by the following methods: Lower, Leveling and Lower Intermediate Lifts:

403.03.5 Overlays or Widening and Overlays . In addition to the requirements of

Subsections 403.03.1 through 403.03.4, the following requirements will be applicable when an existing pavement is to be overlaid or widened and overlaid.

403.03.5 1--Blank .

403.03.5 2--Sequence of Operations . In order to expedite the safe movement of traffic

and to protect each phase of th e work as it is performed, a firm sequence of operations is essential. Unless otherwise provided in the traffic control plan and/or the contract, the following appropriate items of work shall be begun and continually prosecuted in the order listed:

403.03.5 4.

403.03.5 3--Wideni ng of Pavement . The foundation for widening shall be formed by

trenching or excavating to the required depth and constructing a smooth, firm and compacted foundation. It shall have sufficient density and stability to withstand the Section 403 Section 403 placement and compaction of subsequent lif ts. Soft, yielding and other unsuitable material that the Engineer determines will not compact readily shall be removed and backfilled with granular materi al or asphalt as directed. Except as provided herein, excavation for widening, undercutting or other required excavation shall be spread along the edge of the shoulders, foreslopes or other adjacent areas as directed and will be an absorbed item. When the quantity is in excess of what may be used satisfactorily on adjacent areas, the Engineer may direct that the material be loaded, hauled and spread uniformly on other designated areas. In this case, compensation for handling surplus material will be in accordance with the appropriate pay items as provided in the contract or as extra work. If the plans require widening of the shoulders or embankment with Contractor furnished material, all suitable material obtained from widening excavation may be used and will be measured and paid for as Contractor furnished materials. No measurement for payment of haul will be made. Removal and disposal of old stakes, forms and other debris encountered in excavating shall be in accordance with Section 201 and shall be considered as incidental to and included in the unit prices bid for other items. No separate measurement will be made therefor. Pavement edges and surfaces sha ll be cleaned prior to final shaping and compaction of adjacent trenching or undercut areas. Granular material for widening shall be placed on a previo usly prepared, smooth, firm and unyielding foundation in accordance with the typical section. Density of the granular material shall be as specified. Asphalt for widening, including trench widening, shall meet the applicable requirements of Section 401, Section 403, and shall be pl aced in one or more layers as shown on the plans or directed. The surface of the mixture shall be finished as a continuation of the adjacent pavement slope. Trench rollers or other compaction equipment shall be used to co mpact the foundation, granular material and bituminous mixtures for widening when standard width rolling equipment cannot be used.

403.03.5 4--Patching. Existing pavement that has failed or unsatisfactorily stabilized

shall be removed as directed. Removal of pavement will be measured and paid for under the appropriate pay items as provided in the contract. Backfill shall consist of asphalt or a combination of compacted layers of aggregate material and asphalt. Unless otherwise specified, the Engineer will make this determination based on depth and field conditions. Asphalt used for backfilling will be measured and paid for at the contract unit price for the mixture designated on the plans as the lowest lift. Aggregate will be measured and paid for under the appropriate pay item as pr ovided in the contract or as extra work.

403.03.5 5--Preliminary Leveling. All localized irregularities of the existing pavement,

such as ruts, cross-slope deficiencies, etc., shall be corrected by spot leveling, skin patching, feather edging or a wedge lift in advance of placing the first overall lift. Section 403 Section 403

403.03.5 6--Placement of Lifts . The leveling lift shall be placed in a layer, or layers, not

exceeding approximately two and one- half inches compacted thickness. When single lane construction is required, pl acement of a lift on the adjacent lane may be performed by an approved profile averaging device provided the lane previously placed is within the allowable tolerances for all surface requirements. When any of the tolerances are exceeded, the Contractor shall reestablish the control stringline for laying the adjacent lane should the Contractor elect to perform th is work prior to correcting the deficiencies of the lane previously placed. In no case sh all a "matching shoe" be used to control the grade of an adjacent lane. In instances where there are only minor devia tions from the allowable tolerances in the first overall lift, the Engineer may permit th e Contractor to place the next higher lift by graded stringline in lieu of making the corrections. Single lane placement of leveling, intermediate and surface lifts shall be limited to the distance covered in one and one-half days in advance of that placed in the adjacent lane.

403.03.5 7--Protection of Pavement . The pavement shall be protected and properly

maintained until it has been compacted and cooled sufficiently for use by traffic.

403.04 Method of Measurement . Asphalt pavement, of the type specified, will be

measured by the ton. The weight of the composite mixture shall be determined in accordance with the provisions of Subsection 40 1.03.2.1.11. The pay quantities for each individual job mix formula (JMF) will be calculated using the approved JMF maximum specific gravity (Gmm) and the following formulas. When the composite mixture has a maximum specific gravity of 2.540 or less, Tp = Tw When the composite mixture has a maximum specific gravity greater than 2.540, Tp = Tw((100-(((Gmm*A*B)-C)/(Gmm*A*B))*100))/100 Where: Tp = Total tonnage for payment Tw = Total tonnage weighed, used and accepted Gmm = Maximum Specific Gravity of the approved composite asphalt mixture A = 46.725 lbs/yd 2/in B = 0.93 = 93% density C = 110.374 lbs/yd2/in = Theoretical density at 2.540 Gmm Unless shown as a separate pay item, the furnishing and application of the tack coat will not be measured for payment. When payment is provided, tack coat will be measured as set out in Section 407. Joint sealant will be measured by the linear foot for each joint sealed. Section 403 Section 403 The quantity of bituminous mixture required to correct the work, when made at the expense of the Contractor, will not be measured for payment. Any trenching required for widening will not be measured for payment, such cost thereof shall be included in other items of work. Undercut required by the Engineer will be measured for payment under the appropriate excavation item as provided in the contract or as extra work. Pavement removal and any required trenching will not be included in the measurement for undercut. Class "B" structural concrete base substitute d for asphalt under portland cement concrete bridge end pavement, as per Subsection 502.03.1, will be paid for as asphalt calculated as follows: Square yards of portland cement concrete bridge end pavement * concrete base thickness in inches * 0.055 = tons of asphalt.

403.05 Basis of Payment. Subject to the adjustments set out in Subsections 401.02.6.3,

401.02.6 4, 401.02.6.8 & 403.03.2, asphalt paveme nt, measured as prescribed above, will

be paid for at the contract uni t price per ton for each lift of pavement specified in the bid schedule and shall be full compensation for completing the work. Joint sealant will be paid for at the contract unit price per linear foot for each joint which shall be full compensation for furnishing the joint sealant material, cleaning the joint, applying the sealant, and for all equipment, tools, labor, and incidentals necessary to complete the work.

403.05.1 Price Adjustment for Thickness Requirement . When grade stakes are

eliminated as provided in Su bsection 403.03.3 and the average thickness of all cores from lots representing a day’s production is more than three eights of an inch (3/8”) thicker than the total specified thickness of the pavement, excluding lift(s) placed using an established grade line, a lump sum reducti on in payment for the surface lift of lots representing a day’s productio n will be made as follows: Individual Day’s

403.05.2 Pay Items .

Section 403 Section 403 Payment will be made under: 403-A: (1) , (4) , Asphalt Pavement - per ton 403-B: (2) , (4) , Asphalt Pavement, Leveling - per ton 403-C: (3) , (4) , Asphalt Pavement, Trench Widening - per ton 403-D: (2) , HT, Asphalt Pavement, Polymer Modified - per ton 403-E: (2) , HT, Asphalt Pavement, Polymer Modified, Leveling - per ton 403-S: Joint Sealant - per linear foot or mile

404.01 Description . This work consists of constructing one or more courses of cold

bituminous pavement in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses , and typical cross sections shown on the plans or established by the Engineer. This work shall also include applicable in-grade preparation of the underlying course in accordance with Section 321. The bituminous pavement shall be composed of aggregates and bituminous material, and, if specified, a top dressing of sand , gravel, stone, or slag screenings.

404.02 Materials .

404.02.1 General . Cold bituminous mixtures shall be either a preapproved commercial

cold mix as listed on the Department's APL, or conform to the requirements of the Department's standard cold mixture as set out below.

404.02.2 Preapproved Commercial Cold Bituminous Mixture. Commercial cold

bituminous mixture must be an approved product as listed on the Department's APL. Such approval will be based on satisfactory performance of the cold bituminous mixture on a field test section, placed in accordan ce with the manufacture's recommendations, after from six months to one year's evaluation by the Department. The mixture shall have a minimum shelf life of six months.

404.02.3 Department Standard Cold Bituminous Mixtures - General . Department

standard cold bituminous mixtures shall conform to the requirements of Subsection

703.13 and the requirements as set out below. The mixture shall have a minimum shelf

life of six months.

404.02.3 1--Mineral Filler . Mineral filler shall meet the requirements of Subsection

Section 404 Section 404

703.16 Mineral filler may be used as necessary to obtain desired properties of the

mixture; however, excessive use will not be permitted.

404.02.3 2--Bituminous Materials . Bituminous material shall be cutback asphalt of one

of the grades set out in AASHTO M 82 or, in lieu thereof, a combination of petroleum asphalt cement Grade PG 58-28, 64-22 or 67-22 conforming to Section 702 and a liquefier.

404.02.3 3--Hydrated Lime . Hydrated lime meeting the requirements of Subsection

714.03.2 may be used as a facilitator in the mixture and will be required when siliceous

aggregates are used.

404.03 Construction Requirements .

404.03.1 General . Construction requirements shall be as prescribed in Subsection

401.03, except as modified in the following subsections.

404.03.2 Weather Limitations . Cold bituminous pavement courses shall be placed

only when the air temperature is 40°F or above.

404.03.3 Tack Coat . Unless otherwise directed by th e Engineer, tack coat shall be

applied at a minimum rate of 0.05 gallon per square yard residual asphalt. The tack coat shall be applied as a complete coating, fog coating, or "spider webbing" as directed.

404.03.4 Preparation of Aggregate . When combined with cu t-back asphalt, aggregates

shall be dry and at a temperature of at least 60°F and not more than 225°F. If not already surface dry, aggregates shall be dried at a temperature between 150°F to 300°F and then cooled before being mixed with bituminous material. When combined with emulsified asphalt, the aggregates shall be at a temperature of at least 60°F and not more than 175°F.

404.03.5 Mixing. The prepared aggregates shall be combined in the quantities required

to meet the job-mix formula, introduced into the mixer, and mixed dry for a period sufficient to distribute the various sizes uniformly throughout the batch. The bituminous material shall then be introduced and mixed until the aggregates are thoroughly coated and the mass is a uniform color. The mixing time for each phase of the mixing operations will be set by the Engineer, based on the nature of the aggregates, the job- mix formula, and the size of the batch, but in no case shall the mixing time, after introduction of the bituminous material, be less than two minutes.

404.03.6 Spreading and Finishing . The material shall be spread by a motor grader or

mechanical paver. Where the compacted thickness is to be more than two inches, the mixture shall be spread and compacted in layers of no more than two inches in thickness. When spreading with a motor grader the mixt ure shall be dumped along the centerline or along the outside quarter point in sufficient volume to produce the weight per square yard Section 404 Section 404 indicated or directed. It shall then be moved for its full depth and formed into a windrow of uniform section. The windrow shall then be spread, at the prescribed rate per square yard. While the surface is being compacted and finish ed, the edges shall be shaped to a neat line. 404.03.7--Compaction . Immediately after the mixtur e has been spread, it shall be thoroughly and uniformly compacted. Rolling shall extend over a period of three days after the initial rolling and shall consist of a minimum of two coverages each day.

404.03.8 Top Dressing. When a top dressing of aggr egate is specified, it shall be

applied immediately after the rolling of the surface course. The top dressing shall be applied at the rate specified and rolled as directed.

404.03.9 Surface Tolerances . The distance at any point from a 10 foot straight edge to

the surface shall not exceed three- sixteenths in ch. Lumps or depressions exceeding this tolerance shall be corrected by removing defective work and replacing with new material as directed.

404.04 Method of Measurement . Cold bituminous pavement of the type specified will

be measured by the square yard or ton. When measured by the ton, measurement will be as prescribed in Subsection 403.04.

404.05 Basis of Payment . Cold bituminous pavement will be paid for by the square

yard or ton. Payment on a tonnage basis will be as set out in Subsection 403.05, except no reduction in payment will be made for compaction. Payment will be made under: 404-A: ___” Cold Bituminous Pavement, Type _____ - per square yard or ton 404-B: Aggregate Top Dressing - per ton SECTION 405 – STONE MATRIX ASPHALT

405.01 Description . These specifications include general requirements that are

applicable to Stone Matrix Asphalt (SMA). This work consists of constructing one or more lifts of SMA pavement on a prepared surface in accordance with th e requirements of Sections 401 and 403 for Asphalt Pavements, with the exceptions set forth herein. The SMA shall meet the specific requirements for the mixture to be produced and placed in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer.

405.02 Materials .

405.02.1 Component Materials .

Section 405 Section 405

405.02.1 1--General. Component materials will be conditionally accepted at the plant

subject to later rejection if incorporated in a mixture or in work that fails to meet contract requirements.

405.02.1 2--Aggregates . The source of aggregates shall meet the applicable

requirements of Section 703. 405.02.1.2.1--Coarse Aggregate Blend. Mechanically fractured faces by weight of the combined mineral aggregate coar ser than the No. 4 sieve shall be 95 percent two or more fractured faces for all SMA mixtures. The maximum percentage by weight of flat and elongated particles, maximum to minimum dimension greater than 3, shall not exceed 20% for SMA mixtures. This shall be determined in accordance with ASTM D 4791, Section 8.4, on the combined mineral aggregate retained on the 3/8” sieve.

405.02.1 2.2--Fine Aggregate Blend. All SMA mixture fine aggregate blends shall have

a minimum fine aggregate angularity index of 44.0 (ASTM C1252, Method A). The minus No. 40 fraction of the combined aggregate shall be non-plastic when tested according to AASHTO T 90. The clay cont ent for the combined aggregate used in underlying layers shall not exceed 1.0 percent, and when used in top layers shall not exceed 0.5 percent by weight of the total mineral aggregate when tested according to AASHTO T 88.

405.02.1 2.3--Combined Aggregate Blend. All gradations will be based on percent

passing by volume and not mass. Refer to Mississippi Test Method MT-80 Stone Matrix Asphalt (SMA) Volumetric Mix Design, Section 11 for the procedure to calculate gradations based on volumes. The gradation requirements, by volume, for SMA mixtures are provided in the following table. Sieve Size Nominal Maximum Aggregate Size 19.0-mm 12.5-mm 9.5-mm Lower Control Upper Control Lower Control Upper Control Lower Control Upper Control 1-inch 100 100 3/4-inch 90 100 100 100 1/2-inch 50 74 90 100 100 100 3/8-inch 25 60 26 78 90 100 No. 4 20 28 20 28 26 60 No. 8 16 24 16 24 20 28 No. 16 13 21 13 21 13 21 No. 30 12 18 12 18 12 18 No. 50 12 15 12 15 12 15 No. 200 8.0 10.0 8.0 10.0 8.0 10.0 Section 405 Section 405

405.02.1 3--Bituminous Materials . Bituminous materials shall meet the applicable

requirements of Section 702 for the grade specified. A PG 76-22 asphalt binder shall be used for all SMA mixtures. The asphalt content (by weight of total mix) shall be based on the bulk specific gravity of th e combined aggregate blend (G sb) to ensure a constant asphalt binder volume in the mix for durability purposes. The relationship between G sb and the minimum asphalt binder content by weight of total mix is provided in the following table. Based on Minimum Asphalt Content by Volume of 6.0 Percent Combined Aggregate Bulk Specific Gravity, G sb Minimum Asphalt Content (%) Rounded Minimum Asphalt Content (%) 2.40 6.58 6.6 2.45 6.46 6.5 2.50 6.34 6.3 2.55 6.22 6.2 2.60 6.11 6.1 2.65 6.00 6.0 2.70 5.90 5.9 2.75 5.79 5.8 2.80 5.70 5.7 2.85 5.60 5.6 2.90 5.51 5.5 2.95 5.42 5.4 3.00 5.34 5.3 Minimum AC, % (mass) = 0.724*(G sb)2 – 5.98*G sb + 16.76 Tack coat shall meet the requ irements of Subsection 401.03.1.2. Emulsified asphalt shall not be diluted without approval of the Engineer.

405.02.1 4--Mineral Filler. Mineral filler shall meet the requirements of Subsection

703.16.

405.02.1 5--Hydrated Lime . Hydrated lime shall meet th e requirements of Subsection

714.03.2 for lime used in soil stabilization.

405.02.1 6--Asphalt Admixtures . Additives for liquid asphalt, when required or

permitted, shall meet the requirements of Subsection 702.08.

405.02.1 7--Polymers. Polymers for use in polymer modified asphalt pavements shall

meet the requirements of Subsection 702.08.3.

405.02.1 8--Stabilizing Fiber. Stabilizing fiber shall meet the requirements of

Subsection 714.07.

405.02.2 Blank.

Section 405 Section 405

405.02.3 Composition of Mixtures .

405.02.3 1--General . Unless otherwise specified or permitted, the SMA shall consist of

a uniform mixture of asphalt, aggregate, mi neral filler, stabilizing fibers, hydrated lime and, when required or necessa ry to obtain desired propertie s, antistripping agent and/or other materials. The total amount of crushed limestone aggregate, in the top lift, shall not exceed 50 percent of the total combined aggregate by weight. Hydrated lime shall be used in all SMA at the rate of one percent (1%) by weight of the total dry aggregate. The ag gregate, prior to the addition of the hydrated lime, shall contain sufficient surface moisture. If necessary , the Contractor shall add moisture to the aggregate according to the procedures set out in Subsection 401.03.2.1.2. The Contractor shall obtain a shipping ticke t for each shipment of hydrated lime. The Contractor shall provide the District Materi als Engineer with a copy of each shipping ticket from the supplier, including the date, time and weight of hydrated lime shipped. Mixtures will require the addition of an antistripping agent when the Tensile Strength Ratio (MT-63) and/or the Boiling Water Test (MT-59) fail to meet the following criteria. Tensile Strength Ratio (TSR - MT-63) Wet Strength / Dry Strength .............................................. 85 percent minimum Interior Face Coating ......................................................... 95 percent minimum Boiling Water Test (MT-59) Particle Coatin g ................................................................. 95 percent minimum Reclaimed asphalt pavement (RAP) or crushed reclaimed concrete may be used in the production of SMA in the percentages of the total mix by weight set out in the following table. SMA Mixture Maximum Percentage of RAP by total weight of mix 9.5-mm 10 * 12.5-mm 10 * * At a minimum, RAP shall be crushed, processed and/or screened such that the RAP material size does not exceed the nominal ma ximum sieve size for the mixture specified.

405.02.3 1.1--Mixture Properties. The mortar is defined as the combination of the

percent passing the 0.075 mm sieve, liquid asphalt binder, and the stabilizing fiber. Mix design and approval shall include mortar preparation and testing conducted in accordance with Mississippi Test Method MT-81. The mortar shall have a minimum unaged dynamic shear rheometer (DSR) G*/sin  of 5.00 kPa, a minimum rolling thin film oven (RTFO) DSR G*/sin  of 11.00 kPa, and a maximum pressure aging vessel (PAV) bending beam rheometer (BBR) s tiffness (S) of 1500 MPa. All mixes shall be designed according to Mi ssissippi Test Method MT-80. SMA mixes shall be designed with the Superpave gyratory compactor utilizing an N design of 75 Section 405 Section 405 gyrations. The design air voids and voids in the mineral aggregate for all SMA mixes are 4.0 and a minimum of 17.0 percent, respectively. The ratio of the voids in the coarse aggregate in the compacted mix (VCA mix) to the voids in the coarse aggregate as determined with the dry rodded unit weight test (VCA dr) shall be less than 1.0. The designed mixture shall have a draindown of less than 0.3 percent when tested in accordance with Mississippi Test Method MT-8 2, Draindown Determination for Stone Matrix Asphalt Mixtures.

405.02.3 2--Job Mix Formula . The job mix formula shall be established in accordance

with Mississippi Test Method MT-80. At least 10 working days prior to the propos ed use of each mixture, the Contractor shall submit in writing to the Engineer a proposed job-mix formula or request the transfer of a verified job-mix formula as set forth in th e latest edition of MDOT’s Field Manual for HMA and MT-80. The job-mix formula shall be signed by a Certified Mixture Design Technician (CMDT). The Department will perform the tests necessary for review of a proposed job-mix formula for each required mixture free of charge one time only. A charge will be made for additional job-mix formulas submitted by the Contractor for review. Review of the proposed job-mix formula will be based on percent maximum specific gravity at N Design, VMA @ N Design, ratio of voids in the Coarse Aggregate (VCA mix/VCA dr), draindown, mortar properties, resistance to stripping, and other criteria specified for the mixture. The mixture shall conform thereto within th e range of tolerances specified for the particular mixture. No change in properties or proportion of any component of the job-mix formula shall be made without permission of the Engineer. The job-mix formula for each mixture shall be in effect until revised in writing by the Engineer. A job-mix formula may be transferred to other contracts in accordance with conditions set forth in the Department's Field Manual for HMA. The Contractor shall not place any SMA prio r to receiving “tentative” approval and a MDOT design number from the Central Laboratory. When a change in source of materials, unsatisfactory mixture production results (such as segregation, bleeding, shoving, rutting over 1/8”, raveling & cracking) or changed conditions make it necessary, a new job-mix fo rmula will be required. The conditions set out herein for the original job-mix formula are applicable to the new job-mix formula.

405.02.4 Substitution of Mixture. Mixture substitution shall meet the requirements of

Subsection 401.02.4.

405.02.5 Contractor's Quality Management Program .

405.02.5 1-General. The Contractor's quality management program shall meet the

general requirements of Subsection 401.02.5.1. Section 405 Section 405

405.02.5 2--Personnel Requirements. Personnel requirements shall meet the

requirements of Subsection 401.02.5.2.

405.02.5 3--Testing Requirements. As a minimum, the Contractor's quality

management program shall include the following:

405.02.5 4--Documentation. Documentation shall be as required in Subsection

401.02.5 4.

405.02.5 5--Control Limits. The following control limits for the job mix formula (JMF)

and warning limits are based on a running average of the last four data points. Item JMF Limits Warning Limits Sieve - % Passing 1/2-in ± 5.5 ± 4.0 3/8-in ± 5.5 ± 4.0 No. 4 ± 4.0 ± 3.0 No. 8 ± 4.0 ± 3.0 No. 30 ± 4.0 ± 3.0 No. 200 ± 2.0 ± 1.5 Asphalt Content, % -0.3 to +0.5 -0.2 to +0.4 Total Voids @ N Design, % ± 1.3 ± 1.0 VMA @ N Design, % – 1.5 – 1.0 Section 405 Section 405

405.02.5 6-- Warning Bands. Warning bands are defined as the area between the JMF

limits and the warning limits .

405.02.5 7--Job Mix Formula Adjustments. A request for a JMF adjustment signed by

a CAT-II may be made to the Engineer by the Contractor. Sufficient testing data shall be submitted with the request to justify the cha nge. The requested change will be reviewed by the State Materials Engineer for the Department. If current production values meet the mixture design requirements, a revised JMF will be issued. Adjustments to the JMF shall conform to the latest edition of MDOT’s Field Manual for HMA. Adjustments to the JMF to conform to actual production shall not exceed the tolerances specified for the JMF limits. Regardless of such tolerances, any adjusted JMF gradation shall be within the range given in Subsection 405.02.1.2.3 for the mixture specified. The JMF asphalt content may only be reduced if the pr oduction VMA meets or exceeds the minimum design VMA requirements for the mixture being produced. 405.02.5.8--Actions and Adjustments. Actions and adjustments shall be as required in Subsection 401.02.5.8. 405.02.5.9--Trial Section. At the beginning of placement for each lift, the Contractor shall construct a trial section of a maximum of 400 tons of mix, for the purpose of establishing and evaluating consistent mixt ure properties and the compactibility of the mixture. The Contractor shall determine the production point at which the mix shall be sampled during trial section construction. This sample does not have to be selected by the formal random selection procedures used during actual production, but should be representative of the mix produced. Density tests shall be performed according to the procedures in Chapter 7 of MDOT’s Field Manual for Hot Mix Asphalt (First Day Production). The Contractor (QC) and the Department (QA) will conduct tests for mixture quality. A trial section is considered to be successful if the QC test results are within the Warning Limits (the testing indicates a pay factor of 1.0) and the QC tests comp are to the QA tests within the allowable differences set forth in Subsection 401.02.6.2. If the criteria for a successful trial section is not achieved, additional trial sections of at least 200 tons but not more than 400 tons shall be constructed until the criteria is achieve d, at which time full production can begin. In the event a successful trial section is no t accomplished by the completion of the second trial section, the Contractor will be required to construct additional trial sections at an offsite location. The Engineer reserves the right to have any trial section removed and replaced at no additional cost to the State, if the pay factor for any ch aracteristic for a trial section is less than 0.75. For actual payment purposes, a pay factor of 1.00 will be used for all first and second trial sections allowed to remain in place. Any required offsite trial sections will be constructed at no additional cost to the State. 405.02.6--Standard s of Acceptance .

405.02.6 1--General. The general requirements shall be as required in Subsection

401.2.6.1.

405.02.6 2--Assurance Progr am for Mixture Quality. The assurance program for

mixture quality shall be as required in Subsection 401.2.6.2. Section 405 Section 405

405.02.6 3--Acceptance Proc edure for Mixture Quality. The acceptance procedure for

mixture quality shall be as required in Subsection 401.2.6.3. 405.02.6.4--Acceptance Procedure for Density . Each completed lift will be accepted with respect to compaction on a lot to lot basis from density tests performed by the Department. Material produced and placed du ring the trial section(s), if placed on the roadway, will be designated as separate lots. For normal production days, divide the production into approximately equal lots as shown in the following table. When cores are being used for the compaction evaluation, randomly obtain one core from each lot. When the nuclear density gauge is being used for compaction evaluation, obtain two random readings from each lot an d average the results (see Ch apter 7 of the latest edition of MDOT’s Field Manual for HMA). Additional tests may be required by the Engineer to determine acceptance of work appearing defi cient. The Contractor shall furnish and maintain traffic control for all compaction evaluations, including coring, required in satisfying specified density requirements. Lot Determination Daily Production - Tons 0-300 301-600 601-1000 1001-1500 1501-2100 2101-2800 2801+ Number of Lots 4 5

405.02.6 4.1--Roadway Density. The density requirement for each completed lift on a

lot to lot basis from density tests performed by the Department shall be 93.0 percent of maximum density. When it is determined that the density for a lot is below 93.0 percent but not lower than 91.0 percent of maximum density, the Contractor will have the right to remove and replace the lot(s) not meeting th e specified density requirements in lieu of accepting reduced paymen t for the lot(s). When it is determined that the density for a lot is above 96.0 percent, the Engineer shall notify the Contractor who will make plant adjustments to resolve the problem. When it is determined that the density for a lot is below 91.0 percent, the lot(s), or portions thereof, shall be removed and replaced in accordance with Chapter 7 of the latest edition of MDOT’s Field Manual for HMA at no additional cost to the State. A corrected lot will be retested for approval. No resampling will be performed when pavement samples are used for determining density. At any time the average daily compaction (the total of the percent compaction for the lots produced in one day divided by the total number of lots for the day) does not meet 93.0 percent compaction or more for two consecutive days, the Contractor shall notify the Engineer of proposed changes to the compac tive effort. If the average daily compaction does not meet 93.0 percent compaction or more for a third consecutive day, the Contractor shall stop production and construct another trial section to establish proper compaction procedures. Section 405 Section 405 Each lot of work found not to meet the density requirement of 93.0 percent of maximum density may remain in place with a reduction in payment as set out in the following table: PAYMENT SCHEDULE FOR COMPACTION Lot Density ** Pay Factor % of Maximum Density 1.00 93.0 and above 0.90 92.0 - 92.9 0.70 91.0 - 91.9 ** Any lot or portion thereof with a de nsity of less than 91.0 percent of maximum density shall be removed a nd replaced at no additional cost to the State. The compaction pay factors and mixture qua lity pay factor will each apply separately (See Subsection 401.02.6.3). However, the co mbined pay factor shall not be less than 0.50 for any mixture allo wed to remain in place.

405.03 Construction Requirements . Mississippi DOT has adopted the “Hot-Mix

Asphalt Paving Handbook” as the guideline for acceptable SMA construction practices.

405.03.1 Specific Requirements .

405.03.1 1--Weather Limitations . The mixture shall not be placed when weather

conditions prevent the proper handling and finishing or the surface on which it is to be placed is wet or frozen. At the time of placement, the air and pavement surface temperature limitations shall be equal to or exceed 55°F.

405.03.1 2--Tack Coat. Tack coat shall be in accordance with Subsection 401.03.1.2.

405.03.1 3--Blank.

405.03.1 4--Density . The lot density for all SMA pavement lifts, except as provided

below for preleveling, wedging [less than fifty percent (50%) of width greater than minimum lift thickness], ramp pads, irregular shoulder areas, median crossovers, turnouts, or other areas where the established rolling pattern cannot be performed, shall not be less than 93.0 percent of the maximum density based on AASHTO T 209 for the day’s production. If a job-mix formula adjustment is made during the day which affects the maximum specific gravity, calculate a ne w average maximum density for the lot(s) placed after the change. Pavement core samples obtained for determining density which have a thickness less than two times the maximum size aggregate permitted by the job-mix formula will not be used as a representative sample. Preleveling, wedging [less than fifty percent (50%) of width greater than minimum lift thickness], ramp pads, irregular shoulder areas, median crossovers, turnouts, and other areas where an established rolling pattern cannot be obtained shall be compacted to refusal densification. Section 405 Section 405

405.03.2 Bituminous Mixing Plants .

405.03.2 1--Plant Requirements .

405.03.2 1.1--Cold Aggregate Storage. The cold aggregate st orage requirements shall

be in accordance with Su bsection 401.03.2.1.1.

405.03.2 1.2--Cold Aggregate Feed. The cold aggregate feed requirements shall be in

accordance with Subsec tion 401.03 .2.1.2.

405.03.2 1.3--Dryer. The dryer requirements shall be in accordance with Subsection

401.03.2 1.3.

405.03.2 1.4--Stabilizing Fiber Addition. For batch plants, fibers shall be added

(manually or automatic) to either the pugmill or the weigh hopper. At least one aggregate source shall be added prior to the fiber addition, if fibers are added to the weigh hopper. Otherwise, fibers shall be added to the pugmill immediately after the addition of all the aggregate and prior to the addition of the asphalt binder.

405.03.2 1.4.1--Manual Method. Provided it is demonstrated to the satisfaction of the Engineer that the proper dosage rate of the stabilizing fibers is uniformly distributed into

the mix, manual introduction of the fibers is acceptable when a batch plant is used to make the mix. When the fibers are available in prepackaged (weighed) containers, proper dosage may be pre-determined per batch. A device is required to interrupt mixture production and warn the plant operator if the operator manually feeding the fiber fails to introduce it properly. Manual introduction of fibers shall not be used in drum plants.

405.03.2 1.4.2--Automatic Method. The automatic method requires specialized

equipment that can accurately proportion and meter, by weight, the proper amount per batch for batch plants, or continuously and in a steady uniform manner for drum plants. Fiber, pelletized or loose, shall not be fed through the cold feed bins or through the RAP bins. These proportioning devices shall be interlocked with the plant system and controlled to +/-10 percent of the weight of the fibers requir ed so as to maintain the correct proportions for all production rates and batch sizes. During trial section construction, an equipment calibration check shall be performed to the sa tisfaction of the Engineer that shows the fiber is being accurately metered and uniformly distributed into the mix. These metering devices shall provide in-process high flow (>10 percent or more) and low flow (<10 percent or less) plant operator notificatio n and interrupt the mix production where the fiber rate is not properly controlled. The fiber metering system shall also provide a record of feed rate (weight or mass per time) and include a section a minimum of two feet long of translucent pipe for visual confirmation of consistent flow rates. Care shall be taken to ensure that the fibers are not entrai ned in the plant’s exhaust system. If there is any evidence of fiber in the bag-house or we t-washer fines, the liq uid asphalt binder line and/or the fiber line shall be relocated so that the fiber is captured by liquid asphalt binder spray and incorporated into the mix. If ther e is any evidence of clumps of fibers or pellets at the discharge chute, the contr actor shall increase the mixing time and/or Section 405 Section 405 intensity. This may entail extending the liquid asphalt binder and fiber feeding lines further into the drum. Note : Various stabilizing fiber suppliers have developed methodology and equipment for metering bulk loose and pelletized fiber into asphalt plants. Whenever the fiber supplier’s recommendations are more stringent th an this specification, the fiber supplier’s recommendations shall control.

405.03.2 2--Additional Requi rements for Batching Plants. Additional requirements

for batching plants shall be in accordance with Subs ection 401.03.2.2.

405.03.2 3--Addition al Requirements for Drum Mixing Plants . Additional

requirements for drum mixing plants shall be in accordance with Subsection 401.03.2.3.

405.03.2 4--Surge or Storage Bins . Normally the surge bins shall be emptied at the end

of each day's operation. During breakdowns or adverse weather conditions, the material may be stored for a period not to exceed thr ee (3) hours in a well-sealed, well insulated, heated bin.

405.03.3 Hauling Equipment. Hauling equipment shall be in accordance with

Subsection 401.03.3.

405.03.4 Bituminous Pavers. Bituminous pavers shall be in accordance with

Subsection 401.03.4.

405.03.5 Rollers . All rollers shall be self-propelled units capable of maintaining a

smooth and uniform forward and reverse speed as required for proper compaction. Pneumatic-tired rollers shall not be permitted for compacting SMA mixes. Rollers shall be equipped with adjustable scrapers, water tanks, mats and a device for wetting the wheels to prevent the mixture from sticking. Adhesion of the mixture to the rollers will not be permitted. The use of diesel fuel or gasoline for cleaning roller wheels, or to aid in preventing the mixture from sticking to the wheels, is prohibited.

405.03.6 Preparation of Grade. Grade preparation sha ll be in accordance with

Subsection 401.03.6.

405.03.7 Blank.

405.03.8 Preparation of Mixture. Mixture preparation shall be in accordance with the

requirements of Subsection 401.03.8. 405.03.9--Material Transfer Equipment. Except for the areas mentioned below, the material transferred from the hauling unit sh all be remixed prior to being placed in the paver hopper or insert by using an approved Materials Transfer Device. Information on approved devices can be obtained from the State Construction Engineer. Areas excluded from this requirement include: temporary wo rk of short duration, detours, bridge replacement projects having less than 1,000 feet of pavement on each side of the structure, acceleration and deceleration lane s less than 1,000 feet in length, tapered sections, transition sections (for width), shoulders less than 10 feet in width, crossovers, ramps, side street returns and other areas designated by the Engineer. Section 405 Section 405

405.03.10 Spreading and Finishing. Spreading and finishing shall be in accordance

with Subsection 401.03.10.

405.03.11 Compaction . After the mixture has been spread and surface irregularities

corrected, it shall be thoroughly and uniformly compacted to the required line, grade, cross section and density. It is recommended that compaction of SMA mixtures be completed before the mat temperature drops to 250°F.

405.04 Method of Measurement . Stone matrix asphalt will be measured by the ton in

accordance with the requ irements of Subsection 403.04 for asphalt pavements.

405.05 Basis of Payment . Stone matrix asphalt, measured as prescribed above, will be

paid for by the ton in accordance with the requirements of Subsection 403.05 for asphalt pavements.

405.05.1 Price Adjustment for Thickness Requirement. Adjustments in price for

thickness shall be in accordan ce with Subsection 403.05.1.

405.05.2 Pay Items .

Payment will be made under: 405-A: Stone Matrix Asphalt, (1) - per ton Mixture

406.01 Description . This work consists of removal of pavement materials on the

roadway and shoulders by cold milling to the designated depth and, loading, hauling, and disposal of the milled materials by the Contractor in accordan ce with the plans and specifications, or as directed by the Engi neer. The milled su rface shall provide a desirable surface free from go uges, continuous grooves, ridges, oil film, and other imperfections of workmanship and shall have a uniform appearance. This work also consists of the removal of portions of existing pavement using a cold fine milling process to a nominal depth using grade control as specified on the plans or as directed by the Engineer. It shall also include the loading, hauling, and disposal of the milled materials by the Contr actor in accordance with the pl ans and specifications. The planed surface shall provide a textured surface suitable for repairs, paving, or as a temporary riding surface, whichever is specified.

406.02 Blank .

406.03 Construction Requirements .

406.03.1 Equipment . The equipment to be used for this work shall be a self-propelled

milling machine capable of removing a minimum width of four feet. The equipment shall have sufficient power, traction, and stability to remove material and maintain an Section 406 Section 406 accurate grade and cross slope. The equi pment shall accurately and automatically establishing profile grades along each edge of the machine by referencing from the existing pavement with means of an approved profile averaging device with extreme contact points with surface at least 30 feet apart, or from an independent grade line and shall have an automatic system for controlling cross slope. The machine shall be equipped with an integral loading and reclaiming means to immediately remove material being cut from the surface and discharge the cu ttings into a truck or windrow, all in one operation. When fine milling is required, the milling machine shall, in addition to the above, be designed specifically for grinding surfaces to close tolerances and shall be operated at a rate recommended by the manufacturer so as to avoid tearing and gouging of the pavement surface. The fine milling machine shall be equipped with a fine milling drum of the size and shape necessary to produce an ultrafine te xture to the milled surface and meet the requirements of this specification. The bit or teeth spacing on the drum shall have a maximum spacing of six millimeters (6 mm). The equipment shall have a positive means for limiting any dust resulting from the operation from escaping into the air. Adequate back-up equipment, such as mechan ical sweepers, loaders, water truck, etc., and personnel shall be provided to ensure that all cuttings are removed immediately behind the milling machine.

406.03.2 Construction Methods . When asphalt will be required on the milled area,

milling operations shall not begin until the Contractor has an approved job-mix formula and is prepared to begin paving operations. The pavement and shoulder materials shall be removed to the depth, width, grade, and cross section shown on the plans, or as directed by the Engineer. The number of passes necessary to accomplish the work required herein and on the plans shall be determined by the Contractor. The surface of the pavement and shoulders, after milling, shall be reasonably smooth and true to the established line, grade and cross section. Areas damaged by the Contractor's operations shall be corrected and/or repaired as directed by the Engineer at no additional costs to the State. The Contractor shall take necessary action to prevent or minimize the ponding of water on the milled roadway and shoulder. Where traffic is required to be maintained adj acent to the milled area, no more than a 2¼- inch differential in grade between the milled area and the adjacent surface will be allowed, unless a positive separation in accor dance with the plans and specifications is established between the traffic and milled area. A longitudinal pavement edge that traffic is expected to move across should have an elevation difference of not more than 2¼ inches. Uneven pavement signs, as shown in the plans or contract documents, will be required if the pavement edge is more than1½ inches and less than or equal to 2¼ inches. If the pavement edge is less than or equal to 1½ inches, no uneven pavement signs will be re quired. Transverse pa vement joints shall be sufficiently tapered to allow fo r the safe movement of traffic. When traffic is required to be maintained adjacent to milled shoulders, traffic control devices shall be placed in accordance with the requirements of the detail sheet for Section 406 Section 406 shoulder closures, or as directed by the Engineer. It is understood that the milled shoulder shall be covered with the next required course as soon as possible but in no case later than 30 calendar days after milling.

406.03.3 Fine Milling. Unless otherwise noted or advised by the Engineer, the fine

milling operation shall be conducted using an automatic grade control device, as referenced in Subsection 406.03.1, to establish accurate grade control and cross slope. The milled surface shall be text ured, substantially free from waves or irregularities. Prior to beginning a fine milling operation, the Engineer may require the Contractor to construct a 500-foot test section. The texture and consistency of profile and cross slope of this test section will be evaluated by the Engineer to verify the above straight-edge requirement can be met. If the tolerance is exceeded in the test sectio n, the Contractor shall cease work and take corrective actions to improv e the process. Once correc tive actions are taken, the Contractor will construct another test section. This designated section shall be fine milled to conform to the same requirements as those required in the initial test section. The Contractor shall not be allowed to star t continuous fine milling until an acceptable test section is obtained. Fine milling shall produce a un iform finished surface and main tain a constant cross slope between extremities in each lane. The surface tolerance of the fine milling sha ll be checked to assure a uniform pavement texture that is true to line, grade, and cross section. Fine milled pavement surfaces are subject to visual and straightedge inspections by the Engineer at any time during the milling operati on. The final fine milled surface shall be a uniform finish on the grade and slope shown to be required on the plans. The finished surface shall also not vary more than ¼” fr om a 10-foot straighted ge placed anywhere on the surface of the milled area. The cross slope shall be checked to assure uniformity and that no depressions or slope misalignments exist when the sl ope is tested with a straight edge placed perpendicular to the center line. Dust, residue, and loose milled material shall be removed from the fine milled surface. Traffic shall not be allowed on the milled su rface nor any tack coat applied and asphalt lift placed on the milled surface until removal is complete.

406.04 Method of Measurement . Cold milling of pavement and shoulders, all depths,

will be measured by the square yard, cubic yard (LVM), or ton as indicated in the contract. Fine milling of pavement and shoulders will be measured by the square yard, cubic yard (LVM), or ton as indicated in the contract. Fine milling to repair failed areas in Open Graded Friction Courses will not be measured for payment unless authorized by the Engineer. Section 406 Section 406 Loading, hauling, and disposal will not be measured for separate payment.

406.05 Basis of Payment . Cold milling of pavement and shoulders, all depths,

measured as prescribed above, will be paid fo r at the contract unit price per square yard, cubic yard (LVM) or ton, as indicated, which price shall be full compensation for completing the work. Fine milling of pavement and shoulders, measured as prescribed above, will be paid for at the contract unit price per square yard, cubi c yard (LVM) or ton, as indicated, which price shall be full compensation for completing the work. When not shown as a separate pay item in the contract, the price for each item of milling shall include the cost of continuous maintena nce of traffic and protective services as required by the Department's Traffic Control Plan, including all required individual traffic control devices. Payment will be made under: 406-A: Cold Milling of Bituminous Pave ment, All Depths - per square yard, cubic yard or ton 406-B: Cold Milling of Concrete Pavement, All Depths - per square yard, cubic yard or ton 406-C: Cold Milling of Shoulders, All Types, All Depths - per square yard, cubic yard or ton 406-D: Fine Milling of Bituminous Pave ment, All Depths - per square yard, cubic yard or ton 406-E: Fine Milling of Concrete Pave ment, All Depths - per square yard, cubic yard or ton 406-F: Fine Milling of Shoulders, All Depths - per square yard, cubic yard or ton SECTION 407 - TACK COAT

407.01 Description . This work consists of preparing and treating an existing

bituminous or concrete surface with bitumi nous material in accordance with these specifications and in reasonably close confor mity with the lines shown on the plans or established by the Engineer.

407.02 Materials .

407.02.1 Bituminous Material . The materials shall co nform to the applicable

requirements of Section 702. When not sp ecified, the materials shall be one from the Department’s APL. When emulsified asphalt is used, it shall not be diluted without approval of the Engineer. Section 407 Section 407

407.03 Construction Requirements .

407.03.1 Equipment . The Contractor shall provide equipment for heating and applying

bituminous material. Heating equipment and distributors shall meet the requirements of Subsection 410.03.3. Other equipment for applying tack coat shall be approved by the Engineer prior to use.

407.03.2 Preparation of Surface . The existing surface shall be prepared in accordance

with Subsections 401.03.6 and 410.03.4.

407.03.3 Application of Bituminous Material . Tack coat shall be applied with a

distributor spray bar. A hand wand will only be allowed for applying tack coat on ramp pads, irregular shoulder areas, median crossovers, turnouts, or other irregular areas. Bituminous materials and application rates for tack coat shall be 0.05 to 0.10 gallons per square yard. Tack coat shall not be applied during wet or cold weather, or to a wet surface. Emulsions shall be allowed to "b reak" prior to superimposed construction.

407.04 Method of Measurement . Unless shown as a separate pay item in the proposal,

tack coat will not be measured for direct pa yment, but shall be considered a necessary part of the construction involved, and the cost thereof shall be includ ed in the appropriate contract unit prices. When shown as a separate pay item, bituminous tack coat material will be measured by the gallon as prescribed in Subsections 109.01 and 410.04. Emulsified asphalt as delivered by the producer will be measured prior to any dilution that may be required by the Engineer.

407.05 Basis of Payment. When shown as a separate pay item in the contract, tack coat will be paid for at the contract unit price per gallon, which price shall be full

compensation for co mpleting the work. Payment will be made under: 407-A: Asphalt for Tack Coat * - per gallon * Grade may be specified SECTION 408 - PRIME COAT

408.01 Description . This work consists of preparing and treating an existing surface

with bituminous material, and blotter materi al if required, in accordance with these specifications and in reasonably close confor mity with the lines shown on the plans or established by the Engineer.

408.02 Materials .

408.02.1 Bituminous Materials . The bituminous material shall conform to the

applicable requirements of Section 702. The type and grade of bituminous material will Section 408 Section 408 be specified in the contract. The grade may be changed one step by the Engineer at no change in unit price.

408.02.2 Blotter Material . Blotter material shall be sand clay or other friable or near

friable material approv ed by the Engineer.

408.03 Construction Requirements .

408.03.1 Seasonal and Weather Limitations . Bituminous material shall be applied

only when permitted under the seasonal and weather limitations specified in Subsection

410.03 2.

408.03.2 Equipment . The Contractor shall provide equipment for heating and applying

bituminous material. Heating equipment and distributors shall meet the requirements of Subsection 410.03.3.

408.03.3 Preparation of Surface . The surface to be primed shall be prepared in

accordance with Section 321 free from ruts, co rrugations, segregated material, or other irregularities. It shall be conditioned as set out in Subsection 410.03.4.

408.03.4 Application of Bituminous Material . The bituminous material shall be

applied in accordance with applicable requirements of Subsection 410.03.5. The bituminous material shall be applied at a rate of 0.15 to 0.50 gallons per square unless otherwise directed by the Engineer.

408.03.5 Application of Blotter Material . The Contractor shall furnish and spread, at

no additional cost to the State, the minimum necessary quantity of approved blotter material over the prime coat where necessa ry under the requirements of Subsection

104.04 408.03.6--Maintenance . The Contractor shall maintain the prime coat in a satisfactory

condition until covered by subsequent construction. Maintenance shall include immediate repairs of all damage that may occur. All maintenance shall be performed at the expense of the Contractor, and shall be repeated as often as necessary to properly maintain the work.

408.04 Method of Measurement . Asphalt for prime coat will be measured by the

gallon as prescribed in Subsections 109.01 a nd 410.04. Blotter material will not be paid for separately but shall be included in the unit price per gallon for prime coat.

408.05 Basis of Payment . Asphalt for prime coat, measured as prescribed above, will

be paid for at the contract unit price per gallon, which prices shall be full compensation for all incidentals necessary to complete the work. Payment will be made under: 408-A: Asphalt for Prime Coat, Grade - per gallon Section 409 Section 409 SECTION 409 - GEOTEXTILE FABRIC FOR UNDERSEAL

409.01 Description . This work consists of furnishing and placing fabric underseal in

accordance with the details shown on the plans and the requirements of these specifications. An underseal shall consist of an application of asphalt cement covered with a layer of fabric.

409.02 Materials .

409.02.1 Geotextile Fabric . The fabric shall meet the specific requirements for

geotextile fabric underseal contained in Subsection 714.13.4 and the applicable requirements of Subsection 714.13.

409.02.2 Bituminous Material . Unless otherwise designated, the asphalt sealant shall

be asphalt cement Grade PG 67 -22 meeting the applicable re quirements of Section 702.

409.03 Construction Requirements .

409.03.1 Equipment . The Contractor shall provide equipment for heating and applying

bituminous material and for laying the pavement fabric. Heating equipment and distributors shall meet the requirements of Subsection 410.03.3. The mechanical fabric laydown equipment shall be capable of handling full rolls of fabric and shall be capable of laying the fabric smoothly without excessive wrinkles and/or folds. When manual laydown is required, a length of standard one inch pipe and suitable roll tension devices shall be used for proper roll handling. The fabric manufacturer or distributor shall furnish a technician to supervise installation of the fabric and training of Contractor's personnel.

409.03.2 Surface Preparation . The surface to be treated, and at least one additional

foot on each side, shall be cleaned by sweeping, blowing, or other methods until all dust, dirt, mud, vegetation, and foreign materials are removed entirely from the pavement before the asphalt sealant is applied. Care shall be exercised to prevent material so removed from becoming mixed with subsequent courses.

409.03.3 Application of the Asphalt Sealant . The application of the asphalt sealant

shall conform to the applicable requirements of Section 410. The sealant shall be uniformly sprayed over the area to be covered by fabric at a rate recommended by the fabric manufacturer or distributor's technician and/or ordered by the Engineer. The rate of application is usually between 0.20 and 0.40 gallon per square yard. Varying surface conditions such as the degree of porosity of the existing pavement will cause varying application rates. The quantity applied shall be sufficient to bond and saturate the fabric, and to bond the subsequent overlay course to the fabric. Within intersections or other zones where vehicle braking is frequent, the application rate should be reduced. The sealant shall be applied to an area two to six inches wider than the width of fabric being placed, but restricted to the area of immediat e fabric laydown. Application shall be by distributor spray bar with hand hose spraying allowed only where the distributor spray bar cannot be used. Asphalt leakage from the distributor and any spillage shall be cleaned from the road surface to avoid flus hing and possible fabric movement at these Section 409 Section 409 asphalt rich areas. The asphalt cement used as a sealant shall have distributor tank temperature between 300°F and 350°F, except when applying a tack coat to the fabric, the temperature shall not exceed 320°F to avoid damaging the fabric.

409.03.4 Fabric Placement . The fabric shall be placed on the asphaltic sealant as soon

as practical and before the adhesion properties of the sealant is lost. The fabric shall be placed as smoothly as possible to avoid wrinkles. Wrinkles severe enough to cause "folds" shall be slit and laid flat. Small wrinkles which flatten under compaction are not detrimental to performance. The fabric shall be broomed or squeegeed to remove air bubbles and make complete contact with the road surface as recommended by the fabric manufactur er or distributor. The fabric shall be laid straight, however moderate curves can be negotiated by stretching the fabric on the outside of the curve. Longitudinal and transverse joints shall be made by overlapping the fabric at least six inches. Additional sealant shall be applied to the joints as required and may be applied by hand hose spraying or with mop and bucket if extreme care is taken to not over apply. Transverse joints should be "shingled" in the direction of construction traffic and paving to prevent pick-up. In circumstances where this method is impractical, asphalt pavement or sand spread over the joint will aid in prevention of pick-up. When recommended by the manufacturer or distributor's technician and/or ordered by the Engineer, the fabric shall be rolled with a pneumatic roller to improve bonding and reduce slippage.

409.03.5 Treatment of Fabric Prior to Overlay . Normally it is not necessary to tack

coat the fabric unless there are circumstances such as delay in placement of subsequent course, dust accumulation or insufficient ini tial application of sealant which would make tack coating desirable. If a tack coat is re quired by the Engineer, emulsified asphalt shall be applied at a rate of 0.02 to 0.05 gallon of residual asphalt per square yard. Placement of the subsequent course shall closely follow fabric laydown. In the event that the sealant bleeds through the fabric, it may be necessary to blot the sealant with sand to prevent construction equipment from picking up the fabric. Turning of the paver and other vehicles must be gradual to avoid strippage or damage to the fabric. If traffic must be maintained on the fabric prior to placement of the subsequent course, it is advisable to spread a small quantity of sand over the fabric and roll with a pneumatic roller to prevent tires from picking up the fabric. If rain should cause a blistered appearance and bond loss, it shall be corrected by rolling with a pneumatic roller.

409.03.6 Asphalt Pavement Overlay . The overlay shall conform to Sections 401 and

403 except that the mixture shall be delivered to the paver at a temperature of 275°F to 300°F. Temperature of the mix shall in no case exceed 325°F.

409.04 Method of Measurement . Geotextile fabric for underseal, placed in accordance

with these specifications and as directed by the Engineer, will be measured by the square yard of surface area. Any overwidth of material installed and additional material required Section 409 Section 409 for laps will not be measured. Asphalt cement for fabric underseal, applied in accordance with these specifications and as directed by the Engineer, will be meas ured by the gallon in accordance with Subsections 109.01 and 410.04. Any blotting with sand, rolling to restore bond and application of a tack coat will not be measured for payment and is considered incidental to completion of the work.

409.05 Basis of Payment . Geotextile fabric for underseal will be paid for at the

contract unit price per square yard. Asphalt cement for fabric underseal of the kind and grade specified, measured as provided above, will be paid for at the contract unit price per gallon. These prices shall be full compensation for satisfactorily completing the work. Payment will be made under: 409-A: Geotextile Fabric for Underseal, Type * - per square yard 409-B: Asphalt Cement for Fabric Underseal - per gallon * When not designated, see Subsection 714.13. SECTION 410 - BITUMINO US SURFACE TREATMENT

410.01 Description . This work consists of the construction of a single layer bituminous

surface treatment (chip seal) in accordance w ith these specifications and in reasonably close conformity with the lines shown on the plans or established by the Engineer. 410.02--Materials .

410.02.1 Bituminous Material . The type and grade of bituminous materials will be

specified in the contract and shall conform to the applicable requirements of Section 702. 410.02.2--Cover Material . Cover material shall meet th e applicable requirements of Subsection 703.14, and the kind and type will be specified in the contract. Only one type of aggregate or combination of aggregates shall be used on a particular project except with written permission of the Engineer. Sites for stockpiles of materials shall be grubbed and cleaned prior to storing the aggregates, and the ground shall be firm, smooth, and well drained.

410.03 Construction Requirements .

410.03.1 General . Prime coats, when specified, sha ll meet the requirements of Section

408. After the application of a prime coat, the primed surface shall be kept in continuous repair. All holes, raveled areas, and areas deficient in prime shall be patched and repaired with approved materials. Section 410 Section 410 Prior to any chip sealing operation, “Loose Rock” signs shall be installed and remain in place until all sealing operations are complete . Prior to any daily sealing operation, portable “Loose Rock” signs shall be installed in accordance with the drawing in the plans or contract documents. Portable signs shall be installed and remain in place on a daily basis in the active sealing area. Payment for signs shall be made under pay item no. 618-A, Maintenance of Traffic.

410.03.2 Seasonal and Weather Limitations . Emulsified asphalt and cut-back asphalt

shall be applied only when both the air and pavement temperatures are above 70°F. Asphalt cement shall be applied only when both the air and surface temperatures are above 75°F. Cut-back asphalt shall not be placed during th e period between October 15 and March 1. No prime shall be placed when soil and weather conditions would prevent the proper placement and retention of the materials. Bituminous materials for surface treatment sha ll not be placed during the period between November 1 and March 1, nor when weather conditions otherwise prevent the proper placement and retention of the materials. On projects where completion of seal coats after November 1 or before March 1 is determined to be in the public interest, the Engineer may permit variations from the above under the condition that all the following requirements are met:

410.03.3 Equipment . The following or equivalent equipment shall be furnished.

410.03.3 1--Bituminous Heating Equipment . This equipment shall heat and maintain

the bituminous material within specification requirements without damaging the material. The heating equipment shall be supplied with at least one accurate asphalt thermometer.

410.03.3 2--Distributor . The distributor shall be mounted on pneumatic tires of

sufficient width to prevent br eaking the surface bond when the tank is fully loaded. It shall be self-propelled and sufficiently powe red to maintain the desired speeds during operation. It shall be equipped to evenly heat and maintain the material at the required temperature; have adequate pressure devices and suitable manifolds to provide constant and even distribution for the entire length of the spray bars; and have positive cutoff to prevent dripping from the nozzles. It shall be so constructed that uniform applications may be made at the specified rate on variable widths up to 26 feet. Charts and devices shall be provided by the Contractor for determining the quantity being applied.

410.03.3 3--Rotary Brooms . Rotary brooms shall be constructed to permit the

revolutions of the broom to be adjusted to its progression and to permit adjustment of the broom in relation to the surface. The broom bristles shall be stiff enough to sweep clean without injury to the surface.

410.03.3 4--Power Rollers . Steel-wheel rollers will not be allowed.

Pneumatic rollers shall be self-propelled with wheels mounted on two axles in such a manner that the rear tires will not follow in th e tracks of the forward group. The rollers shall be capable of applying a minimum of 50 pounds per square inch contact pressure under each tire, and shall be of a weight that will not damage the base or surface treatment. 410.03.3.5--Trucks . Trucks of sufficient number and size to adequately supply the material shall be furnished.

410.03.3 6--Aggregate Spreaders. Aggregate spreaders shall be constructed so that they

can be accurately gauged and set to uniformly distribute the required quantity of aggregate at regulated speed.

410.03.3 7--Other Equipment. Drag brooms shall be furnished and used as conditions dictate.

410.03.4 Preparation of Surface . The entire surface to be treated and at least one foot

on each side shall be cleaned by sweeping, bl owing, or other methods until all dust, mud, clay lumps, and foreign material is removed. A primed base shall be properly cured and approved prior to application of bituminous material.

410.03.5 Application of Bituminous Material . Bituminous material shall not be

applied until the prepared surface has been ap proved by the Engineer. Where practicable, shots shall be at least 500 feet in length, and longer shots are desirable. No shot shall be in excess of a length which can be covered with aggregate before the bitumen hardens. The bituminous material shall be uniformly heated and maintained within the specified Section 410 Section 410 temperature range during application. All material damaged by heating shall be rejected, and if a section has been treated with damage d material it shall be removed and replaced by the Contractor without additional compensation. Emulsified asphalt material shall be applied with a pressure distributor at the specified rate, and at a temperature of 140° to 180°F. All other bituminous material shall be applied with a pressure distributor at the temperature range set out in Subsection 702.11. It shall be uniformly applied full width in one operation unless the Engineer permits it to be applied in narrower widths. The application rate of the bituminous material shall result in complete and uniform coverage of the pavement receiving the bitu minous surface treatment. If the application of the bituminous material does not result in complete coverage, the Contractor shall cease operations and adjust the distributor bar height and/or nozzle(s) such that complete coverage is attained. At a minimum, the application rate of the Bituminous Material should be verified daily by the Department. The optimum application rate of bituminous material for chip seals is dependent on the chosen seal aggregate gradation as well as the condition of the pavement in which the chip seal is to be applied. The application rate of the bituminous material may be adjusted by the Engineer based on field conditions at the time of construction. The following are target application rates for bituminous material. Seal Aggregate Gradation Bituminous Material Target Application Rate (gal/yd 2) Tolerance Size No. 7 AC 0.28 ±0.03 Size No. 8 or 89 AC 0.23 ±0.03 Size No. 7 Emulsified Asphalt 0.38 ±0.03 Size No. 8 or 89 Emulsified Asphalt 0.35 ±0.03 Note: Emulsified Asphalt shall not be diluted. A sample of emulsified asphalt should be obtained from the Contractor’s distributor on the first day of production and thereafter at a frequency not to exceed 1 sa mple per 50,000 gallons. Because the time between sampling of the emulsified as phalt and the testing of the material can affect the test results, samples should be sent to the MDOT Central Lab for testing as soon as possible. The application shall be stopped before the distributor is completely empty, and the length of shots shall be computed so that the a pplication is stopped before it begins to run light. At the beginning of th e application, including joints with preceding applications, intersections, and junctions with all pavements, etc., the distributor nozzles shall be operating at full force when the application begins. Building paper or other suitable material shall be used to receive the initial application from the nozzles before the asphalt reaches the road surface at the joint. The material shall be removed immediately after use without spilling asphalt on the road surface. Spray bar nozzles shall be kept clean at all times, and should one become blocked during application of the bituminous material, the distributor shall be stopped immediately and the nozzle cleaned before proceeding. Bare or light areas shall be immediately made uniform by use of a hand hose or pouring pot. Section 410 Section 410 Due to possible spillage, the transfer of material from the delivery truck to the distributor shall be outside the limits of the roadway. Bituminous material shall not be discharged on the right-of-way when cleaning out the distributor. Any spillage shall be removed from the roadway and right-of-way. During application of bituminous material, the Contractor shall provide adequate protection to prevent marring or discoloration of pavements, structures, curbs, trees, etc., adjacent to the area being treated. Longitudinal joints, when permitted, shall be reasonably true to line and parallel to the centerline. The overlap in the application of the bituminous material shall be the minimum to assure complete coverage. At construction joints, the treatment of the edges shall be blended so that there are no gaps, the elevations are the same, and the jo ints are free from ridges and depressions.

410.03.6 Application of Cover Coat Material . The application of cover material shall

immediately follow the application of bituminous material. Adhesion of the cover aggregate to the bitumen is the Contractor's responsibility. The time interval between applications of bituminous material and cover aggregate shall not exceed 20 minutes when the air temperature is below 85°F or 30 minutes when the temperature is 85°F or above. Aggregate shall be spread directly from approv ed spreaders. Trucks or spreaders shall not drive on the uncovered bituminous material. The application rate of cover aggregate shall be within the following range. Size 7 Slag, Stone, Gravel or Ex panded Clay ................ 0.30 ±0.02 ft 3 / yd2 Size 8 Expanded Clay ..................................................... 0.25 ±0.02 ft3 / yd2 Size 89 Slag, Stone, or Gravel ........................................ 0.25 ±0.02 ft3 / yd2 During the first day of production and at leas t once a week thereafter, the application rate of the seal aggregate shall be verified by th e Department to assure that the appropriate application rate of the seal aggregate is applied. The rate can be verified by placing a tarp of at least 1.0 yd 2 area on the roadway surface. Af ter allowing the seal aggregate spreader to pass over the tarp, the aggregate on the tarp should be collected and weighed to determine the weight of aggregate. The m easured weight should then be compared to the target weight calculated using the following formula. W = 0.85(G sb)(U w)(R)(A)(e) Where: W = target weight of aggregate in lbs. G sb = bulk specific gravity of aggregate Uw = Unit weight of water at 70°F = 62.3 lbs./ft3 R = target application rate in ft3/yd2 A = area of tarp in yd2 e = air voids in loose aggregate = 0.4 Section 410 Section 410 Gsb for gravel = 2.650 Gsb for limestone = 2.700 Note: Bulk specific gravities of expanded clay and steel slag should be obtained from the seal aggregate supplier. Upon determining the target weight, it should be compared to the actual measured weight. If the difference in the target weight and the actual measured weight is over 2.5 pounds, the seal aggregate dist ributor should be adjusted such that the spread rate is within the above tolerance. The above procedur e shall be repeated until the spread rate is within the allowable tolerance. If at any point during production, excessive seal aggregate is noted , the seal aggregate application rate should be verified and the spread rate adjusted. The intent is to minimize the amount of excess seal aggregate. Excess seal aggregate removed from the roadway surface after brooming shall be removed from the job site and should not be reused in the seal aggregate operation. The dry aggregate shall be spread uniformly to cover the bituminous material with the quantity of aggregate specified by the Engin eer. All deficient areas shall be covered by additional material. If needed, approved drag brooms and hand brooms shall be used to distribute the aggregate uniformly before and while the rolling operations are in progress. The entire application of aggregate shall be ro lled as soon as possible after application. Rolling shall be continued and repeated as of ten as necessary to key the cover material thoroughly into the bituminous material over the entire surface. Pneumatic rollers and steel-wheel rollers shall be used in the sequence that will provide the rolling pattern that results in the best adhesion of the aggregate to the bituminous material and the best surface qualities. Subsequent to the initial application of the aggregate the Contractor shall distribute, as many times as is deemed necessary, loose aggregate over the surface to absorb free bituminous material and to cover areas deficient in aggregate. Immediately following each distribution, the Contract or shall roll the en tire surface treatment or seal with a pneumatic-tire roller until the maximum quantity of aggregate is embedded in the bitumen. Rolling in each case shall be at least one complete coverage and as many additional coverages as necessary to properly embed the aggregate. All rolling shall be performed while the temperature is favorable for sealing the aggregate into the bitumen. In all cases there shall be at least five co mplete coverages of th e entire surface of the treatment with a pneumatic-tire roller.

410.03.7 Control of Traffic . Unless otherwise advised, the Contractor’s operations

shall be schedule such that all lanes of traffic are open to the traveling public at the end of each day. Considering time needed for curing and preparation prior to opening traffic, the Contractor should not apply bituminous material two (2) hours before dusk, or longer, to allow sufficient time for bonding of the aggregates. Section 410 Section 410 After the surface treatment has been rolled and the bituminous material has cured a minimum of one (1) hour, or longer if necessary to sufficiently hold the aggregate in place, the Contractor shall perform an initia l brooming operation consisting of lightly sweeping excess aggregate material from the surface. After the initial brooming has been completed, public traffic will be allowed on the roadway. Immediately the next morning, a final brooming shall be performed to remove any remaining excess aggregate ma terial from the previous day’s seal operation.

410.04 Method of Measurement . Accepted asphalt for surface treatment will be

measured by the gallon as prescribed in Su bsection 109.01. Unless otherwise specified, distributor tank measurement will be used. The volume of material over five percent above the quantity ordered for each shot w ill be deducted from measured quantities, except that 15 percent will be allowed fo r irregular areas where hand spraying is necessary. Aggregate cover material will be measured by the cubic yard (LVM) at the point of delivery on the road. Measurement will be for the actual volume spread. The volume of material over five percent above the quantity ordered for each "spreading" will be deducted from measured quantities, except that 15 percent will be allowed for irregular areas where hand "spreading" is necessary. The volume of all cover material and the volume of all bituminous material lost, wasted, damaged, or rejected, or applied outside of designated areas, or in excess of the Engineer's directions and tolerances allowed, or contrary to the specifications, will be deducted from measured quantities.

410.05 Basis of Payment . Asphalt for surface treatment w ill be paid for at the contract

unit price per gallon. Aggregate cover material will be paid for at the contract unit price per cubic yard (LVM). The prices thus paid shall be full compensation for completing the work. Payment will be made under: 410-A: Asphalt for Surface Treatment, Grade - per gallon 410-B: Seal Aggregate Cover Material , Size ___, Kind - per cubic yard SECTION 411 - ULTRA-THIN ASPHALT PAVEMENT

411.01 Description. These specifications include ge neral requirements that are

applicable to Ultra-Thin Hot Mix Asphalt (UHMA) and Ultra-Thin Warm Mix Asphalt (UWMA). This work consists of the construction of on e lift of ultra-thin asphalt pavement (UTAP) in accordance with these specif ications and the specific requirements for the mixture to be produced and placed in reasonable close co nformity with the lines, grades, thicknesses and typical sections shown on the plans or established by the Engineer. Section 411 Section 411 The asphalt mixture (UHMA or UWMA) used on this project will not be bid as an alternate pay item. The Contractor must select one of the asphalt mixtures, UHMA or UWMA, to be used throughout the entire project.

411.01.1 Definitions.

Maximum Sieve Size - Maximum sieve size is the sm allest sieve size at which 100 percent of the aggregate passes. Nominal Maximum Sieve Size - The nominal maximum sieve size is one sieve size larger than the first sieve to retain more than 10 percent of the aggregate. Maximum Density Line - The maximum density line is a straight line plot on the FHWA 0.45 power gradation char t which extends from the zero origin point of the chart through the plotted point of the combined aggregate gradation cu rve on the nominal maximum sieve size. Mechanically Fractured Face - An angular, rough, or broken surface of an aggregate particle created by crushing as determined by ASTM D 5821.

411.02 Materials.

411.02.1 Component Materials.

411.02.1 1--Aggregates. The source of aggregat es shall meet the applicable requirements

of Section 703. The total amount of crushed limestone shall not exceed fifty percen t (50%) of the total aggregate by weight. 411.02.1.1.1--Coars e Aggregate Blend. Mechanically fractured faces by weight of the combined mineral aggregate coarser than the No. 4 sieve shall be 90 percent, two faces.

411.02.1 1.2--Fine Aggregate Blend. Uncrushed natural sand shall pass the 3/8” sieve

and can be used, excluding the content in RAP, as no greater than 30 percent of the total mineral aggregate by weight.

411.02.1 1.3--Combined Aggregate Blend . The gradation requirements for Ultra-thin

asphalt pavements are provided in the following table: Sieve Size Percent Passing 1/2 inch 100 3/8 inch 95-100 No. 4 75 min No. 8 22-70 No.16 -- No. 200 4-12 Section 411 Section 411 The ultra-thin mixtures shall have a minimum fine aggregate angularity of 40.0 when tested on combined aggregate in acco rdance with ASTM C1252 Method A. The minus No. 40 fraction of the combined a ggregate shall be non-plastic when tested according to AASHTO T 90. Th e clay content shall not exceed 0.5 percent by weight of the total mineral aggregate when te sted according to AASHTO T 88.

411.02.1 2--Reclaimed Asphalt Pavement. Reclaimed asphalt pavement may be used in

ultra-thin asphalt pavement and shall be no greater than 25 per cent of the total mix weight. Reclaimed asphalt pavement shall be separated into coarse and fine aggregate stockpiles using a ½” sieve as the break point.

411.02.1 3--Bituminous Materials. Bituminous materials shall meet the applicable

requirements of Section 70 2 for the grade specified.

411.02.1 4--Hydrated Lime. Hydrated lime shall meet th e requirements of Subsection

714.03.2 for lime used in soil stabilization.

411.02.1 5--Mineral Filler. Mineral filler shall meet the requirements of Subsection 703.16.

411.02.2 Composition of Mixtures.

411.02.2 1--General. Unless otherwise specified or permitted, the UTAP shall consist of

a uniform mixture of asphalt, aggregate, mineral filler, hydrated lime and, when required or necessary to obtain desired properties, antistripping agent and/or other materials. Hydrated lime shall be used in all UTAP at the rate of one percent (1%) by weight of the total dry aggregate. The ag gregate, prior to the addition of the hydrated lime, shall contain sufficient surface moisture. The Contractor shall obtain a shipping ticke t for each shipment of hydrated lime. The Contractor shall provide the District Materi als Engineer with a copy of each shipping ticket from the supplier, including the date, time and weight of hydrated lime shipped. Mixtures will require the addition of an antistripping agent when the Tensile Strength Ratio (MT-63) and/or the Boiling Water Test (MT-59) fail to meet the following criteria. Tensile Strength Ratio (TSR - MT-63) Wet Strength / Dry Streng th ................................ 85 percent minimum Interior Face Coating ........................................... 95 percent minimum Boiling Water Test (MT-59) Particle Coating ................................................... 95 percent minimum

411.02.2 2--Mixture Properties. Ultra-thin asphalt pavement shall be designed at N

design of 50 revolutions of the gyratory compactor. Section 411 Section 411 Mixtures shall be designed such that the percent of maximu m specific gravity (G mm) shall be between 94.0 and 96.0. There will not be voids in mineral aggregate (VMA) requirement for ultra-thin asphalt. However, the specified volume of effective binder (the differ ence between total air voids and VMA) shall be a minimum of 12 percent. Dust/Binder Ratio (Percent Passing No. 200 / Effective Binder Content) for ultra-thin asphalt pavement shall be between 1.0 and 2.0. 411.02.2.3--Job Mix Formula. At least 10 working days prior to the proposed use of each mixture, the Contractor shall submit in writing to the Engineer a proposed job-mix formula or request the transfer of a verified job-mix formula as set forth in the latest edition of MDOT’s Field Manual for HMA. The job-mix formula shall be signed by a Certified Mixture Design Technician (CMDT). The Department will perform the tests necessary for review of a proposed job-mix formula for each required mixture free of charge one time only. A charge will be made for additional job-mix formulas submitted by the Contractor for review. The mixture shall conform thereto within the range of tolerances specified for the UTAP mixture. No change in properties or proportion of any component of the job-mix formula shall be made without permission of the Engi neer. The job-mix formula for each mixture shall be in effect until revise d in writing by the Engineer. A job-mix formula may be transferred to other contracts in accordance with conditions set forth in the Department's Field Manual for HMA. The Contractor shall not place any UTAP pr ior to receiving “tentative” approval and a MDOT design number from the Central Laboratory. When a change in source of materials, unsa tisfactory mixture production results such as segregation, bleeding, shoving, rutting over 1/8 inch, raveling & cracking, or changed conditions make it necessary, a new job-mix fo rmula will be required. The conditions set out herein for the original job-mix formula are applicable to the new job-mix formula.

411.02.2 4--Single Lift Laying Thickness. The minimum lift thickness for ultra-thin

asphalt pavement shall be 1/2 inch and the maximum lift thickness shall not exceed one inch (1”).

411.02.2 5--UWMA Products and Processes. The Department will maintain a list of

qualified UWMA products and processes. No product or process shall be used unless it appears on this list. The Contractor may propose other products or processes for approval by the Product Evaluation Committee. Documentation shall be provided to demonstrate laboratory performance, field performance, and construction experience.

411.02.3 Contractor’s Quality Management Program.

Section 411 Section 411

411.02.3 1--General. The Contractor shall have full responsibility for quality

management and maintain a quality control system that will furnish reasonable assurance that the mixtures and all component materials incorporated in the work conform to contract requirements. The Contractor shall have responsibility for the initial determination and all subsequent adjustments in proportioning materials used to produce the specified mixture. Adjustments to pl ant operation and spreading and compaction procedures shall be made immediately when results indicate that they are necessary. Mixture produced by the Contractor without the required testing or personnel on the project shall be subject to removal and repl acement by the Contractor at no additional cost to the State.

411.02.3 2--Personnel Requirements. The Contractor shall provide at least one Certified

Asphalt Technician-I (CAT-I) full-time during UTAP production at each plant site used to furnish material to the project. Sampling shall be conducted by a certified technician or by plant personnel under the direct observation of a certified technician. All testing, data analysis and data posting will be performed by the CAT-I or by an assistant under the direct supervision of the CAT-I. The Contractor shall have a Certified Asphalt Technician-II (CAT-II) available to make any necessary proces s adjustments. An organizational chart, including names, telephone numbers and current cer tification, of all those responsible for the quality control program shall be posted in the contractor's laboratory while the UTAP paving work is in progress

411.02.3 3--Testing Requirements. As a minimum, the Contractor's quality management

program shall include the following:

411.02.3 4--Documentation. The Contractor shall document all observations, records of

inspection, adjustments to the mixture, and test results on a daily basis. All tests conducted by the Contractor in accordance with Subsecti on 411.02.3.3 (g) shall be included in the running average calculations. If single tests are performed as a check on Section 411 Section 411 individual UTAP properties, between regular samples, without performing all tests required in Subsection 411.02.3.3 (g), the results of those individual tests shall not be included in the running average calculations for that particular property. The Contractor shall record the results of observations and records of inspection as they occur in a permanent field record. The Contractor shall record all process adjustments and job mix formula (JMF) changes on the air void charts. The Contractor shall provide copies of all test data sheets and the daily summary reports on the appropriate Mississippi DOT forms to the Engineer on a daily basis. The Contractor shall provide a written description of any process change, including blend proportions, to the Engineer as they occur. Information provided to the District Materials Engineer must be received in the Engineer’s office by no later than 9:00 AM the day after the UTAP is produced. Upon completion of the placement of all UTAP on th e project, the Contractor shall provide the Engineer with the original test reports and control charts in a neat and orderly manner.

411.02.3 5--Control Limits. The following control limits for the job mix formula (JMF)

and warning limits are based on a running average of the last four data points. Sieve - % Passing JMF Limits Warning Limits 1/2-in ± 5.5 ± 4.0 3/8-in ± 5.5 ± 4.0 No. 4 ± 4.0 ± 3.0 No. 8 ± 4.0 ± 3.0 No. 30 ± 4.0 ± 3.0 No. 200 ± 2.0 ± 1.5 Asphalt Content, % -0.3 to +0.5 -0.2 to +0.4 Design Total Voids ± 1.3 ± 1.0 @N Design, % V be @ N Design, % – 1.5 – 1.0

411.02.3 6--Warning Bands. Warning bands are defined as the area between the JMF

limits and the warning limits.

411.02.3 7--Job Mix Formula Adjustments. A request for a JMF adjustment signed by

a CAT-II may be made to the Engineer by the Contractor. Submit sufficient testing data with the request to justify the change. The requested change will be reviewed by the State Materials Engineer for the Department. If current production values meet the mixture design requirements, a revised JMF will be issued. Adjustments to the JMF shall conform to the latest edition of MDOT’s Fi eld Manual for HMA. Adjustments to the JMF to conform to actual production shall no t exceed the tolerances specified for the JMF limits. Regardless of such tolerances, any adjusted JMF gradation shall be within the range given in Subsection 411.02.1.1.3 for the mixture specified. The JMF asphalt content may only be reduced if the production V be meets or exceeds the minimum design Vbe requirements for the mixture being produced.

411.02.3 8--Actions and Adjustments. Actions and adjustments shall be in accordance

with Subsection 401.02.5.8.

411.02.4 Standard s of Acceptance.

Section 411 Section 411

411.02.4 1--General. Acceptance for mixture quality (V be and total voids @ N Design,

gradation, and asphalt content) will be based on random samples tested in accordance with the latest edition of MDOT’s Field Ma nual for HMA. Smoothness will be accepted by lots as set out in Subsection 411.02.4.3.

411.02.4 2--Assurance Progr am for Mixture Quality. The Engineer will conduct a

quality assurance program in accord ance with Subsec tion 401.02.6.2.

411.02.4 3--Acceptance Pro cedure for Mixture Quality . All obviously defective

material or mixture will be subject to rejection by the Engineer. Such defective material or mixture shall not be incorporated into the finished work. If the defective material has already been placed in the work, the mate rial shall be removed and replaced at no additional cost to the State. The Engineer will base final acceptance of the asphalt mixture production on the results of the Contractor's testing for total voids and V be @ N Design, gradation, and asphalt content as verified by the Engineer in the manner hereinbefore described and the uniformity and condition of the completed pavement. Areas of pavement that exhibit nonuniformity or failures (materials or construction related) such as but not limited to segregation, bleeding, shoving, rutting over 1/8 inch, raveling, slippage , or cracking will not be accepted. Such areas will be removed and replaced at no additional cost to the State. Bituminous mixture placed prior to correction for deficiencies in V be and total voids @ NDesign, gradation, or asphalt content, as required in Subsection 411.02.3.8 and determined by the Engineer satisfactory to remain in place will be paid for in accordance with the following pay factors times the contract unit price per ton. Pay Factor for Mixture Quality * Item Produced in Warning Bands Produced Outside JMF Limits (Allowed to Remain in Place) Gradation 0.90 0.75 Asphalt Content 0.85 0.75 Total Voids @ N Design 0.70 0.50 Vbe @ N Design 0.90 0.75 * The minimum single payment will apply.

411.02.4 4--Acceptance Procedure for Density . The density requirement for UTAP

shall be roll to refusal. Refusal is defined as the number of roller passes to maximize the in-place unit weight of the mi xture. On the first day of production and every three production days thereafter, a 500-foot test strip shall be evaluated to determine the required number of roller passes. Three ra ndom sites within the test strip shall be selected and monitored with the nuclear density gauge to determine refusal.

411.02.4 5--Acceptance Proc edure for Pavement Smoothness . Prior to placement of

UTAP, the Contractor shall determine the existing surface Mean Roughness Index at no additional cost to the State. The finished UTAP lift shall have a mean roughness index no greater than that of the existing surface. Section 411 Section 411

411.02.5 High Speed In ertial Profiling System. The high speed inertial profiling

system shall meet the applicable requirements of Subsection 401.02.6.9.

411.02.6 Surface Correction. In the event surface correction is needed it shall be

accomplished by removal and replacement in accordance with Subsec tion 403.03.4. All such corrections shall be at no additional cost to the State. The finished pavement surface will be measured for riding quality.

411.03 Construction Requirements . Mississippi DOT has adopted the “Hot-Mix

Asphalt Paving Handbook” as the guideline for acceptable UTAP construction practices.

411.03.1 Weather Limitations . The mixture shall not be placed when weather

conditions prevent the proper handling and finishing or the surface on which it is to be placed is wet or frozen. At the time of placement, the air and pavement surface temperature limitations shall be equal to or exceed 55°F for UHMA and 40°F for UWMA, regardless of the compacted lift thickness. When paving operations are disc ontinued because of rain, the mixture in transit shall be protected until the rain ceases. The surface on which the mixture is to be placed shall be swept to remove as much moisture as po ssible and the mixture may then be placed subject to removal and replacement at no ad ditional cost to the State if contract requirements are not met. 411.03.2--Tack Coat. Tack coat shall meet the requ irements of Subsection 401.03.1.2.

411.03.3 Bituminous Mixing Plants . Bituminous mixing plants shall meet the

applicable requirements of Subsection 410.03.2.

411.03.4 Hauling Equipment . Hauling equipment shall meet the requirements of

Subsection 401.03.3. Truck scales sha ll meet the requirements of Subsection

401.03.2 1.11.

411.03.5 Bituminous Pavers . Bituminous pavers shall meet the requirements of

Subsection 401.03.4.

411.03.6 Rollers . All rollers shall meet the requ irements of Subsection 401.03.5.

411.03.7 Preparation of Grade . The foundation upon which UTAP pavement is to be

placed shall be prepared in accor dance with Subs ection 401.03.6.

411.03.8 Preparation of Mixture . The temperature of the mixture, when discharged

from the mixer, shall not exceed 340°F for UHMA and 280°F for UWMA. 411.03.9--Spreading and Finishing . Spreading and finishing of UTAP shall be in accordance with Subs ection 401.03.10.

411.03.10 Joints . Joints shall be constructed in accordance with Su bsection 401.03.12.

411.04 Method of Measurement. Ultra-thin asphalt paveme nt will be measured by the

ton. Section 411 Section 411 Tack coat will be measured and paid as set out in Section 407.

411.05 Basis of Payment. Ultra-thin asphalt pavement, m easured as prescribed above,

will be paid for at the contract unit price per ton, which price shall be full compensation for completing the work. Payment will be made under the following items: 411-A: Ultra-Thin Asphalt Pavement -per ton SECTION 412 - PRE-GRINDING

412.01 Description. This work shall consist of grinding existing pavement surfaces to

substantially eliminate bumps/knots in the existing pavement which results will improve riding characteristics of the finished paveme nt surface. The work shall be accomplished in accordance with these specifications and in reasonably close conformity to any details on the plans or in the contact documents. Pre-grinding will be allowed, and paid for, on certain projects in which a pay item for pre-grinding is included in the bid items. Pre- grinding will be allowed at the Contractor’s option on all other projects, but at no cost to the State. The Contractor may elect to pre- grind bumps in the existing pavement surface to improve riding characteristics prior to placement of the new asphalt pavement. It is the intent of this specification to remove bumps which cannot be eliminated during the paving operation but not to pre-grind areas that can be corrected with the asphalt overlay.

412.02 Blank.

412.03 Construction Requirements. Prior to any paving operations, the Contractor

shall run a profile of the existing pavement as required in Subsection 403.03.2.1. This profile shall be used to determine if and wher e any areas are located with a short interval MRI value of 160 inches per mile or more. With approval of the Engineer, these areas may be ground prior to placement of the asphalt overlay. Equipment for pre-grinding shall meet the requirements set forth in Section 406 of the Standard Specifications, or other equipment approved by the Engineer. The Contractor shall establish positive means for removal of grinding residue. Solid residue shall be removed from pavement surf aces before it is blown by traffic action or wind. Residue shall not be permitted to flow across lanes used by public traffic or into gutters or drainage facilities, but may be allowed to flow into adjacent ditches.

412.04 Method of Measurement. When a pay item is included in the contract, Pre-

Grinding of existing pavement will be measur ed by the square foot of area approved by the Engineer.

412.05 Basis of Payment. Pre-Grinding, measured as prescribed above, will be paid for

at the contract fixed price per square foot, which price shall be full compensation for all Section 412 Section 412 labor, tools, equipment, profiling, cleanup, and all incidentals necessary to complete the work. Payment will be made under: 412-A: Pre-grinding - per square foot SECTION 413 - SEALING AND FILLING JOINTS AND CRACKS

413.01 Description . This work consists of routing, sawing and/or cleaning, sealing

joints and cracks in existing pavement as designated by pay items in the contract proposal and as detailed on the plans and described herein. All work shall be in reasonably close conformity with these specifications and the de tails shown on the plans, or as directed. When called for on the plans, this work shall also consist of saw cutting, cleaning and sealing transverse joints in new bituminous concrete overlays. Bituminous concrete pavement joints shall be constructed over, and in line with, the existing underlying transverse portland cement concrete joints in accordance with plans, specifications, and as directed by the Engineer. This work may also consist of cleaning and filling joints in existing concrete pavement as designated by pay items in the contract proposal and as detailed and described herein or on the plans. This specification addresses existing PCC pavements with and without an existing asphalt overlays, whether to be overlaid under this contract or not.

413.02 Materials . Unless otherwise designated on the plans or in the contract

documents, the joint sealing material may be cold or hot poured material meeting the requirements of Subsection 707.02.1. The joint sealing material for sealing transverse joints in asphalt pavement shall be a hot- poured elastic type conforming to the requirements of Subsection 707.02.1.3. The bituminous joint filling material for cleaning and filling joints shall be hot poured material meeting the requirements of Subsection 707.02.1.3, or the type designated on the plans. When asphalt is specified to fill joints, the mixture used shall be either 9.5-mm or 12.5-mm asphalt, or the same as that specified for the wearing course to be placed under this contract, if applicable. Unless otherwise specified in the plans or in the contract documents, the aggregate materials shall be size 89. The aggregate material shall conform to the applicable requirements of Section 703.

413.03 Construction Requirements .

413.03.1 Equipment . The equipment shall be that necessary for routing, sawing,

cleaning and pouring the joint material as sp ecified. When required, heating equipment shall meet the requirements of Subsection 702.03. Pouring equipment shall be subject to the approval of the Engineer and shall be capable of pouring the joints and cracks to the required elevation while the material is at the proper temperature. Cleaning equipment shall consist of mechanical or hand operated devices capab le of thoroughly cleaning the Section 413 Section 413 joints, cracks and adjacent surfaces to the sa tisfaction of the Engineer. Air compressors shall be equipped with suitable traps and/or filters capable of removing moisture and oil from the compressed air. The equipment for cleaning and filling joints shall be that necessary for exposing the PCC joint by removing any existing asphalt over the joint by milling or other approved methods, cleaning the joint by removing existing materials from the joint, and placing the specified joint filler materials in accord ance with these specifications. Heating equipment shall meet the requirements of Subsection 702.03. Pouring equipment shall be subject to the approval of the Engineer and shall be capable of pouring the joints to the required elevation while the material is at the proper temperature. Cleaning equipment shall consist of mechanical or hand operated devices capable of removing all existing joint materials (soil, asphalt, debris) to the depth specified herein, without causing damage to the existing joint f aces or the surface of the PCC pa vement. Prior to filling the joint, it shall be blown free of all loose materi al by compressed air. Air compressors shall be equipped with suitable traps and/or filters capable of removing moisture and oil from the compressed air.

413.03.2 Construction Methods .

413.03.2 1--Cleaning and Sealing Joints and Cracks. Joints and cracks to be sealed

shall be cleaned by routing, sawing and/or sand blasting to the minimum dimensions specified. Other methods of cleaning joints and cracks shall be approved by the Engineer. The surface which is to receive the new joint sealing material shall be dry and free of all lubricants, tar, asphalt, discolora tion and stain as well as all other forms of contamination leaving a clean newly expose d surface. The adj acent surfaces of the pavement shall be cleaned to the extent necessary to prevent foreign matter from entering the joint before pouring. If necessary, re-c leaning shall be performed immediately prior to pouring. Prior to pouring, suitable baffles shall be inserted in the top portion of the open joint, or other approved methods used as necessary, to control the flow of th e material into the joint. Should a joint or crack be deeper than the required dimension, a backer rod of the appropriate size shall be inserted into the opening to prevent the material from being placed in excess of the required depth. Cracks shall be cleaned and sealed in the sa me manner as for joints. The Engineer may permit small cracks to be cleaned only by compressed air and sealed with joint sealing material. Traffic shall not be allowed to travel over the sealed joints/cracks until the joint sealing material is dry enough to prevent tracking. When approved by the Engineer, the Contractor may place concrete sand or other approved material over the joint/crack to prevent tracking. 413.03.2.2--Cleaning and Filling Joints. Joints to be filled shall be cleaned by routing, sawing and/or sand blasting to the minimum dimensions specified. Other methods of cleaning joints shall be approved by the Engi neer. The surface which is to receive the new joint sealing material shall be dry and free of all lubricants, tar, asphalt, discoloration Section 413 Section 413 and stain as well as all other forms of c ontamination leaving a clean newly exposed surface. The adjacent surfaces of the pavement shall be cleaned to the extent necessary to prevent foreign matter from entering the joint before pouring. If necessary, re-cleaning shall be performed immediately prior to pouring. The flow of the material into the joint shall be controlled before pouring by the insertion of baffles in the top portion of the open joint, or other approved methods can be used as necessary. Should a joint or crack be deeper than the required dimension, a backer rod of the appropriate size shall be inserted into the opening to prevent the material from being placed in excess of the required depth. After the joint is filled to the required depth with joint sealing material, add aggregate material until the joint is even with the adjacent roadway. Traffic shall not be allowed to travel over the sealed joints/cracks until the joint sealing material is dry enough to prevent tracking. When approved by the Engineer, the Contractor may place concrete sand or other approved material over the joint/crack to prevent tracking.

413.03.3 Sawing and Se aling Transverse Joints in Asphalt Pavement.

413.03.3 1--General. The Contractor’s operation shall be conducted so that sawcutting

of transverse joints, cleaning, and sealing is a continuous operation. The entire sawing and sealing operation shall be completed within seven (7) days after the placement of the final wearing course, unless the approved traffic control plan or sequence of operations provide otherwise. Traffic shall not be allo wed on sawed unsealed joints in the final wearing course. When intermediate lifts must be exposed to tr affic for over seven (7) days, the Contractor shall be required to make an interim 1/8-inch wide saw cut which is one third (1/3) as deep as the asphalt layer. This interim saw cut does not require sealing. Costs of any interim cut(s) shall be included in the pay ite m for sawing and sealing transverse joints in asphalt pavement. The detail for sawing and sealing transverse joints in asphalt pavement shall be as shown below. No sawing and sealing of transver se joints will be required in Open Graded Friction Courses (OGFC). However, the lif t under the OGFC will require sawing and sealing. Section 413 Section 413 Saw cutting shall be done only after the asphalt has cooled to ambient temperature.

413.03.3 2--Sawcutting of Transverse Joints. The Contractor shall sawcut transverse

joints in the pattern and to the dimensions shown on the plans or as directed by the Engineer. The sawcut joints shall be directly over the existing portland cement concrete pavement joints and shall be accurately located by a method employing pins and stringline. The pins shall be accurately located prior to paving. Details of the Contractor's method for locating the sawcuts shall be subject to the approval of the Engineer. The blade or blades shall be of such size and configuration that the desired dimensions of each sawcut can be made with one pass. No spacers between blades will be allowed. Either dry or wet cutting will be allowed. The transverse sawcut joints shall normally extend the full width of the pavement unless otherwise shown on the plans or directed by th e Engineer. Existing transverse joints that are offset at the longitudinal joint by more than one inch, measured between the centers of the joint cavities, shall require separate sawcuts terminating at the longitudinal joint.

413.03.3 3--Cleaning. Dry sawed joints shall be thorou ghly cleaned with a stream of air

sufficient to remove dirt, dust or deleterious matter adhering to the joint walls or remaining in the joint cavity. Wet sawed joints shall be thoroughly cleaned with a 50 psi minimum, water blast immediately after sawing to remove any sawing slurry, dirt or deleterious matter adhering to the joint walls or remaining in the joint cavity. Wet sawed joints shall be blown with air to provi de dry joint surfaces prior to sealing. All sawing slurry from the wet sawing process shall be immediately flushed from the pavement surface. Dry dust and material from the dry sawing process shall be blown or brushed off the pavement surface. The Contractor shall be required to provide pr otective screening, subj ect to the approval of the Engineer, if cleaning operations are capable of causing damage to or interference with traffic in adjacent lanes.

413.03.3 4--Sealing. Just prior to sealing, each joint shall be thoroughly cleaned of all

foreign material and the joint faces shall be clean and surface dry when the seal is Existing Concrete PavementExisting Joint3/8" Min. Saw Cut Req'd.Fill to 1/16" to 1/8"Hot Poured Elastic Sealant Req'd.Variable Depth Asphalt Overlay Required DETAIL OF SAWING AND SEALING TRANSVERSE JOINTS1" Min. Section 413 Section 413 applied. Sealant material shall be at the pouring temperature recommended by the manufacturer when applied to the joints. Hot applied sealant material shall be stirred during heating so that localized overh eating does not occur. The sealant shall fill the joint such that, after cooling, the sealed joint conforms to the details shown on the plans or as directed by the Engineer. The pouring shall be performed in such a manner that the material will not be spilled on the exposed surfaces of the asphalt pavement. Any excess material on the surface of the asphalt pavement shall be removed immediately and the paveme nt surface cleaned. Th e use of sand or similar material as a cover for the seal will not be permitted. Poured joint sealing material shall not be placed when the air te mperature in the shade is less than 50°F., unless approved by the Engineer. 413.03.4--Cleaning and Filling Joints. Any existing asphalt over the joint shall be removed by milling or other approved methods so as to expose the PCC joint for cleaning and filling. All existing joint materials (soil, asphalt, debris) and any loose, spalled or delaminated materials shall be removed to the depth specified herein, without causing damage to the existing joint f aces or the surface of the PCC pavement. Joints shall be filled immediately upon cleaning. The joint sha ll be filled to the speci fied depth with the required filler(s) as shown in the applicable detail. When asphalt or aggregate is placed as joint filler, the asphalt or aggregate shall be slightly mounded in the joint and compacted as directed by the Engineer to seat the asphalt or aggregate in the joint. After compaction, excess material (asphalt or aggregate) shall be removed and the pavement surface cleaned as necessary, so as to leave the asphalt or ag gregate filler flush with the existing PCC pavement. Any existing asphalt over the joint which requires removal shall be replaced with either 9.5-mm or 12.5-mm as phalt or the same mixture as that specified for the wearing course to be placed under the contract, if required. The asphalt shall be properly compacted with a roller or other mechanical compaction device approved by the Engineer, either prior to openin g to traffic, or prior to placem ent of the subsequent overall asphalt course. Placement of any required subsequent overall asphalt course shall begin upon completion of the cleaning and filling operation. For PCC pavements without existing asphalt overlays in place and which ar e not to be overlayed with asphalt under the contract, joints shall be cleaned and fill ed as described above and as shown on the applicable detail. Section 413 Section 413 Joint Cleaning And Filling Detail For PCC Pavements With Existing Asphalt Overlay Joint Cleaning And Filling Detail For PCC Pavements Without Existing Asphalt Overlay Variable Depth Asphalt -- Remove as necessary to expose PCC Joint 1" 2 1/4"Clean & Fill Joint Width 1 1/2" Max. Variable Depth Asphalt -- Remove as necessary to expose PCC Joint 3 1/2" Joint Width Greater Than 1 1/2"Seal Aggregate Required Not A Separate Pay Item Hot Poured Joint Filling Material Req'd.Not a Separte Pay Item Asphalt Required Not A Separate Pay Item Clean & Fill Existing PCC Pavement Surface 2 1/4"Clean & Fill Joint Width 1 1/2" Max. 3 1/2" Joint Width Greater Than 1 1/2"Hot Poured Joint Filling Material Req'd. Not a Separte Pay Item Asphalt Required Not A Separate Pay Item Clean & FillExisting PCC Pavement Surface Section 413 Section 413 Joints less than one-half inch in width will not be cleaned and filled.

413.04 Method of Measurement . Joint sealer material will be measured by the gallon

for separate payment only when the proposal has a pay item for joint material. Accepted joints and cracks, cleaned, sealed a nd/or filled, will be measured by the linear foot or mile as indicated in the contract proposal. Cleaning and filling joints in PCC pavement will be measured by the linear foot or mile of joint. Removal of existing asphalt over the joint, joint filler aggregate, bituminous material, and the replacement of asphalt over the joint, if applicable, will not be paid for separately but will be included in the unit pr ice per linear foot fo r cleaning and filling joints in PCC pavement. Sawed and sealed joints in new asphalt paveme nt will be measured by the linear foot of joint complete in place and accepted by the En gineer. Sawing and jo int sealant material will not be paid for as separate pay items but will be included in the unit price per linear foot for sawing and sealing transver se joints in asphalt pavement.

413.05 Basis of Payment . Joint sealer material will be paid for by the gallon when

measured as prescribed above, which price shall be full compensation for all materials, equipment, tools, labor and incident als necessary to complete the work. Joints and cracks, cleaned, seal ed and/or filled, will be paid for by the linear foot or mile as prescribed in above, which price shall be full compensation for all materials, equipment, tools, labor and incident als necessary to complete the work. Sawing and sealing transverse joints in ne w asphalt pavement, accepted and measured as prescribed, will be paid for at the contract unit price per linear foot; which price shall be full compensation for locating and transferring th e location of existing joints to establish new joint locations, for all required sawing, fo r furnishing all materials, including joint sealant materials, for all cleaning, pouring, trimming, cleanup and disposal of all excess and waste, for protective screening; for all pertinent operations necessary and incidental to the construction as indicated herein, and for all equipment, tools, labor, and incidentals necessary to complete the work. Cleaning and filling joints in PCC pavement, measured as prescribed above, will be paid for at the contract unit price per linear foot or mile, which price shall be full compensation for furnishing all materials including filler aggregate and bituminous material, for all work required to expose the PCC joint, for cleaning, filling, and compacting the joint, for placing any required asphalt over the joint prior to the placement of the subsequent overall asphalt course, if applicable , and the cleanup and disposal of all excess and waste; for all per tinent operations necessary and incidental to the construction as herein indicated, and for all equipment, tools, labor and incidentals necessary to complete the work. The cost of maintenance of traffic and protective services as required by the Department's Traffic Control Plan shall be included in the cost of items bid. This shall include all required individual traffic control devices. Payment will be made under: Section 413 Section 413 413-A: Joint Sealer Material - per gallon 413-B: Cleaning and Sealing Joints - per linear foot or mile 413-C: Cleaning and Sealing Cracks - per linear foot or mile 413-D: Cleaning and Filling Joints * - per linear foot or mile 413-E: Sawing and Sealing Transverse Joints in Asphalt Pavement - per linear foot * Indicated if PCC Pavement SECTION 423 - GROUND -IN RUMBLE STRIPS

423.01 Description. This work consists of grinding rumble strips at the locations

indicated on the plan, in accordance with the details on the plans, and the requirements set out herein.

423.02 Blank.

423.03 Construction Requirements.

423.03.1 Equipment. The equipment shall consist of a rotary type cutting head capable

of cutting rumble strips to the dimensions shown on the plans. The cutting head shall have the cutting tips arranged in such pattern as to provide a relatively smooth cut of approximately 1/8 of an inch between peaks and valleys. The cutting head(s) shall be on its own independent suspension from that of the power unit to allow the tool to self-align with the slope of the shoulder and/or an y irregularities in the shoulder surface. The finished rumble strips shall be cut to the dimensions as shown on the plans within the allowable tolerance and be perpendicular to th e direction of travel. The rumble strips shall be placed in relation to the roadway according to the patterns shown on the plans. Adequate back-up equipment such as mechani cal sweeper/vacuum, wa ter truck, etc. and personnel shall be provided to remove all grindings from the shoulder.

423.03.2 Construction Details. The cutting tool shall be equipped with guides to

provide a consistent alignment of each cut in relation to the edge line and to provide uniformity and consistency throughout the project. The alignment of the cuts shall not deviate from the path of the edge line. When the contract requires shoulder paving, the rumble strips shall be cut into the finished shoulder after the final course has been placed, otherwise, rumble strips shall be cut into the existing shoulder material. The debris/grindings generated from the cutting shall be picked up and removed on a daily ba sis by use of a sweeper/vacuum or other method approved by the Engineer. The shoulder shall be cleaned prior to opening the adjacent lane to traffic. Any other method of cleaning debris from the shoulder or roadway other than picking up shall be approved by the Engineer prior to beginning Section 423 Section 423 construction. The use of the material from the rumble strips as RAP in the composition of asphalt mixtures shall require appr oval by the State Materials Engineer. The Contractor shall demonstrate to the Engineer the ability to achieve the desired surface inside each depression without tearing or snagging the aspha lt prior to beginning the work. Areas damaged by the Contractor's operations shall be corrected and/or repaired as directed by the Engineer at no additional cost to the State. When placed on concrete should ers, the Contractor shall adju st the spacing of the rumble strips to ensure that the depressions are not cut across a concrete shoulder joint. This construction operation will encroach on the lane adjacent to the shoulder receiving the rumble strips. Therefore, construction on roadways under traffic will either require a lane closure or be considered as a moving operation. Traffic control shall be handled in accordance with the appropriate standard drawings shown in the plans or contract documents.

423.04 Method of Measurement. Rumble strips, ground-in, completed in accordance

with the plans and specifications, will be measured by the mile, which price shall be full compensation for all materials, equipment, tools, disposal of grinding debris, any associated traffic control, and all incidentals necessary to complete the work. Length of measurement will start at the beginning of a continuous series of rumble strips and will terminate at the end of the continuous series. The length used to measure rumble strips will be the horizontal length computed along the stationed control line. Each shoulder on which rumble strips have been ground will be measured separately with the measurements from each shoulder combined to obtain the pay length for rumble strips.

423.05 Basis of Payment. Rumble strips, measured as prescribed above, will be paid

for at the contract unit price per mile, which price shall be full compensation for completing the work. The price for rumble strips sh all include the cost of any required maintenance of traffic and protective services. Payment will be made under: 423-A: Rumble Strips, Ground-In - per mile 423-B: Rumble Strips, Ground-In, Concrete - per mile

501.01 Description . This work consists of pavement composed of concrete, with or

without reinforcement as specified, constructed in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and cross sections shown on the plans or established by the Engineer. This work also consists of replacing or repairing damaged or deteriorated dow els and wooden joint filler boards.

501.02 Materials . Materials shall meet the applicab le requirements of Division 700 and

the following Subsections: Fine Aggregate ............................................................................... 703.01 and 703.02 Coarse Aggregate ........................................................................... 703.01 and 703.03 Cement ........................................................................................... 701.01 and 701.02 Water ................................................................................................................ 714.0 1 Air Entraining Admixtures & Additives .......................................................... 713.02 Calcium Chlori de ............................................................................................. 714.02 Joint Filler ........................................................................................................ 707.02 Curing Materi als ............................................................................................... 713.01 Reinforcing Steel and Dowel Bars ................................................................... 711.02 Dowel Adhesive ............................................................................................... 714.11

501.02.1 Composit ion of Concrete.

501.02.1 1--General. The concrete mix design shall be submitted by the Contractor to the

Engineer for approval prior to production. The mix proportions shall be based on a laboratory batch as described below.

501.02.1 2--Design of Mix . The mix shall be designed to meet the requirements as set out

in the following table. Section 501 Section 501 Design Property Requirements Minimum Coarse Aggregate Volume / Cubic Yard Concrete, % 72 Coarse Aggregate Size 467 or 57 Maximum Water / Cementitious Ratio 0.48 Maximum Slump, inches 3 Total Air Content, % 3 - 6 Minimum Compressive Strength, psi 3500

501.03 Construction Requirements .

501.03.1 Batching Plant and Equipment. Concrete batching and handling equipment

shall meet the applicable requ irements of AASHTO M 157.

501.03.2 Blank.

501.03.3 Blank.

501.03.4 Blank.

501.03.5 Placing, Spreading, and Finishing Equipment .

501.03.5 1--Finishing Machine . The finishing machine shall be equipped with at least

two oscillating type reverse screeds.

501.03.5 2--Vibrators . Vibrators, for full width vibrati on, may be the surface pan type or

the internal type with either immersed tube or multiple spuds. They may be attached to the spreader, paver, or the finishing machine, or may be mounted on a separate carriage. They shall not come in contact with the joint, rein forcing steel, load transfer devices, subgrade, or side forms. The frequency of the surface vibrators shall be at least 3,500 impulses per minute, and the frequency of the internal type shall be at least 5,000 impulses per minute for tube vibrators and at least 7,000 impulses per minute for spud vibrators. When spud type internal vibrators, either ha nd operated or attached to spreaders or finishing machines, are used adjacent to forms, they shall have a frequency of not less than 3,500 impulses per minute. 501.03.5.3--Slip-Form Paver . Slip-form pavers shall be self- propelled and equipped to spread, strike-off, consolidate, screed, and floa t-finish the freshly placed concrete so that a minimum of hand-finishing will be necessary. The equipment shall be adjustable as to crown and superelevation, and shall shape and compact the concrete into the required cross section. The crown adjustment shall be readily controllable for accuracy in crown transitions. The paver shall operate on tracks having sufficient contact area to prevent slippage under load. The length of ground contact per tr ack and the arrangement of tracks shall be adequate to meet the straightedge and ot her riding quality requirements specified. Screeding shall be accomplished by using either oscillating screeds or an extrusion device, Section 501 Section 501 or a combination thereof. The slip-form paver shall be equipped with trav eling side or trailing forms, of sufficient dimension and strength and of proper shape, to support the concrete late rally for a sufficient length of time during placing and finishing. If trailing forms are used they shall be rigidly supported laterally. The slip-form paver shall be equipped with automatic guidance and grade controls, which operate by sensing from a taut line set to line and grade. Variation from the requirements detailed herein may be permitted when approved by the Department, provided the proposed variation is an improved feature for which general acceptance by the industry has been established.

501.03.5 4--Steel Placing Equipment. Equipment, as approved by the Engineer, for machine placement of reinforcem ent shall be factory made by a recognized manufacturer

of construction equipment and shall be capable of positioning the steel at the designated location.

501.03.5 5--Transverse Texturing Device . Transverse texturing shall be produced by

either tining or grooving as indicated in the plans or in the contract documents. Other types of texturing equipment may be approved by the Department provided it produces a texture equivalent to that specified.

501.03.5 5.1--Trans verse Tining. This equipment shall be a metal tine finishing device

having flat steel wire tines capable of being operated to produce uniform, parallel grooves in newly placed pavement.

501.03.5 5.2--Transverse Grooving. This equipment shall be a self-propelled mechanical

sawing device using diamond blades. The blades shall be arrange in such a manner to produce grooves 1/8-inch wide and 3/16-inch deep spaced in the following sequence: 3/4- inch, 1 1/8-inch, 5/8-inch, 1-inch, 5/8-inch, 1 1/8 -inch, 3/4-inch in six-inch repetitions across the width of the sawing device.

501.03.6 Miscellaneous Equipment .

501.03.6 1-- Concrete Saw . When sawing joints is elected or specified, the Contractor

shall provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions using an “early entry” dry cut saw approved by the Engineer.

501.03.6 2--Forms . Straight side forms shall be metal and have a thickness of at least 7/32

inch and shall be furnished in sections at leas t 10 feet in length. Forms shall have a depth equal to the specified edge thickness of the pavement and a base width of at least 80 percent of the depth of the forms. Flexible or curved forms of proper radius shall be used for curves of 100-foot radius or less. Flexible or curved forms shall be of a design acceptable to the Engineer. Forms shall be provided with adequate devices for secure setting so that when in place they will withstand, w ithout visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Flange braces shall extend outward on the base not less than 2/3 the height of the form . Forms with battered top surfaces, and bent, Section 501 Section 501 twisted, or broken forms shall be removed fr om the work. Repaired forms shall not be used until inspected and approved. Forms shall not be built-up more than one inch. The top face of the form shall not vary from a true plane more than 1/8 inch in 10 feet, and the upstanding leg shall not vary from a vertical plane more than 1/4 inch. The forms shall contain provisions for secure setting and for locking the ends of abutting form sections together tightly.

501.03.7 Preparation of Grade . The foundation upon which the concrete pavement is

to be placed shall be prepared within the tolera nces set out in Subsection 321.03 for at least two feet beyond the proposed pavement edge.

501.03.8 Setting Forms .

501.03.8 1--Base Support . The foundation under the forms shall be hard and true to grade

so that the form, when set, will be firmly in contact for its whole length and at the specified grade. A grade at the form line which is found to be below the established grade shall be filled to grade with gra nular materials or bituminous plant mixture in lifts of 1/2 inch or less for the full width of the base of the form and at least 18 inches outside the base of the form, and thoroughly compacted. Imperfections or variations above grade shall be corrected by tamping or by cutting as necessary.

501.03.8 2--Form Setting. Forms shall be set sufficiently in advance of where concrete is

being placed. After the forms have been set to correct grade, the grade shall be thoroughly tamped, mechanically or by hand, at both the inside and outside edges of the base of the forms. Forms shall be staked into place with at least three pins for each 10-foot section. A pin shall be placed at each side of every joint. Form sections shall be tightly locked and free from play or movement in any direction. The forms shall not deviate from true line by more than 1/4 inch at any point. Excessive settlement or springing of forms under the finishing machine will not be tolerated. Forms shall be cleaned and oiled prior to the placing of concrete.

501.03.8 3--Grade and Alignment . The alignment and grade of the forms shall be

checked and corrections made by the Contractor immediately before placing the concrete. When a form has been disturbed or a grade has become unstable, the form shall be reset and rechecked.

501.03.9 Conditioning of Base .

501.03.9 1--Conditioning for Formed Pavement . High areas shall be trimmed to proper

elevation. Low areas, within the tolerances set out in Subsection 321.03.7 shall be filled with concrete integral with the pavement. The finished grade of the base shall be maintained in a smooth and compacted condition until the pavement is placed. Unless the base course is waterproof, it sha ll be uniformly moist when the concrete is placed.

501.03.9 2--Conditioning for Slip-Form Pavement . The base shall be brought to the

tolerances set out in Subsection 321.03.7. If the density of the base is disturbed, it shall be corrected by additional compaction before concre te is placed. The grade shall be prepared sufficiently in advance of the placing of the concrete to avoid delays. If traffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately ahead of Section 501 Section 501 the placing of the concrete. Unless the base course is waterproof, it sha ll be uniformly moist when the concrete is placed.

501.03.10 Handling, Measuring and Batching Materials . The batch plant site, layout,

equipment, and provisions for transporting ma terial shall be sufficient to assure a continuous supply of material to the work. Stockpiles shall be built up in layers of not more than five feet in thickness. Each laye r shall be completely in place before beginning the next, which shall not be allowed to "cone" down over the next lower layer. Aggregates from different sources and of different gradings shall not be stockpiled together. Aggregates shall be handled from stockpiles or other sources to the batching plant in a manner that will assure uniform grading of the material. Aggregates that have become segregated shall not be used until properly reblended. Aggregates contaminated with earth or foreign material shall not be used. All aggregates produced or handled by hydraulic methods and washed aggregates, shall be stockpiled or binned for draining at least 12 hours before being batched. Rail shipment requir ing more than 12 hours will be accepted as adequate binning only if the car bodies permit free drainage. In case the aggregates contain a high or nonuniform moisture content, storage or stockpile periods in excess of 12 hours may be required by the Engineer. The fine aggregate and each size of coarse ag gregate shall be separately weighed into hoppers in the quantities set by the job-mix. Cement shall be measured by weight. Separate scales and hoppers, with a device to indicate the complete discharge of the batch of cement into the batch box or container, shall be used for weighing the cement. Unless otherwise permitted by the contract, batching plants shall be equipped to proportion aggregates and bulk cement by weight us ing approved automatic and interlocked proportioning devices. For on-site mixing, aggregates shall be transported from the batching plant to the mixer in batch boxes, vehicle bodies, or other containers of adequate capacity and construction to properly carry the volume required. Partitions separating batches shall be adequate and effective to prevent spilling from one compartment to another while in transit or being dumped. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transpor ting container so as to assure the correct cement content in each batch. Bulk cement sh all be transported to the mixer in separate and tight compartments carrying the full amount of cement required for the batch. Cement in original shipping packages may be transported on top of the aggregates with each batch containing the required number of sacks. Batc hes shall be delivered to the mixer separately and intact. Each batch shall be dumped into the mixer without loss of cement and, when more than one batch is carried on a truck, without spilling of material from one batch compartment into another. Water may be measured either by volume or by weight. Unless the water is to be weighed, the water-measuring equipment shall include an auxiliary tank from which the measuring tank shall be filled. The measuring tank shall be equipped with an outside tap and valve to provide for checking the setting, unless other means are provided for readily and accurately determining the quantity of water in the tank. The volume of the auxiliary tank shall be at least equal to that of the measuring tank. Section 501 Section 501 Methods and equipment for adding air entraining agent or other admixtures into the batch shall be approved by the Engineer. The accuracy for measuring materials shall be in accordance w ith AASHTO M 157.

501.03.11 Mixing Concrete . The mixer shall be of an approved type and capacity.

Mixing time shall be measured from the time a ll materials, except water, are in the drum. Ready-mixed concrete shall be mixed and deliv ered in accordance with requirements of Section 804. When mixed at the site of the work or in a central mixing plant, the mixing time must provide a satisfactory mixture, and unless otherwise specified in writing by the State Materials Engineer, the mixing time shall be not less than 50 seconds. When deemed necessary to ensure a satisfactory mix, the St ate Materials Engineer may designate a mixing time suitable to obtain a satisfactory mixture. Four seconds will be added to the specified mixing time if timing starts the instant the skip reaches its maximum raised position. Mixing time ends when the discharge chute opens. Transfer time in multiple drum mixers is included in the mixing time. The contents of an individual mixer drum shall be emptied before a succeeding batch is placed therein. The mixer shall be operated at the drum speed shown on the manufacturer's name plate on the mixer. All concrete mixed less than the specified time shall be discarded and disposed of by the Contractor at no cost to the State. The volume of concrete mixed per batch shall not exceed the mixer's nominal capacity in cubic feet, as shown on the manufacturer's standard rating plate on the mixer, except that an overload of up to 10 percent may be permitted provided concrete test data for strength, segregation, and uniform consistency are satisfactory, and provided no spillage of concrete takes place. The batch shall be so charged into the drum that a portion of the mixing water enters in advance of the cement and aggregates. The flow of water shall be uniform and all water shall be in the drum by the end of the first 15 seconds of the mixing period. The throat of the drum shall be kept free of accumulations that might restrict the free flow of materials into the drum. Mixed concrete from a central-mixing plant shall be transported in truck mixers, truck agitators, or nonagitating trucks having approved bodies. The elapsed time from when water is added to the mix until the concrete is deposited at the site of the work shall not exceed 30 minutes, 45 minutes when a retarder is used, when the concrete is hauled in nonagitating trucks, nor 60 minutes when hauled in truck mixers or truck agitators. Retempering concrete by adding water or by other means will not be permitted. However, when concrete is delivered in transit mixers or agitators and if permitted by the Engineer, additional water may be added to the batch materials and additional mixing performed to increase the slump to meet the specified re quirements, provided all these operations are performed within 45 minutes after the initial mixing operation and the total amount of water in the concrete does not exceed the mix design amount. Concrete that exceeds the maximum slump at time of placement shall no t be used. Admixtures for increasing the workability or for accelerating the set will be permitted only when specifically provided for in the contract, or when permitted in writing by the Engineer. Section 501 Section 501

501.03.12 Limitations of Mixing. Except in emergencies, no concrete shall be mixed or

placed when the natural light will be insufficient for finishing. In case of an emergency, the Engineer may permit finishing during periods of insufficient light provided adequate and approved lighting is furnished by the Contractor. Concrete shall not be placed on a frozen foun dation, nor shall frozen aggregate be used in the concrete. During periods of cold or expected cold weather, the limitations for beginning a concrete pour and the limitations for temperature control of the mix and its components shall be in accordance with the provisions of Subsection 804.03.16.1. During periods of hot weather or arid atmosp heric conditions the provisions of Subsection

804.03.16 2 shall be applicable. 501.03.13--Placing Concrete .

501.03.13 1--General . Concrete shall be mechanically spread in an approved manner so

as to distribute the concrete uniformly without segregation. On roadside areas such as driveways and parking areas for weigh stations or roadside parks, etc. and on other small or irregular areas the concrete may be placed by other approved methods. The rate of delivery of the concrete shall be such that the interval between the discharge of the successive loads shall not exceed 20 minutes, and when ai r temperature is 90°F or higher the interval shall not exceed 15 minutes. Concrete that has begun to set up shall not be placed in the work. All concrete materials that may fall on or be worked into the surface of a completed slab shall be removed immediately by approved methods.

501.03.13 2--Formed Pavement . The concrete shall be deposited on the grade in a manner

that will require as little rehandling as possible. For paneled pavement, placing shall be continuous between transverse joints without the use of intermediate bulkheads. For continuously reinforced pavement, placing shall be continuous between construction joints without use of interm ediate bulkheads. Necessary hand spreading shall be performed with shovels and not rakes. Workers shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. When concrete is to be placed adjoining a pr eviously constructed lane of pavement and mechanical equipment will be operated upon the existing lane of pavement, that lane shall have attained the age of 14 days, exclusive of days on which the air temperature does not reach 35°F, or shall have attained a flexural stre ngth of 600 pounds per square inch. If only light finishing bridges or other similar light equipment is partially carried on the existing lane, paving in the adjoining lanes will be permitted after three days. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies, by means of vibrators inserted in the concrete. Vibrators shall not come in contact with a joint assembly, reinforcing steel, the base, or a side form. In no case shall the vibrators be operated longer than 15 seconds Section 501 Section 501 in one location. Concrete shall be deposited as near to expansion and contraction joints as possible without disturbing them, but shall not be dumped onto a joint assembly unless the hopper is well centered on the joint assembly. The Contractor shall have available at all tim es materials for the protection of unhardened concrete in the event of rain.

501.03.13 3--Slip-Form Pavement . The Contractor shall have sufficient forms available

on the project for use in th e event of an emergency. In order that the concrete may be properly prot ected against the effects of rain before it has sufficiently hardened, the Contractor shall ha ve available at all times materials for the protection of the edges and surface of the unhardened concrete. Protective materials shall include standard metal forms, or wood planks having a nominal thickness of at least two inches and a nominal width of not less than the thickness of the pavement, and covering material such as burlap or cotton mats, curing paper, or plastic sheeting material. When rain appears imminent, all paving operations shall stop, and all available personnel shall begin placing forms against the sides of the pavement and covering the surface of the unhardened concrete with the protective covering. The concrete shall be of uniform consistenc y and placed, shaped, consolidated, and float finished by an approved slip-form paver. The slip-form paver shall be operated off of a taut stringline or wire set by the Contractor to true grade and alignment, except that if the grade at each form line, plus the width of the track of the paver, has been constructed within the tolerance allowed at the form line in Su bsection 321.03.7 the automatic control devices on the paver will not be required. The equipment shall vibrate the concrete for the full width and depth of the strip of pavement being placed. Vibration shall be accomplished with vibrating tubes or arms working in the concrete or with a vibrating screed or pan operating on the surface of the concrete. No appreciable slumping of the in -place concrete will be allowed, and, if necessary, forms shall be trailed behind the paver to prevent slumping. If trailing forms are used, they shall be rigidly supported laterally. The slipform paver shall be operated with as nearly a continuous forward movement as possible. If, for any reason, it is necessary to stop the forward movement of the paver, the vibratory and tamping elements shall be stopped immediately. Where sections of pavement are to be subsequently abutted with other lanes of pavement involving longitudinal or nearly longitudinal joints, the concrete adjacent to these joints shall be placed and finished as required by standard paving methods or by use of false forms, adjacent to the slip fo rms. The false forms shall be metal of sufficient gage to maintain the proper shape and continuity of the form line and shall be approved by the Engineer. The use of false forms shall be su bject to satisfactory performance. If the Contractor is able to construct the pavement without measurable edge slump or misalignment, the Engineer may wa ive the use of the false form. When required, bracing of the forms shall be accomplished so there will not be more than 10 feet of unbraced false forms. False form s shall remain in place of a minimum of 90 Section 501 Section 501 minutes or until forms can be removed without damaging the adjacent concrete.

501.03.14 Test Specimens . The Contractor shall furnish the concrete necessary for test

specimens. The specimens shall be made and cured as specified in Subsection

804.02.13 1.1 thru Subsection 804.02.13.1.5 at the frequency in TMD 20-04-00-000.

Testing personnel shall meet the requirements in Subsection 804.02.9. Laboratory and test equipment shall meet the requirements in Subsection 804.02.8.

501.03.15 Strike-Off of Con crete and Placement of Reinforcement .

501.03.15 1--General . Reinforcing steel shall be free from dirt, oil, paint, grease, mill

scale, and loose or thick rust which could impair bond of the steel with the concrete.

501.03.15 2--Bar Mat Reinforcement . When the pavement is placed in two layers, the

entire width of the bottom layer shall be struck off to the length and depth that will permit the sheet of bar mat to be laid full length on the concrete in its final position without further manipulation. The reinforcement shall then be placed directly upon the bottom layer, after which the top layer shall be placed, struck off, and screeded. All concrete in the bottom layer which has been placed more than 30 minutes without being covered with the top layer shall be removed and replaced with freshly mi xed concrete at no additional costs to the State. When the pavement is placed in one layer, the reinforcement may be placed in the plastic concrete after spreading, by approved mechanical or vibrator y means, or it may be positioned in advance of concrete placement on supports that will withstand, without displacement, all depositing, spreading, and vibrating operations.

501.03.15 3--Continuous Reinforcement . Steel for continuously reinforced pavement

shall be placed by the first of the following methods or conditionally by the second method:

501.03.16 Joints . Joints shall be constructed of the type and dimensions and at the

locations required by the plans, or as directed. Sawing of joints shall commen ce as possible after the concrete has hardened and before uncontrolled shrinkage cracking occurs. The saw blades, and skid plates if early entry method is used, shall be changed as ofte n as necessary to control and minimize spalling/raveling. A sufficient number of sa ws, replacement blades and skid plates shall be available at the project site to ensure that the sawing operations will proceed until completion without interruption. Any damage to the concrete resulting from the sawing operations shall be corrected immediately after the sawing is complete at no additional costs to the State.

501.03.16 1--Longitudinal Joints . Deformed steel tie bars or transverse bars of specified

length, size, spacing, and material shall be pl aced perpendicular to the longitudinal joints. They shall be placed by approved mechanical equipment or rigidly secured by chairs or Section 501 Section 501 other approved supports to prevent displacement. Tie bars shall not be painted or coated with asphalt or other material, or enclosed in tubes or sleeves. When adjacent lanes of pavement are cons tructed separately, longitudinal construction joints shall be constructed in accordance with the details shown on the plans. Tie bars, except those made of rail steel, may be bent at right angles against the form of the first lane constructed and straightened into final position before the concrete of the adjacent lane is placed. The longitudinal center joint shall be installed so that its ends are in co ntact with transverse joints, if any. Longitudinal joints shall be constructed by sawing or forming in accordance with the plans.

501.03.16 2--Transverse Expansion Joints . The expansion joint filler shall be continuous

from form to form and shaped to the subgrade and to the keyway along the form. Preformed joint filler shall be furnished in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint filler shall not be used unless approved by the Engineer. The expansion joint filler shall be held in a vertical position. An approved installing bar, or other device, shall be used if required to secure preformed expansion joint filler at the proper grade and alignment during placing and finishing of the concrete. Finished joints shall not deviate more than one-fourth inch in the horizontal alignment from a straight line. If joint fillers are assembled in section, ther e shall be no offsets between adjacent units. Plugs of concrete will not be pe rmitted within the expansion space.

501.03.16 3--Transvers e Contraction Joints . Transverse contraction joints shall consist

of planes of weakness created by forming or sawing grooves in the surface of the pavement as shown on the plans and shall include lo ad transfer assemblie s when specified.

501.03.16 4--Transverse Construction Joints . Transverse construction joints shall be

constructed when there is an interruption of more than 30 minutes in the concreting operation. Construction joints shall not be constructed within 10 feet of expansion joints, contraction joints, or planes of weakness. If sufficient concrete has not been mixed at the time of interruption to form a slab of at leas t 10 feet long, the excess concrete back to the last preceding joint shall be removed and disposed of as directed. 501.03.16.5--Load Transfer Devices . When dowel assemblies ar e used, the dowels shall be held in position parallel to th e surface and center line of the slab. For the slip-form method of concrete placeme nt, dowel bars may be placed in the full thickness of pavement immediately following the paver with a vibratory inserter in lieu of using dowel assemblies. The vibratory dowel bar inserter shall be approved by the Engineer. The inserter shall vibrate the dowels into place accurately, at the proper location both vertically and longitudinally. An osc illating surface correcting beam shall follow immediately behind the insert er to correct surface deforma tion caused by the inserter. When a dowel bar inserter is used, a skewed joint may be permitted with the approval of the Engineer. The entire length of each dowel will be thoroughly coated with an approved lubricant to Section 501 Section 501 prevent adherence to the concrete.

501.03.16 6--Dowel Replacement . When designated on the plans, dowel replacement

work shall consist of replacing damaged or deteriorated dowels in reconstructed contraction joints and both dowels and wooden joint filler boards in reconstructed expansion joints. Dowel bars shall be the size and length designated on the plans. Wooden joint filler board shall conform to the dimensions shown on the plans. New expansion boards shall be drilled to fit th e new dowels installed. Special care shall be taken to ensure that all dowels in the joint remain parallel to the surface of the concrete.

501.03.17 Final Strike-Off, Consolidation and Finishing .

501.03.17 1--Sequence . The sequence of operations shall be the strike-off and

consolidation, floating and removal of laitan ce, straight-edging, and final surface finish. Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking off the bottom layer of concrete if reinforcement is used and the pavement is placed in two layers. The screed for the surface shall be at least tw o feet longer than the maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and be constructed of metal or of other suitable material shod with metal. Consolidation shall be attained by the use of a suitable vibrator or other approved equipment. In operation the screed shall be moved forward with a combined longitudinal and transverse shearing motion, and manipulated so that neither end is raised from the side forms during the striking off process. If necessary, this shall be repeated until the surface is of uniform texture, true to grade and cross section, and free from porous areas. In general, the addition of superficial water to the surface of the concrete to assist in finishing operations will not be permitted. If the application of water to the surface is permitted, it shall be applied as a fog spray by means of approved spray equipment. 501.03.17.2--Finishing at Joints . The concrete adjacent to jo ints shall be compacted or firmly placed without voids or segregation ag ainst the joint material, and also under and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in Subsection 501.03.13.2. After the concrete has been placed and vibrated adjacent to the joints, the finishing machine shall be brought forward, operating in a manner to avoid damage or misalignment of joints. If uninterrupted operation of the finishing machine, to, over, and beyond the joints causes segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the front screed is approximately eight inches from the joint. Segregated concrete shall be removed from in fr ont of and off the joint, and the front screed shall be lifted and set directly on top of the joint and the forward motion of the finishing Section 501 Section 501 machine resumed. When the second screed is close enough to permit the excess mortar in front of it to flow over the joint, it shall be lifted and carried over the joint. Thereafter, the finishing machine may be run over the joint without lifting the screed s, provided there is no segregated concrete immediately between the joint and the screed or on top of the joint.

501.03.17 3--Machine Finishing . Unless otherwise specified, full width vibration shall

be performed. If uniform and satisfactory density of the concrete is not obtained by the vibratory method at joints, along forms, at structures, and throughout the pavement, the Contractor shall furnish equipment and methods which will produce pavement conforming to the specifications.

501.03.17 4--Hand Finishing . Unless otherwise specified, hand finishing methods, other

than the hand floating method described belo w, will not be permitted except under the following conditions: In the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade when th e breakdown occurs. Narrow widths or areas where operation of mechanical equipmen t is impractical may be finished by hand methods.

501.03.17 5--Floating . After the concrete has been struck off and consolidated, it shall be

further smoothed and trued by means of a longitudinal float, using one of the following methods as specified:

501.03.17 6--Straight-Edge Testing and Surface Correction . After the floating has been

completed and while the concrete is still plastic, the surface of the concrete shall be tested with a 10 foot straightedge. For this purpose the Contractor shall furnish and use an accurate 10-foot straightedge swung from handles three feet lo nger than one-half the width of the slab. The straightedge shall be held in contact with the surface in successive positions parallel to the road centerline and the whole area gone over from one side of the slab to the other as necessary. Advance along the road shall be in successive stages of not more than one-half the length of the straightedge. All depressions found shall be immediately filled with freshly mixed concrete, struck off, consolidated, and refinished. High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meets the requirements for smoothness. Straightedge testing and surface corrections shall continue until the entire surface is found to be free from observable departures from the straightedge, and the slab conforms to the required grade and cross section.

501.03.18 Final Finish . The surface finish of the concrete shall be that designated on the

plans and in the bid schedule of the contract. If a finish is not designated, the finish shall be a drag finish.

501.03.18 1--Drag Finish . This finish shall consist of a uniform surface of gritty texture

produced by dragging a seamless strip of damp burlap or cotton fabric longitudinally along the full width of pavement. For pavement 16 feet or more in width, the drag shall be mounted on a bridge which travels on the forms or track line. The dimensions of the drag shall be such that a strip of burlap or fabric at least three feet wide is in contact with the full width of pavement surface while the drag is used. The drag shall consist of at least two layers of burlap with the bottom layer ap proximately six inches wider than the upper layer. The drag shall be maintained in a condition that wi ll produce a surface of uniform appearance with corrugations approximately one-sixteenth inch in depth. Drags shall be maintained clean and free from encrusted mortar. Drags that cannot be cleaned shall be discarded and new drags substituted. 501.03.18.2--Broom Finish . A broom finish shall be applied when the water sheen has practically disappeared. The broom shall be drawn from the center to the edge of the pavement with adjacent strokes slightly overlapping. The brooming operations shall produce corrugations in the surface that are un iform in appearance a nd not more than 1/16 inch in depth. Brooming shall be completed before the concrete has set to a degree that the surface will be torn or unduly roughened by the operation. The finished surface shall be free from rough and porous areas, irregularities, and depressions. Brooms shall be of the quality, size, and construction and operated so as to produce a surface finish meeting the approval of the Engineer. Subject to satisfactory results being obtained and approval of the Engineer, the Contractor will be permitted to substitute mechanical brooming in lieu of manual brooming as herein described.

501.03.18 3--Belt Finish . When straight-edging is complete and the water sheen has

Section 501 Section 501 practically disappeared and just before the concrete becomes nonplastic, the surface shall be belted with a two-ply canvas belt eight inches wide and at least three feet longer than the pavement width. Hand belts shall have suitable handles to permit controlled, uniform manipulation. The belt shall be operated with short strokes transverse to the road centerline and with a rapid advance parallel to the center line. Subject to satisfactory results being obtained and approval of the Engineer, the C ontractor will be permitted to substitute mechanical belting in lieu of manual belting as herein described.

501.03.18 4--Transverse Tine Finish . The surface shall first be given a drag finish. After

completion of the drag finish, the pavement shall be given an additional texture by transverse tining. The final surface texture shall be produced with a metal tine finishing device meeting the requirements of Subsection 501.03.5.5. The texturing device shall be so constructed and operated as to produce uniform parallel groo ves perpendicular to the centerline of the pavement 1/2 inch on centers and having a depth of 1/8 inch, plus or minus 1/32 inch. The metal tine device shall be operated by approved mechanical means when texturing main roadway pavement lanes. Manual methods may be used for texturing small irregular areas inaccessible to the texturing machine. The depth of the finished grooves will be determined by the use of a standard commercial tire tread depth measuring gauge with 1/32 inch graduations that can be easily and accurately read, a brass wire brush, and a steel straightedge approximate ly 1/4 inch x 1 inch x 12 inches. The Contractor shall furnish this equipment for use by and subject to the approval of the Engineer. The method of measur ing the depth of grooves will be as set out in Department SOP. If for any reason the concrete hardens to the extent that the tining equipment does not provide grooving in accordance with these requirements, or if rainfall damages the finish and the Engineer permits the concrete to rema in in place, the Contractor shall use other approved devices such as saws to construct the grooves substantia lly in accordance with the requirements specified herein.

501.03.18 5--Transverse Grooved Finish. After the concrete has cured for a minimum

of seven (7) days, areas to be transverse grooved shall be grooved with a sawing device meeting the requirements of Subsection 501.03.5.5.2. Grooves shall be perpendicular to the centerline of the roadway and extend as close as possible to the edge but in no case more that two (2) feet from the edge, gutter line, etc. The tolerance for the width of the groove is +1/16" to -0" and the tolerance for the depth and spacing of the grooves is ±1/16".

501.03.18 6--Edging at Forms and Joints . After the final finish, but before the concrete

has taken its initial set, the pavement along each side of each slab, and on each side of transverse expansion joints, formed joints, transverse construction joints, and emergency construction joints shall be worked with an approved tool and rounded to the radius required by the plans. A well-defined and continuous radius shall be produced and a smooth, dense, mortar finish obtained. The surface of the slab shall not be unduly disturbed by tilting of the tool during use. At all joints, all tool marks appearing on the sl ab adjacent to the joints shall be eliminated by brooming the surface. In doing this, the rou nding of the corner of the slab shall not be Section 501 Section 501 disturbed. All concrete on top of the joint filler shall be completely removed. All joints shall be tested with a straightedge before the concrete has set, and correction made if one side of the joint is higher than the other, or if they are hi gher or lower than the adjacent slabs.

501.03.19 Surface Test. It is the intent of these speci fications that the finished surface

will have good riding qualities. The smoothness of the surface will be determ ined by using an Inertial Profiling System (IPS) that meets the requirements of Subsection 401.02.6.9 to measure and record roughness data in each designated location. Roughness data for eac h longitudinal profile will be reported as a mean roughness index (MRI). MRI is calculated by averaging the international roughness index (IRI) values from the two wheelpath profiles. The surface shall be tested and corrected to a smoothness index as described herein with the exception of those locations or specific projects that are excluded from smoothness testing with an IPS. The smoothness of the surface will be determined for traffic lanes, auxiliary lanes, climbing lane and two-way turn lanes. Areas excluded from a smoothness test with the IPS are acceleration and deceleration lanes, tapered sections, transition s ections for width, shoulders, crossovers, ramps, side street returns, etc. The roadway pavement on bridge replacement projects having 1,000 feet or less of pavement on each side of the structure will be excluded from a smoothness test. Pavement on horizontal curves having a radius of less than 1,000 feet at the centerline and pavement within the super elevation transition of such curves are excluded from smoothness testing. Smoothness testing shall terminate 15 feet from each transverse joint that separates the pavement from a bridge deck, bridge approach slab or existing pavement not constructed under the contract. During initial paving operations, either when starting up or after a long shut down period, the pavement surface will be tested with prof ilograph as soon as the concrete has cured sufficiently to allow testing. Membrane cu ring damaged during the testing operation shall be repaired by the Contractor. The purpose of this testing is to aid the Contractor and the Engineer in evaluating the paving methods and equipment. Smoothness measurements must be performed at the posted speed limit or 50 miles per hour (±5 miles per hour), whichever is lower. This sp eed requirement will be waived for all lightweight profilers. Measurements will be made in both wheel paths of exterior and interior lanes. The wheel paths shall be designated as being located three feet (3’) and nine f eet (9’) from centerline or longitudinal joint, respectively. Beginning and ending latitude and longitude coordinates shall be required on each smoothness test. Testing will also be required on sections that have been surface corrected. No smoothness testing shall be performed when there is moisture of any kind on the pavement surface. The surface will be accepted on a continuous basis for pavement smoothness. Continuous reporting is based upon all MRI values for a specified running interval. These values are averaged and presented at the midpoint of the specified running interval. The last 15 feet of a day's work may not be obtainable until the work is continued and for this reason may be included in the subsequent section. Smoothness tolerances shall be applied to concrete pavements based on the following pavement categories: Section 501 Section 501 Category A applies to the following pavement constructions.  New construction projects Category B applies to the following pavement constructions.  Rehabilitation projects For all projects, the surface smoothness data shall be reported by two MRI methods.

501.03.20 Curing and Protection . Immediately after the finishing operations have been

completed and as soon as marring of the conc rete will not occur, th e entire surface of the newly placed concrete shall be covered and cured in accordance with one of the following methods. On hot or windy days, and when di rected by the Engineer, the surface of the fresh concrete shall be kept damp by fogging with water until the normal curing operation Section 501 Section 501 can be performed. In all cases in which curing requires the use of water, the curing shall have prior right to all water supplies. Failure to provide sufficient cover material of whatever kind the Contractor may elect to use, or lack of water to adequately take care of both curing and other requirements, shall be cause for immediate suspension of concreting operations. The concrete shall not be left exposed for more than 1/2 hour between stages of curing or during the curing period. Unless otherwise specified, the curing period shall be 72 hours.

501.03.20 1--White Pigmented Membrane . The entire surface of the pavement shall be

sprayed uniformly with white pigmented curing compound immediately after the finishing of the surface and before the set of the concrete has taken place. The curing compound shall not be applied during rainfall or when there is a water sheen on the pavement. Curing compound shall be applied under pressure at the rate of one gallon to not more than 150 square feet for all surface finishes except transverse grooving. For transverse groove finishes, the application shall be at the rate of one gallon to not more than 120 square feet. The spraying equipment shall be of the fully atomizing type equipped with a tank agitator. At the time of use, the compound shall be in a thoroughly mixed condition with the pigments uniformly dispersed throughout the vehicle. During application, the compound shall be stirred continuously by effective mechanical means. Hand spraying of odd widths or shapes and on concrete surfaces exposed by the removal of forms will be permitted. Curing compound shall not be ap plied to the faces of joints to be sealed, and those faces shall be cured by other approved means for at least 72 hours. The curing compound shall be of such character that the film will harden within 30 minutes after application. Should the film become damaged from any cause within the curing period, the damaged portions shall be repaired immediately with additional compound. Upon removal of side forms, the sides of the slabs exposed shall be protected immediately to provide a curing treatment equa l to that provided for the surface.

501.03.20 2--White Polyethylene Sheeting . The top surface and sides of the pavement

shall be entirely covered with polyethylene sh eeting. The pieces used shall be lapped at least 18 inches. The sheeting shall be so placed and weighted down that it will remain in direct contact with the surface covered. Th e sheeting shall be wide enough to extend 18 inches beyond the edges of the slab being cured.

501.03.20 3--Curing in Cold Weather . When concrete is being placed and the air

temperature may be expected to drop below 35°F , a sufficient supply of straw, hay, grass, or other suitable blanketing material shall be provided to protect the work. The Contractor shall be responsible fo r the quality and strength of the conc rete placed during cold weather, and all concrete injured by frost action shall be removed and replaced at no additional cost to the State. The Department reserves the right to perform destructive or nondestructive testing for evaluation of damage caused by cold weather.

501.03.20 4--Protection of Pavement . The Contractor shall protect the pavement from

both public traffic and traffic caused by employees and agents. This shall include watchmen to direct traffic and the erection and maintenance of warning signs, lights, pavement bridges, or crossovers, etc. The plans or special provisions will indicate the location and type of device or facility required to protect the work and provide adequately for traffic. The Contractor shall have material s available at all times to protect unhardened Section 501 Section 501 concrete from rain. All damage to the pavement, occurring prior to final acceptance, shall be repaired or the pavement replaced.

501.03.21 Removing Forms . Except for auxiliary forms used temporarily in widened

areas or unless otherwise provided, forms shall not be removed from freshly placed concrete until it has set for at least 12 hours. Forms shall be removed carefully so as to avoid damage to the pavement. After the form s have been removed, the sides of the slab shall be cured as outlined in one of the methods indicated in the previous subsection. Honeycombed areas shall be satisfactorily repaired.

501.03.22 Sealing Joints . Joints to be sealed shall be filled with joint sealing material

meeting the requirements of Subsections 707.02.1.3 or 707.02.1.4, as shown on plans, and Subsection 707.02.1.5 before the pavement is opened to traffic, and as soon after completion of the curing period as is feasible.

501.03.22 1--Cleaning . Joints shall be clean, dry and frost free when the sealant is applied.

Formed joints shall be thoroughly cleaned to remove all form release agents, curing compound residue, laitance, or any other foreign materials. All joints shall be thoroughly cleaned by sandblasting each face separately to th e depth of the sealer and backer rod. The cleaning operation of existing joints shall ensu re that the concrete joint surfaces which are to receive the new joint sealant and backer rod are free of all debris, di scoloration and stain; as well as any and all other forms of contamin ation. If a clean exposed concrete surface cannot be obtained by sandblasting, the joints shall be refaced with a power driven concrete saw with diamond and/or abrasive blades. The refaced joints shall be washed and sandblasted as set forth above. Immediately prior to installation of the backer rod, the joints shall be cleaned with compressed air which is free of moisture and oil. Wiping fingers on cleaned surface of joints shall not s how evidence of dust. The joints shall be completely free of sand, oil and moisture. Material in expansion joints shall be removed to the required depth with a power saw and/or router in such a manner as not to damage the expansion material which is to remain in place.

501.03.22 2--Insta lling Backup Material . After the final cleaning, a resilient rod type

backup material shall be installed with a pos itioning device to ensure conformity with the dimensions shown on the plans. The rod shall be compatible with the sealant and no bond or reaction shall occur between the rod and the sealant.

501.03.22 3--Installing Sealant . The installation of the sealant is to be performed as soon

after placing the backer rod as reasonably possible to ensure that joints are still clean and dry. In the event a joint does become contamin ated, damp, or wet, the backer rod is to be removed and the joint cleaned and dried with a new backer rod reinstalled prior to placing the sealant. The ambient temperature at time of placement must be 40°F or higher. The sealant shall be applied by pumping only. The pump shall be of sufficient capacity to deliver the necessary volume of material to completely fill the joint to the specified width and height of sealant in one pass. The nozzl e shall be of sufficient size and shape to introduce the sealant inside the joint with sufficient pressure to prevent voids occurring in the sealant and force the sealant to make contact with the join t faces. The sealant shall be tooled to provide the specified recess depth, thickness and shap e as shown on the plans. Section 501 Section 501 Sufficient force or pressure shall be applied to the sealant in this tooling operation to force the sealant against the joint faces to ensure satisfactory wetting and bonding. The sealant shall be placed to reasonably close conformity with dimensions and shape shown on the plans. Any unreasonable deviation will be cause for rejection and necessary corrective action will be made by the Contractor.

501.03.22 4--Cleaning Pavement . After a joint has been sealed, all surplus sealant on the

pavement shall be promptly removed.

501.03.23 Opening to Traffic . The Engineer will decide when the pavement may be

opened to traffic. The pavement shall not be opened to traffic until test specimens have attained a compressive strength of 3500 pounds per square inch. If such tests are not performed, the pavement shall remain closed to traffic for 14 days, or 28 days if Type IP cement or Type I or II cement with fly ash is used, from the date of placement. Prior to opening to traffic, the pavement shall be cleaned.

501.03.24 Tolerance in Pavement Thickness . The thickness of the pavement will be

determined from cores taken in accordance with Subsection 501.03.24.1 and tested in accordance with Subsection 700.03. Holes remaining in the pavement after coring shall be completely filled by the Contractor, at no additional cost to the State, with concrete of the same quality as used to construct the pavement. It is anticipated that when concrete paveme nt is placed over an asphalt treated base, the concrete may penetrate the asphalt treated base . Volumes of concrete that penetrate the asphalt treated base will not be included in the volume of concrete pavement to be paid for. When cores are taken to determine the thickness of concrete pavement, it is anticipated a layer of asphalt treated base will adhere to the bottom of the core. Prior to determining the thickness of the concrete pavement, all particles of asphalt treated base will be removed from the bottom of the core. Measurement of core thicknesses will be made from top of concrete pavement to the top of the asphalt treated base.

501.03.24 1--Thickness Determination . For the purpose of establishing adjusted unit

prices for pavement, units to be considered separately are defined as 1000 linear feet of pavement in each traffic lane. Each traffic lane will be divided into units of 1000 feet of pavement, excluding exceptions and omissions, beginning at the end of the pavement nearest the Beginning of Project. The last unit in each lane will be the length remaining except that if the length is less than 100 feet, it will be included in the previous unit. Each project under the same contract will be separated into units independently of the other projects. One core will be taken at random by the Department in each unit. If the measurement of the core from a unit is not de ficient more than 0.2 inch from the plan thickness, full payment will be made. When the measurement is deficient by more than 0.2 inch and not more than 1.0 inch from the plan thickness, that measurement will represent the one-third of the section in which it falls, and one additional core will be taken at random in each of the remaining thirds of the section. The average thickness of these three cores will determine the average thickness for that unit. An adjusted unit price as provided in Subsection 501.05.2 will be paid for the unit represented. Other areas such as intersections, entrances, crossovers, ramps, etc., will be considered as separate units, and the thickness of each unit will be determined separately. Small irregular unit areas may be included as part of anothe r unit. The areas to be included in each unit Section 501 Section 501 will be predetermined. At points the Engineer may select at random in each unit, one core will be taken for each 1000 square yards of pavement, or fraction thereof, in the unit. If the core taken is not deficient more than 0.2 inch from the plan thickness, full payment will be made. If the core is deficient in thickness by more than 0.2 inch but not more than 1.0 inch from plan thickness, two additional cores will be taken at random from the area represented and the average of the three cores determined. If the average measurement of these three cores is not deficient more than 0.2 inch from the plan thickness, full payment will be made. If the average thickness of the three cores is deficient more than 0.2 inch but not more than 1.0 inch from the plan thickness, an adjusted unit price as provided in Subsection 501.05.2 will be paid for th e area represented by these cores. In calculating the average thickness of the pave ment, measurements which are in excess of the specified thickness by more than 0.2 inch will be considered as the specified thickness plus 0.2 inch, and measurements which are less than the specified thickness by more than 1.0 inch, excluding exploratory cores, will be considered as the specified thickness minus 1.0 inch in the average. When the measured thickness of a core is less than the plan thickness by more than 1.0 inch, the actual thickness of the pavement in this area will be determined by taking exploratory cores at not less than 10 foot interv als parallel to the centerline in each direction from the affected location until in each directi on a core is found which is not deficient by more than 1.0 inch. Areas found deficient in thickness by more than 1.0 inch will be evaluated by the Engineer; and if in the judgment of the Engineer, the deficient areas warrant removal, they shall be removed and replaced with pavement of the thickness shown on the plans without cost to the Department. If the Engineer determines that the deficient areas do not warrant removal, the pavement may be left in place with no payment to the Contractor, or may be removed and replaced at the Contractor's option. Exploratory cores for deficient thickness will not be used in averages for areas for adjusted unit price.

501.03.24 2--Alternate to Coring . For contracts that involve the placement of less than

7,500 square yards of pavement, cores will not be taken unless the State Materials Engineer elects to do so. For such contracts, the Project Engineer’s measurements will be used to determine the pavement thickness as follows: The Engineer will accurately measure, by taut stringline or instrume nt from referenced grades, and record the grade on which the pavement is to be placed. After the pavement is in place, the Engineer will accurately measure and record the grade of the top of the pavement above each point where the initial measurements were made. From the measurements thus made, the thickness of each area will be determined, unless the State Materials Engineer elects to take the cores as provided in this subsection. In the latter case the measurements made from cores will govern.

501.03.24 3--Pavement Cracking . Concrete pavement with full-depth cracks or

misplaced joints shall be removed and replaced at no additional expense to the Department. Load transfer devices shall be established in these replaced panels in a manner sufficient to meet the designed load transfer requirements of the original pavement. Any partial depth surface cracking or other su rface distress shall be immediately repaired Section 501 Section 501 by the Contractor at no additional expense to the Department. The Contractor shall submit to the Engineer for concurrence, a plan describing the materials and methods to be used when making these repairs. Concurrence with the plan does not relieve the Contractor from providing a satisfactory repair at the time of final inspection of the project. Should the repair fail to produce satisfactory results pr ior to the final inspection of the project, the Contractor shall develop and submit a new plan for repairing the cracked or distressed areas.

501.04 Method of Measurement . Concrete pavement will be measured by the square

yard complete in place and accepted. The wi dth for measurement will be the plan width, including widening where called for, or as otherwise authorized in writing by the Engineer. The length will be measured horizontally in accordance with Section 109. Where integral or raised edge curb is constructed, the width of the pavement will include the width of the curb. When specified for payment, expansion joints complete and accepted, will be measured by the linear foot. Reinforced concrete lug anchors w ill be measured by the linear foot. Reinforcement and other materials for which no pay item is included in the contract will not be measured for separate payment. When rehabilitating existing pavement, dowels will be measured per each and wooden joint filler board shall be measured by the linear foot. All concrete removed will be measured by the square yard under pay item 202-B. When a pay item is included in the contract, transverse grooving will be measured by the square yard, complete in place and accepted. For bridge decks, the quantity will be computed by measuring the limits of transverse grooving shown in the plans. When not shown, the quantity will be computed by measuring the bound area between the face of barrier rail and the length of the span. For concrete and bridge end pavements, the quantity will be computed by measuring by the limits of transverse grooving shown in the plan. When not shown, the quantity will be comput ed by measuring the bound area between the edge of pavement and the length of the pavement.

501.05 Basis of Payment.

501.05.1 General . Concrete pavement will be paid for at the contract unit price per square

yard, adjusted when applicable in accordance with Subsections 501.05.2 and 501.05.3. Expansion joints will be paid for at the contract unit price per linear foot. Reinforced concrete lug anchors will be paid for at the contract unit price per linear foot. Transverse grooving, measured as prescribed above, will be paid for at the contract unit price per square yard, which price shall be fu ll compensation for all grinding, cleaning and sweeping, and for all labor, equipment, tools and incidentals necessary to complete the work. Section 501 Section 501 When rehabilitating existing pavement, dowel bars and expansion board will be paid for at the contract unit price per each and linear foot, which shall be full compensation for furnishing all labor, equipment, tools and ma terials to complete th e work. No separate payment will be made for cutting off dowel bars left in the existing pavement. Unless otherwise noted, the price for dowel replacement work shall include the cost of continuous maintenance of traffic and prot ective services as required by the Department's Traffic Control Plan. This shall include all required individual traffic control devices. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 501-A: ___" Reinforced Cement Concrete Pavement, _______ Finish - per square yard 501-B: ___" Plain Cement Concrete Pavement, _____ Finish - per square yard 501-C: ___" Continuously Reinforced Cement Concrete Pavement, ______ Finish - per square yard 501-D: Expansion Joints with Dowels - per linear foot 501-E: Expansion Joints without Dowels - per linear foot 501-F: Concrete Lug Anchors - per linear foot 501-G: Dowels, Drilled and Installed - per each 501-H: Dowels, Installed - per each 501-I: Joint Filler, Wooden Board - per linear foot 501-J: Blank 501-K: Transverse Grooving - per square yard

501.05.2 Price Adjustments for Thickness . Where the average thickness of pavement

determined in accordance with Subsection 501.03.24.1, or w ith Subsection 501 .03.24.2, is deficient in thickness by more than 0.2 inch, but not more than 1.0 inch, payment will be made at an adjusted price as sp ecified in the following table: Thickness Deficiency Inches Propo rtional Part of Contract Price Allowed 0.0, 0.1, 0.2 100 percent 0.3 80 percent 0.4 72 percent 0.5 68 percent 0.6, 0.7, 0.8 57 percent 0.9, l.0 50 percent Section 501 Section 501 When the thickness of an area of pavement is deficient by more than 1.0 inch and, in the judgment of the Engineer, the deficient area should be removed, the area shall be removed and replaced at no additional costs the State with pavement of the specified thicknesses. If, in the judgment of the Engineer, the defici ency does not warrant removal, the deficient area may be left in place with no payment to the Contractor, or may be removed and replaced at no additional cost to the Department, at the Contractor's option. 501.05.3--Price Adjustments for Smoothness. For all concrete projects, when the MRI for the final surface is less than or equal to fo rty-five inches per mile (45.0 inches / mile) on the long interval report, a unit price increa se will be added. The adjusted unit price will be computed using the contract unit price of the concrete pavement. This adjusted unit price will apply to the total area for the lane width represented by given segment. Projects will be considered for incentive pay based on the following guidelines for the long interval surface lift MRI. Mean Roughness Index (inches / mile) Contract Price Adjustment (Per Square Yard of PCC Pavement) less than 30.0 plus 0.64 percent 30.0 to 35.0 plus 0.48 percent 35.1 to 40.0 plus 0.32 percent 40.1 to 45.0 plus 0.16 percent 45.1 to 50.0 100 percent Over 50.0 100 percent (With Correction to Required MRI) In addition to the above pay incentive factors, a project may be subject to a disincentive when the MRI for the final su rface exceeds the allowable tole rance. This applies to all project categories and will correlate to the maximum allowed long interval MRI. Mean Roughness Index (inches / mile) Adjustment Price (Per Square Yard of PCC Pavement) Above 20.1 Over REMOVE AND REPLACE 15.1 to 20.0 Over minus 3.2 percent 10.1 to 15.0 Over minus 2.4 percent 5.1 to 10.0 Over minus 1.6 percent 0.1 to 5.0 Over minus 0.8 percent Required Surface MRI 100 percent Note: All incentives and disincentives will be based on a single smoothness test, following all required localized roughness (short interval) corrective action, of the newly paved surface. Corrective action must be taken on those sections that exceed the ‘Remove and Replace’ threshold on the Long Continuous Interval as directed by the Project Engineer. Additional smoothness testing shall be required on sections following replacement and will be required to meet at least the maximum surface MRI short of ‘Remove and Replace’ tolerance. For concrete pavement other than main-line pavement, the surface will be tested using a Section 501 Section 501 10-foot straightedge at locations selected by the Engineer. The variation of the surface from the testing edge of the straightedge between any two contacts, longitudinal or transverse with the surface, shall not exceed 1/ 4 inch. Irregularities exceeding the specified tolerances shall be corrected, at no additional co st to the State, by the Contractor with an approved profiling device or by other means as directed by the Engineer. Following correction, the area will be retested to veri fy compliance with the specified tolerances. SECTION 502 - CONCRETE BRIDGE END PAVEMENT

502.01 Description . This work consists of bridge end pavement of concrete with

reinforcement as shown on the plans, constructed in one course on a prepared base in accordance with these specifications, and in r easonably close conformity with the lines, grades, thickness, and cross section shown on the plans or as directed. 502.02--Materials . On bituminous paving contracts, concrete for this work may be Class "B" Structural Concrete meeting the applicable requirements of Subsection 804.02. Sampling and testing of concrete for acceptance and control purposes shall be in accordance with Subs ection 804.02.3. Reinforcing steel shall meet the requirements of Subsection 711.02.

502.03 Construction Requirements .

502.03.1 General . The requirements specified for concrete pavement in Section 501,

shall apply in all respects to bridge end pave ment except where otherwise indicated in the specific requirements belo w, or on the plans. When the plans specify a certain thickness of asphalt under the bridge end pavement, the Contractor may substitute Class "B" Structural Concrete base in lieu of the asphalt. The concrete base shall be constructed in one course on a prepared base in accordance with these specifications, and in reasonably close co nformity with the lines, grades, thickness, and typical cross-sections as shown on the plans or as directed. The concrete base will be allowed to cure 24 hours prior to placement of the bridge end pavement. A one-inch premolded expansion joint will be required along the face of the paving bracket. See Section 403 for measurement and payment of substituted concrete base material.

502.03.2 Specific Requirements .

502.03.2 1--Final S creeding and Finishing . The final screeding shall be performed by

hand methods. The concrete shall be screeded longitudinally using the bridge floor for a gauge on one end, and a temporary bulkhead cu t and securely installed true to crown and grade on the other end. In the event the concrete pavement, adjacent to the bridge end pavement, has been previously poured, the end of the pavement shall be used as a gauge in lieu of the temporary bulkhead. The final finish of the bridge end pavement shall be that designated on the plans. If a finish is not designed, the finish shall be transverse tined finish.

502.03.2 2--Joints . Concrete bridge end pavement shall be constructed monolithically,

unless construction joints are speci fically indicated on the plans. Section 502 Section 502

502.04 Method of Measurement . Concrete bridge end pavement, complete in place and

accepted, will be measured as sp ecified in Subsection 501.04.

502.05 Basis of Payment . Concrete bridge end pavement will be paid for at the contract

unit price per square yard in accordance with the methods as provided in Subsection 501.05, which price shall be full compensation for completing the work. Payment will be made under: 502-A: Reinforced Cement Concrete Bridge End Pavement - per square yard SECTION 503 - REPLACEMEN T OF CONCRETE PAVEMENT

503.01 Description . This work consists of replacing continuously reinforced concrete

pavement (CRCP), jointed reinforced concrete pavement (JRCP), or plain jointed concrete pavement (JCP) and the removal and replacement of base materials at locations designated on the plans or as determined by the Engi neer, all in accordan ce with the plans and specifications.

503.02 Materials. Materials shall meet the requirements of Subsection 700.01 and the

following Subsections of Division 700, Materials and Tests. Cement ........................................................................................... 701.01 and 701.02 Fine Aggregate ............................................................................... 703.01 and 703.02 Coarse Aggregate ........................................................................... 703.01 and 703.03 Concrete Admixtures ........................................................................................ 713.02 Water ................................................................................................................ 714.01 Concrete Reinforcem ent Bars ........................................................................... 711.02 Longitudinal Joint Filler ................................................................................... 707.02 Curing Material s ............................................................................................... 713.01

503.03 Construction Requirements.

503.03.1 Equipment . Equipment shall meet the requirements set out in Section 501 for

hand placement and finishing concrete paveme nt. Batching and mi xing equipment shall meet the applicable requirements of Section 804. On-site mixers or truck mixers will be permitted.

503.03.2 Removal of Existing Pavement.

503.03.2 1--General. Existing pavement shall be removed in accordance with details

shown on the plans and as specifically set out herein. Removal will be measured for payment as set forth in Section 202. The Contractor shall dispose of the concrete in accordance with Section 201. Equipment and methods used in all of the work shall not damage any of the underlying base and materials that are to remain in pl ace. All materials which are removed from the roadway shall be disposed of daily. 503.03.2.2--Jointed Reinforced Concrete Pavement (JRCP) . The removal of existing Section 503 Section 503 reinforced concrete pavement shall be accomplished by sawing the full thickness of the pavement along the edge of the repaired areas as shown on the plans and/or as directed by the Engineer.

503.03.2 3--Continuously Reinforced Concrete Pavement (CRCP). The pavement

within the lap area shall not be disturbed, da maged, or removed until the continuity of the concrete and steel has been severed between th e failed area and the lap area. This shall be accomplished by sawing the full th ickness of the pavement along the edge of the lap area. Jack hammers used for cutting and removal of the concrete in the lap area shall not exceed 20 pounds. The concrete in the lap area shall be removed in such a manner to result in a near vertical face at the saw line of the repair area. A chipping type removal is required to prevent spalling the bottom of the pavement to remain. Any spalling in excess of one and one-half inches shall be corrected by enlarging the repair area at no additional cost to the State. All shattered and damaged concrete shall be removed and the exposed faces cleaned. The reinforcing steel in the lap area shall not be bent more than four inches in twenty inches from its original position. Where more than 10 percent of the steel is damaged in the lap area along any one edge of a removed area, the pa tch shall be enlarged at no additional cost to the State to provide the specified lap. Wher e less than 10 percent of the steel is damaged, the bars may be repaired by welding. The steel shall be inspected for excessive ru sting and evidence of distress during the removal process. The Engineer may enlarge the patch to remove deteriorated steel from the lap area. When the patch is enlarged by the Engineer, payment will be made for such removal.

503.03.2 4--Plain Jointed C ement Concrete Pavement (JCP). The removal of existing

plain concrete pavement shall be accomplis hed by sawing the full thickness of the pavement along the edge of the repaired areas as shown on the plans and/or as directed by the Engineer.

503.03.3 Removal of Base Material . Base material referred to herein and on the plans

shall be all types of material below the paveme nt that requires removal and backfill. The material shall be removed to the dimensions and depths designated by the Engineer. Removal of all undercut materials shall be in accordance with Section 202 and measured for payment by the square yard of base. The Contractor shall dispose of the material in accordance with Section 201.

503.03.4 Installation of Smooth Dowel Bars . Smooth dowel bars shall be installed in

accordance with details shown on the plan s and as specifically set out herein. The commercial grout system used shall be one of the systems specified in Subsection

714.11.7 Installation and acceptance pr ocedures are also included therein.

After the dowel bars are installed, the placeme nt of reinforcing steel and any other work that may disturb the setting of the grout will not be permitted.

503.03.5 Installation of Tie Bars . The tie bars, except when directed otherwise on the

plans, shall be No. 5 deformed bars, 30 inch es long, placed on 24-inch centers and grouted Section 503 Section 503 using a commercial grout. The drilled holes sh all be partially filled with an epoxy grout and the tie bars inserted to ensure that the holes are completely filled. The commercial grout system used shall be one of the systems specified in Subsection

714.11.7 Installation and acceptance pr ocedures are also included therein.

After the tie bars are installe d, the placement of reinforcing steel and any other work that may disturb the setting of the grout will not be permitted.

503.03.6 Base and Pavement Replacement. Repair of the base and pavement shall conform to the requirements set forth herein and details shown on the plans. The exposed

faces of the concrete pavement, the soil cement base and/or polyethylene covering the base repair shall be sprayed with water just prior to pouring the new slab. The applicable provisions of Section 501 shall be adhered to with the following exceptions:

503.03.7 Opening to Traffic. The traffic lane shall be opened within 72 hours of concrete placement and may be opened earlier if a 2500 psi compressive strength is obtained and

verified by a cylinder break or maturity meter probe. The approval of the Engineer must be obtained prior to opening the lane. Side forms shall be removed and the shoulder repaired with asphalt pavement, and the ar ea cleared of equipment and waste materials prior to opening to traffic. The sampling and testing frequency for concrete test cylinders shall be at least two cylinders per day per section of lane for which an individual lane closure is effected and concrete pavement is replaced. The Contractor must make arrangements to have the concrete compressive cylinders tested by an acceptable commercial laboratory. Re sults from laboratory tests may be accepted verbally to expedite the opening of traffic to a section of closed roadway, but the Contractor must furnish the Engineer with certified test reports within three days. Any misrepresentation of test cylinders which allows traffic to be opened in areas that did not meet minimum requirements will result in the Contractor removing and replacing the repair(s) represented by the cylinder at no additional cost to the State. If the Contractor has previously developed the strength/maturity relationship for the mixture, an approved maturity meter probe may be used to determine concrete strengths. A maturity meter probe shall be inserted into the last concrete placed that represents the pavement area to be tested. The maximum amount of concrete which may be represented by a maturity meter probe is 50 cubic yards. The pavement may be opened to traffic when maturity meter reading indicates that the required in place streng th is obtained. Procedures for using the maturity meter and developing the strength/maturity relationship shall follow the requirements of AASHTO T325. Validation of the maturity curves shall be made at least once for every 500 cubic yards produced of each concrete mixture used. Validation of the maturity curve shall be considered acceptable when the results of compressive strength tests are within 10% of the predicted value determined by the maturity curve. If the 10% requirement is not met, the existing maturity curve shall no longer be used and a new maturity curve shall be developed prior to continuing to use the maturity method to estimate the in-place compressive strength. Technicians using the maturity meter or calculating strength/maturity graphs shall be required to have at least two hours of traini ng prior to using the maturity equipment. Training and maintaining a list of approved ma turity technicians shall be the responsibility of the Mississippi Concrete Industries Association.

503.04 Me thod of Measurement . Replacement of the concrete pavement will be

measured for payment by the square yard complete in place. Saw cuts will be measured for payment by the linear foot when a pay item is included in the contract proposal. Concrete for base repair will be measured by the cubic yard complete in place. Smooth dowel bars and tie bars will be measured per each complete in place. Section 503 Section 503 No separate measurement will be made for reinforcing steel, wire mesh, longitudinal joints, polyethylene sheeting and asphalt pavement for repair of shoulders and maintenance of traffic items required. The plans may also provide for welding of the reinforcing steel as an optional method available to the Contractor. This method reduces the width of the lap area from 20 inches to eight inches which will reduce the size of the repair areas. If the Contractor elects to use the optional method, the subsequent reduction in plan quantities will not be justification for adjustment of contract unit prices as provided in Subsection 104.02.

503.05 Basis of Payment. The accepted quantities of saw cuts, concrete for base repairs,

smooth dowel bars, tie bars, and concrete pavement will be paid for at the contract unit prices which shall be full compensation for completing the work, furnishing all labor, equipment, tools, materials, and bituminous plant mix required for shoulder repair. Removal and disposal of pavement and base materials shall be made under appropriate items under Section 202. The price for each item of work shall include the cost of continuous maintenance of traffic and protective services as required by the De partment's Traffic Control Plan. This shall include all required individual traffic control devices. Payment will be made under: 503-A: ___" and Variable Type Concrete Pavement, Type Finish - per square yard 503-B: Saw Cut, Longitudinal Joints - per linear foot 503-C: Saw Cut, ___" - per linear foot 503-D: Concrete for Base Repair - per cubic yard 503-E: Tie Bars, No. ___ Deformed, Drilled and Epoxied or Grouted - per each 503-F: ___" Smooth Dowel Bars, Drilled and Epoxied or Grouted - per each SECTION 508 - SILICONE SEALED JOINTS

508.01 Description. This work shall consist of clean ing and sealing joints in accordance

with the plans and these specifications.

508.02 Materials . The silicone sealant material used in this construction shall meet the

requirements of Subsection 707.02.1.4. The backer rod shall meet the requirements of Subsection 707.02.1.5.

508.03 Construction Requirements.

Section 508 Section 508

508.03.1 Cleaning. Joints shall be clean, dry and fros t free when the sealant is applied.

Formed joints shall be thoroughly cleaned to remove all form release agents, curing compound residue, laitance, or any other foreign materials. All joints shall be thoroughly cleaned by sandblasting each face separately to th e depth of the sealer and backer rod. The cleaning operation of existing joints shall ensu re that the concrete joint surfaces which are to receive the new joint sealant and backer rod are free of all debris, discoloration and stain, as well as any and all other forms of contamin ation. If a clean exposed concrete surface cannot be obtained by sandblasting, the joints shall be refaced with a power driven concrete saw with diamond and/or abrasive blades. The refaced joints shall be washed and sandblasted as set forth above. Immediately prior to installation of the backer rod, the joints shall be cleaned with compressed air which is free of moisture and oil. Wiping fingers on cleaned surface of joints shall not s how evidence of dust. The joints shall be completely free of sand, oil and moisture. Material in expansion joints shall be removed to the required depth with a power saw and/or router in such a manner as not to damage the expansion material which is to remain in place.

508.03.2 Installing Backup Material. When shown as a requirement of the contract and

after the final cleaning, a resilient rod type backup material shall be installed with a positioning device to ensure conformity with the dimensions shown on the plans. The rod shall be compatible with the sealant and no bond or reaction shall occur between the rod and the sealant. Unless otherw ise designated, the rod diameter shall be one-eighth of an inch (1/8") greater than the joint width.

508.03.3 Installing Silicone Sealant. The installation of the sealant is to be performed

as soon after placing the backer rod as reasona bly possible to ensure that joints are still clean and dry. In the event a joint does be come contaminated, damp, or wet, the backer rod is to be removed and the joint cleaned and dried with a new backer rod reinstalled prior to placing the sealant. The ambient temperature at time of placement must be 40°F or higher. The sealant shall be applied by pumping only. The pump shall be of sufficient capacity to deliver the necessary volume of ma terial to completely fill the joint to the specified width and height of sealant in one pa ss. The nozzle shall be of sufficient size and shape to introduce the sealant inside the join t with sufficient pre ssure to prevent voids occurring in the sealant and force the sealant to make contact with the joint faces. This is especially critical in large joints. The sealant, if not of the self-leveling type, shall be tooled to provide the specified recess depth, thickness and shape as shown on the plans. Sufficient force or pressure shall be applied to the sealan t in this tooling operation to force the sealant against the joint faces to ensure satisfactor y wetting and bonding. The sealant shall be placed to reasonably close conf ormity with dimensions and sh ape shown on the plans. Any unreasonable deviation will be cause for rej ection and necessary corrective action will be made by the Contractor.

508.03.4 Cleaning Pavement . After a joint has been sealed, all surplus sealant on the

pavement shall be promptly removed.

508.03.5 Opening to Traffic. Traffic shall not be permitted over the sealed joints until

the sealant is tack free.

508.04 Method of Measurement. Silicone sealed joints will be measured by the linear

foot. Section 508 Section 508

508.05 Basis of Payment. Silicone sealed joints will be paid for at the contract unit price

per linear foot, which shall be full compensation for satisfactorily completing the work. The price for this work shall include the cost of continuous maintenance of traffic and protective services as required by the Department 's Traffic Control Plan. This shall include all required individual traffic control devices. Payment will be made under: 508-A: Silicone Sealed Joints - per linear foot SECTION 510 - REPAIR OF CONCRETE PAVEMENT

510.01 Description. This work consists of surface preparation, including cleaning, and

placement of polymer concrete in spalled ar eas of concrete pavement, or other areas directed by the Engineer, in accordance with these specifications and in reasonably close conformity with the lines and grades of the existing pavement.

510.02 Materials. The polymer concrete shall be one of the approved materials listed in

the MDOT’s “Approved Products List” un der the List of Approved Rapid Setting Commercial Grouts and Patching Compounds for use in the repair of punch-outs (spall repairs) in concrete pavements.

510.03 Construction Requirements.

510.03.1 Surface Preparation. All spall areas one inch in diameter or larger shall be

cleaned and prepared for receiv ing the polymer concrete. The Contractor shall remove all loose, cracked or deteriorated concrete from the spalled areas using a mason or shop hammer and if necessary, a jack hammer not la rger than 20 pounds. Spalled areas shall first be sand blasted, or other method approve d by the Engineer, until concrete exhibits an obvious color change, and then air blasted to remove all loose debris.

510.03.2 Manufacturing and Placing of Polymer Concrete . Spalled areas must be

completely dry prior to prim ing and placement of polymer co ncrete. Priming resin shall be mixed according to the manufacturer's published recommendations. The entire area of spalls plus an additional two inches around th e circumference of the area shall be primed using a brush. Priming resin may be allowed to gel prior to placing resin/aggregate. The resin shall be mixed with the aggregat e in accordance with the manufacturer's recommendation until the aggregate is thoroughly wetted with the resin. The Contractor shall first fill, tamp, trowel and screed the spalled area parallel to the centerline of the roadway, then apply a surface coat of dry graded aggregate and tamp into wetted aggregate to provide skid resistance. The polymer concrete shall be allowed to cure for two (2) hours prior to opening the area to traffic.

510.04 Method of Measurement. Graded aggregate and resin used in polymer concrete

pavement repair of spalled areas will be meas ured by the cubic foot of aggregate and by Section 510 Section 510 the gallon for resin. Catalyst will not be measured for separate payment.

510.05 Basis of Payment. Graded aggregate and resin, m easured as provided above, will

be paid for at the contract unit price per cubic foot of aggregate and gallon of resin, which price shall be full compensation for all surface preparation, cleaning, priming, placing of polymer concrete, disposal of all surplus material; and for all materials, equipment, tools, labor and incidentals necessa ry to complete the work. Payment will be made under: 510-A: Graded Aggregate - per cubic foot 510-B: Resin - per gallon SECTION 511 - PREROLLING EXISTING PAVEMENT

511.01 Description . This work consists of prerolling existing pavement to determine

construction procedures required under other provisions of the contract.

511.02 Blank .

511.03 Construction Requirements .

511.03.1 Equipment . The roller shall consist of a si ngle-axle trailer-type roller or a

loaded truck having a single rear axle. The ax le shall be loaded to a gross weight equal to or greater than the maximum legal load for a tandem axle on the highway on which the project is located but not to exceed 25 tons , and the Contractor sh all provide the means necessary for the Engineer to determine that these weight requirements are being met. The wheels shall be equipped with pneumatic tires capable of being inflated to a minimum inflation pressure of 100 psi. Tires may contain liquid if the Contractor so desires. The Contractor shall provide the Engineer with verification of gross axle weight and tire pressures. If a trailer type roller is used, it shall be towed by a rubber tired prime mover capable of maintaining a speed of two miles per hour. The prime mover with roller attached shall be capable of executing a 180° turn within a width of 30 feet.

511.03.2 Protection . Rolling shall be conducted so as to avoid damage to existing

structures and features designated to remain. Damage to such structures and features shall be repaired or the items replaced, in kind, at no additional cost to the State. The loaded roller shall not encroach upon bridge end pavement or, in the absence of bridge end pavement, within 20 feet, or greater distance when directed, of bridge abutments except under specific authority granted to cross a bridge. Live loadings on any bridge shall not exceed the statutory loading permitted on the bridge except the Department may consider an overload permit for individual cases. All pertinent information, including proposed frequency and size of loadings and type and exact location of bridges shall be furnished the Department in order that a comprehensive study may be made. Section 511 Section 511 Loading limits on bridges under the jurisdiction of agencies other than the Department are set by the agencies, independently of statutory limits and the Department.

511.03.3 Construction Methods . The sequence of rolling and the operating speed of the

roller shall meet the approval of the Engineer. A roller coverage is defined as a single pass over a single traffic lane. Generally, one coverage will be sufficient to determine slabs requiring treatment. Extra coverages may be required when necessary to confirm slabs to be treated. It is the intent of this specification to hold the rolling operation to a minimum, and rolling coverages considered unnecessary by the Engineer are to be omitted. Prerolling may begin as early as 4:00 A.M. and continue as long as the surface temperature of the pavement remains below 85°F. The above work shall be included and correlated with the general sequence of operations set out in Subsection 403.03.5.2.

511.04 Me thod of Measurement . Prerolling will be measured by the square yard. The

area of prerolling will be computed by using the horizontal length along the centerline of the roadway and the width, unless otherwise specified, of the concrete pavement in or under the traffic lane being prerolled. Only areas designated by the Engineer to be rolled will be measured for payment. Preliminary and stability testing as provided in Section 512 will not be included in measurement for prerolling.

511.05 Basis of Payment . Prerolling will be paid for at the contract unit price per square

yard, which shall be full compensation for completing the work. Payment will be made under: 511-A: Prerolling - per square yard SECTION 512 - PRESSURE GR OUTING CONCRETE PAVEMENT

512.01 Description . This work consists of locating unstable concrete pavement, drilling

of holes and the pumping of a slurry type grout mixture to stabilize and underseal the pavement. The grout mixture shall form a hard and insoluble mass that will effectively fill the voids. Pavement that remains unstable after an initial undersealing and stabilizing attempt shall be re-grouted as directed by the Engineer. When an asphalt overlay is required, it shall be the Contractor's responsibility to schedule operations in such a manner that the first cour se of overlay will be placed at the earliest practicable time and no later th an fourteen days after the pavement has been stabilized. When designated on the plans, this work shall also consist of drilling holes in the shoulder adjacent to cracks at the edge of the pavement and the pumping of a slurry type grout Section 512 Section 512 mixture to fill the cracks to the surface of the cement treated sh oulder. If in the Engineer's opinion, the type of grout being used proves to be unsatisfactory, the Contractor shall switch to a Type 5 grout at no change in contract price.

512.02 Materials . Materials used in the work shall meet the requirements specified in

the following Sections or Subsections: Cement Types I or III ............................................................................................ 701 Calcium Chloride, Ty pe I * .............................................................................. 714.02 Fly Ash, Class C or F ....................................................................................... 714.05 Water ........................................................................................ 714.01.1 and 714.01.2 Fine Aggregate ** ............................................................................................ 703.18 Limestone Dust ............................................................................................. 512.02.1 * The Materials Engineer may approve other commercially available accelerators which may be substituted for calcium chloride. ** Fine aggregate shall meet the requir ements of Subsection 703.18 except that mortar making properties are not required.

512.02.1 Limestone Dust . The source of the material sha ll be approved by the Engineer

and meet the following gradation requirements: SIEVE PRECENT PASSING No. 30 ......................................................... 95 - 100 No. 200 ......................................................... 20 - 100

512.02.2 Proportioning Grout Mixture . The bid item will designate the type or types

of grout mixture which shall consist of propor tions listed in the table below. The mixing water shall be that quantity which will produce a grout of such consistency that the time of efflux from the flow cone will be a minimum of 16 seconds and a maximum of 22 seconds. Upon approval of the Engineer, a wetting agent may be added to the water to reduce surface tension and increase flowability of the grout mixture. The consistency will be determined by Mississi ppi Test Method MT-56. Cement, fly ash, limestone dust, and/or fine aggregate may be added in the proper proportions to a mixed batch to produce the required consistency provided the cement factor is not reduced to less than specified. Grout Mixtures Percent by Weight Of Dry Materials Dry Materials Types 5 6 Cement 30 25 Fly Ash 70 - Fine Sand - 75 Calcium Chloride * * * As prescribed in Subsection 512.03.1 It shall be the Contractor's responsibility to have the grout mixture in its final position Section 512 Section 512 within one hour after adding the mixing water.

512.03 Construction Requirements .

512.03.1 Weather Limitations . Pressure grouting shall not be performed when the

subgrade contains an abnormal amount of moisture as evidenced by standing water on the pavement or in joints or cracks. The air te mperature shall be above 40°F in the shade or 35°F and rising before starting any grout pumping operation. The following temperature ranges shall control the quantity of calcium chloride to be included in the grout mixture: Atmospheric Percent Calcium Chloride Temperature By Weight Of Cement 35 - 55°F 5 56 - 69°F 4 70 - 79°F 3 80 - 89°F 2 90°F and above 1 The quantity shall be as prescribed unless otherwise directed by the Engineer. Upon approval of the Engineer, the calcium chloride may be reduced in quantity or eliminated as required with the use of Class "C" fly ash. The calcium chloride shall be thoroughly pre- mixed in the mixing water.

512.03.2 Equipment . The equipment shall be that cust omarily used in pressure grouting

of earthen embankments or mud-jacking of concrete pavement. It shall consist of no less than the following:

512.03.3 Testing .

512.03.3 1--General . When testing is required, it is intended to locate all pavements

having a deflection exceeding 0.030 of an inch. Testing may begin as early as 4:00 A.M. and continue as long as the surface temper ature of the pavement remains below 85°F.

512.03.3 2--Preliminary Testing by the Department. When the pavement has been

tested and marked by the Department, preliminary testing will not be required by the Contractor.

512.03.3 3--Preliminary Testing by the Contractor. When the contract includes a unit

bid price for testing and it has not been performed by the Department, all of the project or designated areas shall be tested by the Contractor. Testing shall be performed as follows: One set of gauges will be positioned on each si de of a joint or crack near the pavement edge. The gauges will be zeroed with no load on either side of the joint or crack. The test truck will then be moved into position and stoppe d with the center of the nearest test axle about one foot from the joint or crack and the outside test wheel about one foot from the pavement edge. The gauges will be read and the test truck will then move across the joint or crack to a similar position for a second read ing of the gauges. This operation will be repeated for each joint or crack to be tested. The inspector will be responsible for reading the gauges and subsequent recording. All locations with movement of more than 0.030 of an inch will require pressure grouting. When testing shoulders, gauge positioning and testing shall be the same as indicated above for roadway pavement. The Engineer may adjust the position of the gauges to meet field conditions.

512.03.3 4--Stability Testing . After the designated areas have been pressure grouted in

accordance with these specifications, they shall be retested in accordance with Subsection

512.03.3 3 when the contract includes a unit bid price for testing.

Any undersealed pavement with movement of 0.030 of an inch or more shall be re-grouted and tested as directed. Any pavement which continues to show movement in excess of that specified after two properly performed groutings may be accepted, or the slab may be removed and replaced as directed by the Engineer.

512.03.4 Drilling Holes . The hole pattern and pumping sequence shown on the plans

shall be used, except when modified to use drilling holes made from previous undersealing work. The Contractor may alter the hole pattern with the Engineer's approval. However, only the actual number of holes drilled will be measured for payment. The holes shall be of a size and shape that best provide a positive seal for the pumping nozzle. The holes shall be drilled to a depth of approximately eight inches below the Section 512 Section 512 bottom of the concrete for the initial underseali ng unless the Engineer approves an alternate depth. The number, depth and location of ho les for undersealing after the initial operation shall be approved by the Engineer. When pressure grouting cracks located in the shoulders at the edge of the pavement, the holes in the shoulders shall be located as shown on the plans or as directed by the Engineer. These holes are to be drilled below the treated base.

512.03.5 Cleaning Holes . Prior to pumping the grout, compressed air shall be used to

remove debris and to help provide a passage for the grout.

512.03.6 Pumping the Grout . The nozzle of the discharge hose shall be secured in the

hole in a manner that provides a seal adequa te to maintain the grout pressure underneath the slab. The nozzle end shall not extend below the bottom of the concrete. Pumping will continue until a clear flow of grout protrudes from an adjacent hole, joint or crack, or until the pavement begins to lift. This procedure will be repeated in other holes until all voids are supposedly filled. Plugging of holes duri ng grouting operations will not be permitted. Additional evidence that grouting should cease is a rapid rise of the pavement, or a rise of the adjacent shoulder. A minimum lifting of the pavement will generally be required to move grout into the cavities an d voids, however, th e lifting shall not exceed 0.050 of an inch. Movement of the pavement and adjacent shoulder will be monitored by the Contractor with equipment as required by Subsection 512.03.2(h). Care shall be taken not to crack the pavement by differential lifting. During pumping, very close attention shall be given to the lift measuring device to prevent excessive pumping pressures. Moderate to major pavement cracks or pavement broken during the pumping operation due to the Contractor's negligence will be repaired or removed and replaced at the Contractor's expense. 512.03.7--Clean Up and Opening to Traffic . Deposits of mud and/or grout on the pavement or shoulders shall be removed and the surface cleaned before traffic is permitted on the section. Other debris, bags, spillage, etc., shall be removed from the right-of-way each day. Traffic shall not use the undersealed pavement for at least three hours after grouting. Grouting operations shall cease at least three h ours before sundown or earlier as necessary to permit the grout to harden at least three hours.

512.03.8 Permanently Sealing Holes . When pavement is not to be overlaid all grout

shall be removed from the holes to the botto m surface of the concrete pavement and filled with a stiff sand-cement mixture or an appr oved quick setting patching material. Filled holes that ravel out or become damaged shall be repaired. All holes from previous undersealing work that were used by the Contractor shall also be similarly repaired at no cost to the Department.

512.03.9 Stability Tests . The test shall not be conducted until the undersealed pavement

has been open to traffic for at least twelve hours. These tests shall be conducted in accordance with Subsection 512.03.3.4. Based upon these test results the pavement will be accepted or designated for fu rther undersealing or replaced as directed by the Engineer. Section 512 Section 512

512.04 Method of Measurement . Holes drilled at locations and to the depths shown on

the plans or directed by the Engineer will be measured per each. Additional holes required for subsequent undersealing operations will be measured per each. Cement incorporated into the grout mixture will be measured by the pound. Calcium chloride incorporated into the completed work in accordance with the provisions of the contract will not be measured for separate payment. Costs associated with calcium chloride shall be included in other items bid. When required, preliminary testing in accordance with Subsection 512.03.3.3 will be measured by the mile, calculated as a linear ho rizontal measure for each lane of roadway. Stability testing at each joint or crack in accordance with Subsection 512.03.3.4 will be measured per each lane joint or each lane crack, up to a maximum of three tests.

512.05 Basis of Payment . Holes will be paid for at the contract unit price per each, which

price shall be full compensation for drilling and sealing the hole. The cement incorporated into the grout mixture will be paid for at the contract unit price per pound, which price shall be full compensation for furnishing materials to be incorporated into the specified type of grout mixture, for all hauling, mixing, pumping and clean-up required to stabilize the pavement. Preliminary testing will be paid for at the cont ract unit price per mile, which price shall be full compensation for furnishing all testing equipment, the load test truck and necessary personnel to assist in the testing. Stability testing will be paid for at the contr act unit price per each test and shall be full compensation for furnishing all testing equipm ent, the load test truck and necessary personnel to assist in the testing. Cost for maintenance of traffic and individual traffic control devices as required by the Department's Traffic Control Plan shall be in cluded in the unit prices for pressure grouting and will not be measured for separate paymen t under the provisions of Sections 618 and 619. Payment will be made under: 512-A: Holes * - per each 512-B: Cement Pressure Grout Slurry, Type ____ - per pound 512-C: Preliminary Testing - per mile 512-D: Stability Testing, Lane Joint - per each 512-E: Stability Testing, Lane Crack - per each * Indicate “In Shoulders” when holes are required in shoulders

600.01 General . Unless otherwise specified, all testing of hydraulic cement concrete in

601.01 Description . This work consists of furnishing and placing hydraulic cement

concrete for specified structures in accordan ce with these specificatio ns and in reasonably close conformity with the lines, grades, and dimensions shown on the plans or established by the Engineer. Structural concrete will be divided into two groups. One group will be designated as Structural Concrete. The other group will be designated as Structural Concrete, Minor Structures. Unless otherwise specified in the contract, Structural Concrete, Minor Structures, will include inlets, catch basins, junction boxes, pipe headwalls, and pipe collars, regardless of the concrete quantity re quired for each of these structures; and other small structures containing less than 3.00 cubic yards of concrete each.

601.02 Materials .

601.02.1 General . Materials for structural concrete and their use, care, and handling shall

be in accordance with Subsection 804.02. Sa mpling and testing will be in accordance with TMD-20-04-00-000 or TMD-20-05-00-000, as applicable.

601.02.2 Classification of Concrete . Concrete for this work shall be the class specified

on the plans or in the bid schedule of the cont ract. Classes of concrete are identified in Subsection 804.02.6.

601.02.3 Precast Units . Design standards normally contem plate that structural concrete

will be cast in place. However, the Contractor may request approval from the Engineer to furnish and install precast units in lieu of cast-in-place units. The request shall be accompanied by detailed drawings of the pr ecast units and design data certified by a registered Professional Engineer as to structural and functional adequacy. The foundation for precast units shall be carefu lly shaped to the precise contour and grade of the bottom of the unit before the unit is placed. Precast units which are to be joined to other units shall be designed and manufactured with proper and adequate joints. Joints shall be sealed with a joint material meeting the applicable requirements of Section 707. MDOT Drawing Sheet Nos. PCU-1 and PCU-2 address Department’s approved precast drainage units. The Contractor must make a request to the Project Engineer for approval to use precast units other than the ones show n on Drawing Sheet No . PCU-1 or PCU-2. Precast drainage unit tops are only allowed on units shown on Drawing Sheet No. PCU-1. Cast-In-Place drainage unit tops are required on units shown on Drawing Sheet No. PCU-2. No additional payment will be allowed for precast units approved for use. Pay items and quantities will be as in cast in place in accordance with design standards. Section 601 Section 601

601.03 Construction Requirements .

601.03.1 Composition of Concrete . The composition of the concrete shall be in

accordance with Section 804.

601.03.2 Batching . Measuring and batching of component materials shall be in

accordance with the ap plicable provisions of Section 804.

601.03.3 Mixing and Conveying Concrete . Concrete shall be mixed and conveyed in

accordance with the app licable provisions of Subsection 804.03.5.

601.03.4 Cold or Hot Weather Concreting . Requirements for placement, protection,

and curing of concrete during cold or hot weather are stipulated in Subsection 804.03.16. 601.03.5--Consistency. The slump of the concrete, determined in accordance with the provisions of Subsection 700.03, shall confor m to the applicable requirements of Section 804.

601.03.6 Falsework and Forms .

601.03.6 1--Falsework . Falsework shall be in accordance with the appli cable provisions

of Subsection 804.03.13. 601.03.6.2--Forms . Forms shall conform to the requirements of Subsection 804.03.14.

601.03.6 3--Removal of Falsework, Forms, and Housing . The removal of falsework,

forms, and the discontinuance of heating, shall be in accordance with the provisions and requirements of Subsection 804.03.15, excep t that the concrete shall conform to the following compressive strength requirements: Wingwall and Wall Forms not Un der Stress ....................................... 1000 psi Wall Forms under Stre ss ..................................................................... 2200 psi Backfill and Cover cl ear ...................................................................... 2400 psi In lieu of using concrete strength cylinders to determine when falsework, forms, and housings can be removed, an approved maturity meter may be used to determine concrete strengths by inserting probes into concrete placed in a structure. The minimum number of maturity meter probes required for each stru ctural component shall be in accordance with Subsection 804.03.15. Procedures for using the maturity meter and developing the strength/maturity relationship shall follow the requirements of Subsection 804.03.15. Technicians using the maturity meter or calculating strength/maturity graphs shall meet the requirements of Subsection 804.03.15. When the walls and top slab of box culverts and box bridges are not to be poured monolithically, extreme care shall be used when forming and pouring the top slab on walls in which the concrete has not attained its full design strength. In order to prevent damage to fresh concrete, either of the following methods of forming and pouring may be used:

601.03.6 4--Damage to Previously Placed Concrete . In the event previously placed

concrete is damaged, all work on the affe cted structure shall cease immediately for an engineering assessment of the damage and the corrective work to be performed. No additional work shall be performed until this determination has been made, and the Engineer has given the Contractor approval to proceed with the corrective work and subsequent construction. All corrective work required shall be performed by the Contractor at no additional cost to the State.

601.03.7 Foundations and Footings . Foundations for structures shall be prepared in

accordance with the requ irements and provisi ons of Section 206. All footings shall be poured "dry." Where f ootings can be placed in the "dry" without the use of cribs or cofferdams, the Engineer may permit back forms to be omitted, and concrete poured against the faces of the excavation.

601.03.8 Placing Reinforcing Steel. Reinforcing steel shall be placed in accordance with

the requirements of Section 602 and as shown on the plans. 601.03.9--Handling an d Placing Concrete . Handling and placing concrete shall be in accordance with the provisions of Subsecti on 804.03.6.

601.03.10 Expansion and Fixed Joints . All expansion and fixed joints shall conform to

the applicable provisions of Subsection 804.03.18. 601.03.11--Finishing Concrete Surfaces . Unless otherwise author ized, the surface of the concrete shall be finished immediately after form removal. Surface finishes shall conform to the appli cable provisions of Su bsection 804.03.19. Section 601 Section 601

601.03.12 Curing Concrete . Concrete shall be cured in accordance with the provisions

of Subsection 804.03.17. 601.04--Method of Measurement . Accepted quantities of structural concrete will be measured by the cubic yard. Except for changes ordered in writing by the Engineer, the neat dimensions shown on the plans will be used for computing volumes. The quantity of concrete in fillets, scorings, and chamfers one square inch or less in cross sectional area will be neglected in measurements. No deductions will be made for the volume of concrete displaced by reinforcement, pipe or other conduits less than eight inches in nominal diameter, pipe posts, structural steel posts, or joint material. When both Pay Item Numbers 601-A and 601- B are included in the contract, measurement of concrete for Pay Item No. 601-B will be limited to inlets, catch basins, junction boxes, pipe headwalls, and pipe collars, regardless of the concrete quantity required for each of these structures; and other small structures containing less than 3.00 cubic yards of concrete each.

601.05 Basis of Payment . Structural concrete will be paid for at the contract unit price

per cubic yard which shall be full compensation for completing the work. Payment will be made under: 601-A: Class ___ Structural Concrete - per cubic yard 601-B: Class ___ Structural Concrete, Minor Structures - per cubic yard SECTION 602 - REINFORCING STEEL

602.01 Description . This work consists of furnishing and placing reinforcing steel in

accordance with these specifications and in reasonably close conformity with the dimensions, bending, spacing, and other requirements shown on the plans. Synthetic structural fibers meeting the requirements of Subsection 711.04 may be used in lieu of wire mesh in some items of construction. Substitution of fibers for wire mesh will be allowed in the construction of paved ditches, paved flumes, paved inlet apron, driveways, guard rail anchors and pile encase ments. Substitution in any other items of work must be approved by the State Construction Engineer prior to use.

602.02 Materials . Reinforcing steel shall conform to the requirements of Section 711

and Subsection 805.02.

602.03 Construction Requirements .

602.03.1 Bar List and Order Lists . The bar lists and bending schedules shown on the

plans are primarily for the purpose of estima ting quantities. Lengths of box culverts and box bridges, and depths of inlets, etc. shown on the plans are also approximate. The Contractor shall verify the quantity, size, and shape of the reinforcement for compliance Section 602 Section 602 with the structural drawings and make the necessary corrections, if any, before ordering. In the case of box culverts, box bridges, inlets, etc., verification shall be made after the Engineer has furnished the Contractor with a list of the staked lengths or depths for structures. Errors in the bar list and bending schedule shall not be cause for adjustment of the contract unit price, and the Contractor shall be fully responsible for all expenses caused by the Contractor’s failure to furnish the proper size, shape, length, and quantity of reinforcing steel required. When stipulated in the contract, or at the option of the Contractor when not stipulated, order lists and bending diagrams shall be furnished to the Engineer for approval. In these cases no materials shall be ordered until the lists and bending diagrams have been approved. The approval of order lists and bending diagrams by the Engineer will in no way relieve the Contractor of the responsibility fo r the correctness of the lists and diagrams. All expense incident to the revision of materials furnished in accordance with such lists and diagrams to make them comply with the design drawings and lengths as staked by the Engineer shall be borne by the Contractor.

602.03.2 Protection of Materials . Steel reinforcement shall be protected in accordance

with Subsection 805.03.1.

602.03.3 Bending. Bending shall be in accordance with Subsection 805.03.2.

602.03.4 Placing and Fastening . The steel reinforcement shall be accurately placed in

the positions shown on the plans and firmly held during the placing and setting of concrete. Bars shall be tied at all intersections, except where spacing is less than one foot in each direction alternate intersections may be tied. All reinforcing steel shall be securely spaced from the forms and between layers by means of approved precast mortar bl ocks of minimum size for ad equacy, or metal spacers or devices. Where possible, all spacer devices shall be arra nged so that they cannot be detected in the completed structure. Metal devices that are in contact with the exterior surface of the concrete shall be one of the types specified in Subsection 711.02.7. Gravel, pieces of broken stone or brick, metal pipe, and wooden blocks shall not be used for spacers or chairs. Reinforcement shall be accurately and secure ly placed to the dimensions shown on the plans, within a tolerance of one-half inch, then inspected and approved by the Engineer prior to the placing of concrete. Concrete pl aced in violation of th is provision may be rejected and its removal required. Substitution of different size bars will be permitted only with specific authorization by the Engineer. If steel is substituted, it shall have a cross sectional area equivalent to or greater than the design area.

602.03.4 1--Splicing . Except where shown on the plan s, splicing of bars will not be

permitted without the written approval of the Engi neer. Splices, when permitted, shall be staggered as far apart as possible. Unless otherwise shown on the plans, spliced bars shall be lapped 20 diameters. In lapped splices, the bars shall be placed in contact and wired together in a manner that will maintain Section 602 Section 602 the minimum clear distance specified between bars and to the surface of the concrete. Welding of reinforcing steel will be permitted only if detailed on the plans or if authorized by the Engineer in writing. If welded, it shall conform to AWS Recommended Practices for Welding Reinforcing Steel, Metal Inserts, and Connections in Reinforced Concrete Construction.

602.03.4 2--Lapping of Mesh and Bar Mats . Sheets of mesh or bar mat reinforcement

shall overlap each other sufficiently to maintain a uniform strength and shall be securely fastened at the ends and edges. The edge lap shall be at least one mesh in width.

602.04 Me thod of Measurement . Reinforcing steel will be measured in pounds based

on the computed weight of the reinforcement shown on the plans or authorized. In cases where a structure is measured and paid for by the unit, complete in place, no measurement of reinforcing steel will be made. The weight of plain or deformed bars and bar mats will be computed from the weights shown in the table of areas and weights in AASHTO M31. The weight for payment of steel fabric reinforcement will be computed from the theoretical weight of plain wire. If the weight per unit of area of the fabric is shown on the plans, that weight will be used for measurement. The weight for payment of structural steel re inforcement will be the theoretical weight of the material used. No allowance will be made for clips, wire, sepa rators, wire chairs, and other material used in fastening the reinforcing in place. If bars are substituted upon the Contractor's request and as a result more steel is used than specified, only the quantity specified will be measured. When splice laps, other than those shown on the plans, are made for the convenience of the Contractor, the extra steel will not be included in the measurement.

602.05 Basis of Payment . Reinforcing steel will be paid for at the contract unit price per

pound which shall be full compensation for completing the work. Payment will be made under: 602-A: Reinforcing Steel - per pound SECTION 603 - CULVERTS AND STORM DRAINS

603.01 Description . This work consists of the construction or reconstruction of pipe

culverts, precast box culverts, cattlepasses, storm drains, sewers, downspouts, special sections and headwalls, hereinafter referred to as "conduit," in accordance with these specifications and in reasonably close conformity with the lin es and grades shown on the plans or established. It shall also consist of furnishing all materials, except those specified to be furnished by the State, and joining the work to other conduit, catch basins, manholes, inlets, etc., as may be required to complete the work as designated. Section 603 Section 603 This work shall also consist of constructin g conduits for the encas ement of underground utilities or for other use by the method of jacking or boring in accordance with these specifications and in reasonably close conform ity with the lines a nd grades specified on the plans or established. When alternate pipe is shown in the contract, the Contractor may select an alternate pipe from the alternate pipe group (type) shown in the plans or contract documents. The type of pipe used for alternate pipe shall meet the material requirements of Subsection 603.02 for the type of pipe selected.

603.02 Materials . Conduit shall conform to the design and dimensions shown on the

plans, and materials shall meet the requireme nts specified in the following sections or subsections: Bituminous coated corrugated alumi num pipe and pipe arches ................................. 709.11 Bituminous coated corrugated meta l pipe and pipe arches ........................................ 709.03 Bituminous coated paved invert corrugated aluminum pipe and pipe arches .............................................................................................................. 709 .12 Bituminous coated paved invert corrugated metal pipe and pipe arches ................... 709.04 Bituminous plastic sealer for joints ............................................................................ 707.05 Cast iron pipe ............................................................................................................. 70 9.01 Concrete arch pipe end sections ................................................................................. 708.04 Concrete for h eadwalls ................................................................................................... 601 Concrete pipe ca ttlepasses ......................................................................................... 708.03 Corrugated aluminum pipe and pipe arches ............................................................... 709.09 Corrugated metal pipe an d pipe arches ...................................................................... 709.02 Corrugated poly vinyl chlo ride (PVC) pipe ............................................................... 708.17 Corrugated polyethy lene pipe, ................................................................................... 708.17 Elbows and branch connections for concrete pipe ..................................................... 708.23 Flexible plastic gasket s for joints ............................................................................... 707.06 Joint mortar ................................................................................................................ 7 14.11 Joints for sanitary sewers ........................................................................................ 603.03.4 Metal end sections, elbows, an d branch connec tions ................................................. 709.18 Non-reinforced concre te pipe.................................................................................. 708.02.4 Polymer coated corrugated metal pipe and pipe arches ............................................. 709.05 Precast box culv erts ................................................................................................... 708.22 Reinforced concrete arch pipe.................................................................................... 708.14 Reinforced concrete elliptical pipe ............................................................................ 708.15 Reinforced concrete end sections ............................................................................... 708.04 Reinforced concrete pipe ........................................................................................ 708.02.5 Reinforcin g steel ............................................................................................................. 602 Rubber type ga skets ................................................................................................... 707.04 Steel pipe ................................................................................................................... 709.19 When material requirements provide for modifica tions of design, acceptable modified designs will be shown on the plans.

603.03 Construction Requirements .

603.03.1 Excavation . Except for conduit to be installed by jacking and boring, trenches

Section 603 Section 603 shall be excavated in accordance with the requirements of Sec tion 206 to a width sufficient to allow for proper jointing of the conduit and thorough compaction of the bedding and backfill material under and around the conduit. Where feasible, trench walls shall be vertical. The completed trench bottom shall be firm for its full length and width. Where required, in the case of cross drains, the tr ench shall have the camber specified. Where conduit is to be placed in embankment, the excavation shall be made after the embankment has been completed to the specified height above the flow line of the conduit. In all cases the height above flow line shall be at least one foot. In the case of pipe to be jacked or bored, only the trench excavation and bedding as set out in Subsection 603.03.9 shall be performed.

603.03.2 Bedding. Except for conduit placed in a vertical position or jacked or bored, the

conduit bedding shall conform to one of the classes specified. When no bedding class is specified the requirements for Class C bedding or Class C modified bedding, as applicable shall apply. Non-rigid pipe used in cross drains and storm drains shall have a Class B bedding. Non-rigid pipe used in side drains shall have a Class C bedding. No separate measurement will be made for pipe bedding. Costs associated with pipe bedding shall be included in the cost of the pipe. CLASS A bedding consists of a continuous conc rete cradle conforming to plan details, and constructed on an approved foundation. CLASS B bedding consists of bedding the conduit to a depth of at least 30 percent of the vertical outside dimension of the conduit. The thickness of bedding material beneath the pipe shall be at least four inches. The bedding material shall be sand or selected sandy soil, all of which passes a 3/8 inch sieve and not more than 10 percent of which passes a No. 200 sieve. The layer of bedding material shall be shaped to fit the conduit for at least 15 percent of its total height. Recesses in the trench bottom shall be shaped to accommodate the bell when bell and spigot type conduit is used. CLASS C bedding consists of bedding the conduit to a depth of at least 10 percent of its total height. The bed shall be shaped to fit the conduit and shall have recesses shaped to receive the bell if bell and spigot type pipe is used. CLASS C MODIFIED bedding consists of bedding corrugated conduit to a depth of at least 10 percent of its total height. A bedding blanket of approved silty loam, sandy loam, concrete sand, or other approved sand or sandy soil shall be roughly shaped to fit the bottom of the pipe. Minimum thickness before placing pipe shall be as follows: 1 inch for 1/2 inch deep corrugations 2 inches for 1 inch deep corrugations 3 inches for 2 inches or 2 1/2 inches corrugations For structural plate pipe the length of beddi ng arc need not exceed th e width of the bottom plate. Section 603 Section 603 Bedding for precast concrete box culverts shall consist of at least two inches of Class 9, Group C, or better, granular material placed between graded forms set at least one foot outside each outside wall of the box culvert. The granular material shall be shaped to fit the bottom of the precast box culvert sections by screeding off the graded forms. After placement of the precast box culvert sections on the graded bedding, the forms may be removed and reused.

603.03.3 Laying Conduit . The conduit laying shall begin at the staked location of the

downstream end of the conduit line. The lowe r segment of the conduit shall be in contact with the shaped bedding throughout its full le ngth. Bell or groove ends of rigid conduits and outside circumferential laps of flexible conduits shall be placed facing upstream. Flexible conduits shall be placed with longitudi nal laps or seams at the sides. Transverse joints for all types of coated flexible conduits shall maintain pipe alignment during construction and prevent infiltration of backf ill material during the life of the structure. Paved or partially lined conduit shall be laid so that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced conduits shall be placed with the major axis within five degrees of a horizontal plane through the longitudinal axis of the conduit. Construction requirements for end sections shall conform to the requirements for placing the pipe to which they are joined. At the Contractor's option, subject to the written approval of the Engineer, concrete headwalls conforming to the Department's Standard Drawings may be substituted for premanufactured end sections without change in compensation.

603.03.4 Joining Conduit .

603.03.4 1--Storm Drainage . Rigid conduits may be either bell and spigot or tongue and

groove design unless one type is specified. The method of joining conduit sections shall be such that the ends are fully entered, and the inner surfaces are reasonably flush and even. Unless otherwise specified, joints shall be sealed with rubber type gaskets, bituminous plastic sealer, or flex ible plastic gaskets. Joints for precast concrete box culverts shall be made with bituminous plastic sealer. Rubber type gaskets shall be installed so as to form a flexib le watertight seal. For joints to be sealed with bituminous plastic, the joining ends shall be wiped clean and dry. The plastic compound shall be applied cold to the entire surface of tongues and grooves, the entire surface of bells and spigots, and the entire area of metal pipes to be covered by connecting bands. Sections of concrete pipe shall be forced together, and sections of metal pipe banded together, with excess compound extruding both inside and outside the pipe. Excess compound shall be removed from interior surfaces, and the exterior shall be finished reasonably flush. After pipe has been joined with bituminous plastic compound, roofing felt or other approved suitable fabric shall be placed over the outside joints to avoid mixing of soil with the compound. For joints to be sealed with flexible plastic gasket material, the pipe shall be installed in a Section 603 Section 603 dry trench. Joints shall be made in such a manner that a slight internal extrusion of the plastic gasket will occur for the full circumference when the sections of pipe are forced together. Installation shall be in accor dance with these specifications and the manufacturer's instructions. Plastic gasket ma terial shall be applied only to surfaces which are dry. A primer of the type recommended by the manufacturer of the plastic gasket shall be applied to the tongue and groove and to the end surfaces, and the surface to be primed shall be clean and dry when the primer is app lied. During cold weather the joint surfaces and the gasket shall be lightly heated, without damage to the pipe or joint material, immediately prior to forcing the sections of pipe together. During hot weather the Contractor shall place kraft or other approved paper over the joints to avoid mixing soil with the plastic gasket material. For joints constructed of either bituminous plastic sealer or flexible plastic material, special care shall be taken to provide an equal uniform joint between pipe sections and to prevent one section from supporting the other. Backfilling operations may follow immediately. Pickup holes in pipe shall be plugged using a plastic sealer covered with suitable fabric, or a method approved by the Engineer. Flexible steel conduits shall be firmly joined by coupling bands. The ends of flexible conduits fabricated with helical corrugati ons shall be adapted by reforming and/or modification for circumferential corrugated coupling bands. The width and thickness of corrugated bands for both circumferential and helical corrugated flexible conduits shall be in accordance with AASHTO M 36 except that the bands shall be no less than 10½ inches in width. In lieu of the preceding requirem ents and in addition to bein g supplied or r ecommended by the pipe manufacturer, coupling bands for joining corrugated polyethylene pipe shall be in accordance with AASHTO M 294 and shall meet or exceed the soil-tightness requirements of the AASHTO Standard Specifications for Highway Bridges, Section 26, paragraph 26.4.2.4 (e). Corrugated polyethylene pipe may also be furnished with bell & spigot type joints with O- ring rubber gasket meeting ASTM F 477 placed on the spigot end. At least two (2) corrugations of the spigot end must insert into the bell end. Joints and fittings for poly (vinyl chloride) (PVC) pipe shall meet the requirements of ASTM F 949.

603.03.4 2--Pipe With Gaskets . Unless otherwise specified, joints for pipe requiring

gaskets shall conform to the following:

603.03.5 Relaid Pipe . These construction specifications shall equally apply to relaid

conduits. In addition, conduit salvaged for relaying shall be cleaned of all foreign material prior to reinstallation. All pipe damaged through carelessness or negligence on the part of the Contractor shall be replaced by new pipe or approved pipe at no additional cost to the Department. Pipe and end sections designated for removal and relaying shall be removed in accordance with the provisions of Subsection 202.03.4. 603.03.6--Field Strutting . Where required by the plans, the vertical diameter of round flexible pipe shall be uniformly increased five percent by means of jacks applied after the entire line of pipe has been installed on the bedding but before backfilling. The vertical elongation shall be uniformly maintained by m eans of sufficient sills and struts or by sufficient horizontal ties as specified. Only horizontal ties shall be used for paved invert pipe. Ties and struts shall be removed after th e embankment is completed and compacted.

603.03.7 Backfilling . Conduit shall be inspected before backfill is placed. Conduit found

to be out of alignment, unduly settled, or damaged shall be taken up and relaid or replaced. After approval of conduit, it shall be backfilled with specified materi al in accordance with Subsection 203.03.8.6. Backfill of non-rigid corrugated polyethylene and poly (vinyl chloride) (PVC) pipe used in cross drains and storm drains shall be performed using one of the following methods:

603.03.9 Pipes and Encase ments Jacked or Bored. No pipe shall be placed by jacking

or boring unless so desi gnated in the contract. When jacking or boring is designated, the area of placement shall be carefully investigated so as not to interfere with existing underground utilities. Care shall also be taken to keep the disturbed area of construction to a minimum. The line and grade and the limits , if any, of placement to be made by conventional open trench methods for each line of pipe will be es tablished as provided in Subsection 105.08. Unless otherwise shown on the plans, sections of steel pipe shall be joined by welding for the full circumference of the pipe to form a c ontinuous, rigid, watertight structure of the required length. Welding shall be perfor med in accordance with Subsection 810.03.5.

603.03.9 1--Jacking . The designated strength of the pipe to be jacked is determined for

the final loading under the embankment. Additional reinforcement or strength of pipe required to withstand jacking pressure shall be the responsibility of the Contractor. Extra strength pipe furnished by the Contractor shall be at no additional cost to the Department. Pipe larger than a 3½-inch ID shall not be pushed or jacked without boring or otherwise removing the soil as the pipe is advanced. Suitable pits or trenches, when required, shall be excavated for the jacking operation and for placing the end joints of pipe. Where necessary, they shall be securely sheeted and braced to prevent caving. Where pipe is required to be installed unde r railroads, highways, streets or other facilities by jacking or boring methods, construction shall be done in a manner that will not interfere with the operation of the facility or weaken the roadbed or structure. Jacks for forcing the pipe through the roadbed shall have a jacking head constructed in such a manner as to apply uniform pressure around the ring of the pipe. The pipe to be jacked shall be set on guides braced together to properly support the section of the pipe and direct it to the proper line and grade. In gene ral, roadbed material shall be excavated just ahead of the pipe, the excavated material removed through the pipe, and the pipe then forced through the roadbed into the excavated space. When requested, the Contractor shall furnish for the Engineer's approval a plan showing proposed method of handling. The plan shall include the design for the jacking head, and show the jacking support or back stop, arrangement and position of jacks, pipe guides, etc. complete in assembled position. The approval of this plan by the Engineer will not relieve the Contractor from the responsibility of obtaining the specified results. The diameter of the excavation shall conform to the outside circumference of the pipe as closely as practicable. Voids that develop du ring the installation operation and that are determined by the Engineer to be detrimental to the work shall be pressure grouted with an approved mix. Section 603 Section 603 The distance that the excavation extends beyond the end of the pipe will depend upon the character of the excavated material, but shall not exceed two feet in any case. This distance shall be decreased on instructions from the En gineer if the character of the material being excavated makes it desirable. The pipe shall be jacked from the low or downstream end. Variation in the final position of the pipe from the line and grade established will be permitted only to the extent of two percent in lateral alignment and one percent in vertical grade, provided that the final grade of flow line is in the direction designated. The Contractor may use a cutting edge around the head end that extends a short distance beyond the pipe end and has inside angles or lugs to keep the cutting edge from slipping back into the pipe. When jacking of pipe is begun, the operatio n shall be carried on without interruption, insofar as practicable, to prevent the pipe from becoming firmly set in the embankment. All pipe damaged in jacking operations shall be removed and replaced by the Contractor at no additional cost to the State. Pits or trenches excavated to facilitate jacking operations shall be backfilled immediately after the jacking has been completed. 603.03.9.2--Boring . The boring shall proceed from a pit provided for the boring equipment and workmen. Excavation for pits and installation of shoring shall be as outlined under jacking. The location of the pit shall meet the approval of the Engineer. The holes are to be bored mechanically. The boring shall be done using a pilot hole. By this method an approximate two-inch pilot hole shall be bored the entire length of th e crossing and shall be checked for line and grade on the opposite end of the bore from the work pit. This pilot hole, when approved, shall serve as the centerline of the larger diameter hole to be bored. Excavated material shall be placed near the top of the working pit and disposed of as required. The use of water or other fluids in connection with the boring operation will be permitted only to the extent to lubricate cuttings as provided herein. Jetting will not be permitted. In unconsolidated soil formations, a gel-forming colloidal drilling fluid consisting of at least 10 percent of high grade carefully processed bentonite may be used to consolidate cuttings of the bit, seal the walls of the hole, and furnish lubrication for subsequent removal of cuttings and installation of the pipe immediately thereafter. Allowable variation from line and grade shall be as specified under jacking. Precise measures are to be taken to prevent overcutting. Overcutting in excess of one-half inch shall be remedied by pressure grouting.

603.03.9 3--Grouting, Backfilling, and Cleanup . After the jacked conduit is in place, all

joints in concrete pipe shall be cleaned carefully and pointed from the inside to afford a smooth continuous interior surface. Extension of the line beyond that required to be jacked or bored shall be by conventional methods as set out in this section. Section 603 Section 603 As soon after jacking as possible, the inters tices around the outside of the pipe shall be filled by pressure grouting. The grout mixture shall consist of fine sand or silt, Type I cement of not less than 15 percent by volume, and water. The grout shall be placed through holes bored at such intervals that the grout can be determined as rising in an adjacent hole at least six inches above the top of the pipe. The water content of the grout shall be the minimum necessary to provide proper placement. Grouting shall be performed by qualified personnel with equipment especially designed for the purpose. At the end of each day's grouting operation, or at the completion of the grouting operation for each line of pipe, whichever occurs first, the conduit shall be carefully inspected on the inside and all grout that penetrated the pipe shall be removed and the inside surface wiped clean. Other waste grout that will impair the work shall be removed and disposed of. After successive operations are completed, all sheeting, shoring, etc. shall be removed, excavations backfilled to the surface of the existing ground or as directed, the backfill compacted in accordance w ith the specifications, and all surplus material disposed of to the satisfaction of the Engineer.

603.04 Me thod of Measurement . The lengths of pipe and precast box culverts will be

measured by the linear foot by multiplying the number of commercial lengths installed by the nominal length per section, with the exception that portions of commercial lengths extending more than four feet beyond the ends of conduit actually required or at the face of structures will not be measured for payment. Unless otherwise indi cated on the plans, sections of lines of conduits placed by conventional methods will not be meas ured as pipe jacked or bored. End sections, headwalls, elbows, branch conn ections, and other appurtenances for which pay items are listed will be measured by the numb er of units of the kind and size specified. Concrete collars used for connecting non-rigid pipe to concrete end sections will not be measured for payment and the costs shall be absorbed in the cost of other pay items. Pipe removed and relaid will be measured by the linear foot. End sections removed and relaid will be measured by the unit. Excavation for conventionally installed conduits will be measured and paid for as set out in Section 206. Excavation fo r conduits placed by jacking or boring will not be measured for separate payment. Excavation for precast box culverts will be meas ured in cubic yards as set out in Section 206 for cast-in-place box culverts of comparable sizes.

603.05 Basis of Payment . Accepted quantities of pipe an d precast box culverts will be

paid for at the contract unit price per linear foot. End sections, headwalls, elbows, branch conn ections, and other appurtenances for which pay items are listed in the contract will be paid for at the contract unit price per each. Pipe removed and relaid will be paid for at the contract unit price per linear foot. End sections removed and relaid will be paid for at the contract unit price per each. Section 603 Section 603 The prices thus paid shall be full compensation for completing the work. Materials or work for which a pay item is not included and are necessary to complete the work under this section shall be furnished or performed and shall be considered incidental to the completed construction. Payment will be made under: FERROUS METAL CONDUIT 603-A: ___" Steel Pipe, Wall Thickness _____ - per linear foot 603-B: ___" Cast Iron Pipe, Class _____, Description - per linear foot ALTERNATE CONDUIT 603-ALT: ___" Type ____ Alternate Pipe - per linear foot CONCRETE CONDUIT 603-CA: ___" Reinforced Concrete Pipe, Class _____ - per linear foot 603-CB: ___" Reinforced Concrete End Section - per each 603-CC: ___" Non-Reinforced Concrete Pipe, Class ____ - per linear foot 603-CD: 48" x 72" Concrete Pipe Cattlepass - per linear foot 603-CE: ___" x ___" Concrete Arch Pipe, Class ____ - per linear foot 603-CF: ___" x ___" Concrete Arch Pipe End Section - per each For conduit required to be jacked or bored, the appropriate pay item listed above will contain the term "Jacked or Bored", as applicable. For conduit required to have rubber type or flexible type gasket, the appropriate pay item listed above will contain the term "Rubber Type Gasket" or "Flexible Type Gasket", as applicable. CORRUGATED FERROUS METAL CONDUIT 603-MA: ___" * Coated Corrugated Metal Pipe, ____ Gage, ______ Corrugation - per linear foot 603-MB: ___" * Coated Corrugated Metal End Section, ____ Gage - per each 603-MC: ___" x ___" * Coated Corrugated Metal Arch Pipe, _____ Gage, _____ Corrugation - per linear foot 603-MD: ___" x ___" * Coated Corrugated Metal End Section, _____ Gage - per each Section 603 Section 603 603-ME: ___" * Coated Paved Invert Corrugated Metal Pipe, _____ Gage, _____ Corrugation - per linear foot 603-MF: ___" * Coated Paved Invert Corrugated Metal End Section, _____ Gage - per each 603-MG: ___" x ___" * Coated Paved Invert Corrugated Metal Arch Pipe, ______ Gage, _____ Corrugation - per linear foot 603-MH: ___" x ___" * Coated Paved Invert Corrugated Metal End Section, _____ Gage - per each * Type Coating to be shown as either Zinc, Aluminum, Polymeric or Bituminous. NOTE: The gage of pipe specified for various coating types will vary according to the Department's design policy. CORRUGATED NON-FERROUS METAL CONDUIT 603-NA: ___" Corrugated Aluminum Pipe, _____ Gage, _____ Corrugation - per linear foot 603-NB: ___" Corrugated Aluminum End Section, _____ Gage - per each 603-NC: ___" x ___" Corrugated Aluminum Arch Pipe, _____ Gage, _____ Corrugation - per linear foot 603-ND: ___" x ___" Corrugated Aluminum End Section, ______ Gage - per each 603-NE: ___" Bituminous Coated Corrugated Aluminum Pipe, _____ Gage - per linear foot 603-NF: ___" Bituminous Coated Corrugated Aluminum End Section, _____ Gage - per each 603-NG: ___" x ____" Bituminous Coated Corrugated Aluminum Arch Pipe, _____ Gage, _____ Corrugation - per linear foot 603-NH: ___" x ___" Bituminous Coated Corrugated Aluminum End Section, _____ Gage - per each 603-NI: ___" Bituminous Coated Paved Invert Corrugated Aluminum Pipe, _____ Gage, _____ Corrugation - per linear foot 603-NJ: ___" Bituminous Coated Paved Invert Corrugated Aluminum End Section, _____ Gage - per each 603-NK: ___" x ___" Bituminous Coated Paved Invert Corrugated Aluminum Arch Pipe, ____ Gage, ____ Corrugation - per linear foot Section 603 Section 603 603-NL: ___" x ___" Bituminous Coated Paved Invert Corrugated Aluminum End Section, _____ Gage - per each CORRUGATED POLYETHYLENE CONDUIT 603-PE: ___" Corrugated Polyethylene Pipe - per linear foot CORRUGATED POLY VINYL CHLORIDE CONDUIT 603-PVC: ___" Corrugated Poly Vinyl Chloride Pipe - per linear foot PRECAST BOX CULVERTS 603-PA: ___' x ___' Precast Concrete Box Culvert - per linear foot 603-PB: ___' x ___' Precast Concrete Box Culvert End Section - per each RELAID PIPE 603-RA: ___" Pipe Removed and Relaid - per linear foot 603-RB: ___" End Section Removed and Relaid - per each SPECIALS AND CO NCRETE HEADWALLS 603-SA: Special Section, Descri ption - per each or linear foot 603-SB: Size Branch Connection Type & Description - per each 603-SC: Size & Type Headwall, Per Plans - per each SECTION 604 - MANHOLES, INLETS AND CATCH BASINS

604.01 Description . This work consists of the construction of manholes, inlets, and catch

basins in accordance with these specifications and in reasonably close conformity with the details, lines, grades, and dimensions shown on the plans or established by the Engineer. Precast sectional manholes shall consist of furn ishing and assembling precast sections for manholes, together with necessary fittings, ba ses, and connections, all constructed in accordance with these specifications and in reas onably close conformi ty with the details, lines, grades and dimensions shown on the plans, or established.

604.02 Materials . The materials used in this construction shall meet the requirements

specified in the following Section or Subsections: Masonry Brick, Grad e SM ............................................................................... 706.01 Mortar ............................................................................................................... 714.11 Concrete ................................................................................................................ 601 Reinforcing Steel ............................................................................ 711.00 and 711.01 Section 604 Section 604 Gray Iron Casti ngs ........................................................................................... 716.04 Bar Gratings ..................................................................................................... 716.14 All bars, anchors, frames, hangers, etc. for castings and plates shall be approved prior to installation. Inlet and outlet pipes shall be of the type, cl ass and size indicated on the plans and shall conform to the requirements as set out in Secti on 603 for the particular type, class, and size of pipe specified. Precast units will be considered for use unde r the provisions of Su bsection 601.02.3. Precast (sectional) manholes shall conform to the requirements of AASHTO M 199.

604.03 Construction Requirements .

604.03.1 Brick Masonry . Brick masonry shall be constructed in conformity with the

details shown on the plans and in accordance with the provisions of Section 611. Where irons or other fittings ente r the brick work, they shall be placed as the work is laid up, thoroughly bonded, accurate ly spaced, and lined. Upon completion of the masonry and setting of castings and fittings, the inside a nd outside surfaces of the masonry shall be neatly plastered with mortar 1/2 inch thick. Plastering shall have a uniform, smooth finish and shall be neatly pointed to all fittings.

604.03.2 Concrete Masonry . Unless otherwise specified, concrete masonry shall be

constructed of Class "B" concrete in accordance with the requirements of Section 601. 604.03.3--Reinforcement . Reinforcement shall be placed as indicated on the plans or as directed and in accordance with th e provisions of Section 602.

604.03.4 Optional Construction . When plan standards indicate portions of the structure

may be constructed of either brick masonry or concrete, the Contractor may use either concrete or brick masonry for these portions, provided the plan dimensions for wall thickness, etc. are maintained. In either case the masonry, whether concrete or brick, will be measured for payment as s tipulated in Subsection 604.04.

604.03.5 Inlet and Outlet Pipes . Unless otherwise directed, inlet and outlet pipes shall

extend through the walls of manholes and catch basins for a sufficient distance beyond the outside surface to allow for connections and shall be cut flush with the wall on the inside surface and neatly pointed. The concrete, or brick and mortar, shall be constructed around the pipes so as to prevent leakage and to form a neat connection.

604.03.6 Castings, Gratings, and Fittings . All castings and gratings shall be carefully

handled. Injurious cracks, chips, surface mars, etc. that render them unsuitable for use or unsightly after being placed will be cause for rejection. The castings, gratings, and fittings shall be placed as indicated on the pl ans or as directed to line and grade and in such a manner that subsequent adjustments will not be necessary. Section 604 Section 604 When castings or gratings are to be set in co ncrete or cement mortar, all anchors or bolts shall be in the correct place and position before the concrete or mortar is placed, and they shall not be disturbed while the concrete or mortar is hardening. Castings and gratings placed on previously constructed masonry shall be set in mortar beds or anchored to the masonry as shown on the pl ans or directed. The bearing surface of the original masonry shall present an even surfa ce and conform to line and grade so that the entire face or back of the casting will come in contact with the masonry. Castings and gratings shall be set firm and snug so that they will not rattle, shake, or move unnecessarily.

604.03.7 Precast Manholes. As trenches are opened for the pipe conduit, truly leveled

bases shall be prepared at each manhole site. The bases may be cast-in-place or may consist of precast base units. In either case, the seated base shall be truly horizontal. Inverts shall be smooth and accurately shaped to a semi-cir cular bottom conforming to the inside of the adjacent conduit, and extend upwa rd at least half of the diameter of the conduit, or as shown on the plans. Joints shall be s ealed in accordance with Section 603. Steps in the manhole may be of cast-iron, aluminum, wrought iron, plastic or other material approved by the Engineer. All steps shall be built into the walls of precast sections in straight alignment to form a continuous ladder with a maximum distance of 16 inches between steps. Each precast section shall have not more than two holes for handling. The holes shall be plugged with mortar after installation. Concrete covers may be precast, or cast at the site. The covers shall be cast accurately to the dimensions and design indicated on the plans.

604.03.8 Excavation and Backfill . Excavation shall be performed as required for proper

construction. Backfill shall be performed in accordance with the pr ovisions of Subsection

203.03.8 6.

604.03.9 Cleaning Up . Upon completion, all structures shall be thoroughly cleaned of

accumulations of silt, debris, and foreign matter. All surplus material shall be removed, and the site and the structure shall be maintained in a clean and neat condition until release of maintenance.

604.04 Me thod of Measurement . When either concrete masonry or brick masonry is

permitted, and when concrete is specified, measurement will be by the cubic yard in accordance with Subsection 60 1.04 for Structural Conc rete - Minor Structures. Precast manholes will be measured per linear foot of depth from the flowline of the manhole to the top of the cover, or as indicated on the plans. Reinforcing steel will be measured per pound in accordance with Subsection 602.04. When brick masonry only is specified, measurement will be by the cubic yard or per thousand (M) brick in accord ance with Subsection 611.04. Section 604 Section 604 Excavation will not be measured for payment as a separate item. The cost of excavation shall be included in the unit price for concrete or brick masonry. Castings, gratings and metallic manhole covers will be computed in pounds from the dimensions shown on the plans and based on the unit weights of metals set out in Section 810. Fittings will not be measured for separate payment. Their cost shall be included in the price for concrete or brick masonry.

604.05 Basis of Payment . Structural concrete, reinforcing steel, and brick masonry will

be paid for at the respective contract unit price in accordance with Subsections 601.05, 602.05, or 611.05 as applicable. Precast Manholes will be paid for at the contract bid price per linear foot of depth, which price shall be full compensation for all necessary excavation, sheeting, cribbing, shoring, bracing, well-pointing, furnishing and assembling all elements of the manhole including concrete bases and covers except metallic cover and frame, for all other items of work necessary and incident to the complete construction and for all equipment, labor, tools and incidentals necessary to complete the work. Castings and gratings will be paid for at the contract unit price per pound for castings or gratings, complete in place, which prices shall be full compensation for completing the work. Payment will be made under: 604-A: Castings - per pound 604-B: Gratings - per pound 604-C: Precast Manhole, ___" Diameter - per linear foot SECTION 605 - UNDERDRAINS

605.01 Description . This work consists of furnishing all materials and constructing

underdrains in accordance with these specifi cations and in reasonably close conformity with the lines and grades indicated on the pl ans or established by the Engineer; furnishing materials and constructing filter beds as specified; furnishing materials and constructing drainage structures; and furnishing and installing plastic pipe drain structure and drain structure outlets, vents and miscellaneous appu rtenances as shown on the drawings in the plans, and as specified herein. This work al so includes the video inspection and reporting of drain system installation.

605.02 Materials .

605.02.1 Drain Tile and Pipe . Drain tile and pipe shall be of the classes and sizes

indicated and shall meet the require ments of the following Subsections: Bituminous Coated Corrugated Aluminum Alloy Pipe for Underdrains ................. 709.13 Section 605 Section 605 Bituminous Coated Corrugated Metal Pipe for Underdrains ................................... 709.07 Concrete Drain T ile ................................................................................................. 708.06 Corrugated Aluminum Pipe for Underdrain s ........................................................... 709.10 Corrugated Metal Pipe for Underdrains ................................................................... 709.06 Corrugated Polyethylene Dr ainage Tubing .............................................................. 708.19 Geotextile ................................................................................................................. 714.13 Perforated Concrete Pipe ......................................................................................... 708.05 Plastic Pipe for Unde rdrains .................................................................................... 708.18 Polymer Coated Corrugated Metal Pipe for Underdra ins ........................................ 709.08 Porous Concrete Pipe ............................................................................................... 708.07 Semi-circular Perforated Plastic Pipe for Underdra ins ............................................ 708.20

605.02.2 Material for Bedding and Covering . Bedding and covering material shall

conform to the requirements of Section 704. Unless otherwise specified, Type C shall be used.

605.02.3 Appurtenances . Appurtenances such as flush- out units, small animal guards,

signs, etc. shall be as shown on the plans and shall be of new, good commercial quality materials approved by the Engineer.

605.02.4 Edge Drain Pipe and Fittings.

605.02.4 1--General. Pipe for edge drains and fittings shall be four-inch nominal size, and

shall be either Schedule 40 or Schedule 80 polyvinyl chloride (PVC) plastic pipe conforming to the requirem ents of ASTM D 1785. Fittings, except for "Y" fittings, shall be socket-type fittings conforming to the requirements of ASTM D 2467 for Schedule 80 pipe and ASTM D 2466 for Schedule 40 pipe. The Contractor may elect to furn ish one of the following perforated pipe in lieu of the pipe listed above. Regardless of the pipe used, it shall be four-inch nominal size.

605.02.4 2--Untreated Permeable Material . The untreated permeable material used to

backfill the edge drain pipe and outlet/vent tr enches shall be Type 57 filter material and shall conform to the requirements of Subsection 703.03, Coarse Aggregate for Portland Cement Concrete, for Size 57 coarse aggregate. The type of aggregate may also be slag or granite. Mixing of different types of aggregate will not be permitted. 605.02.4.3--Filter Fabric . The filter geotextile used with edge drains and edge drain outlets shall be Type V geotextile meeting the requirements of Subsection 714.13.

605.02.4 4--Miscellaneous. Concrete for aprons shall be Class "C" concrete meeting the

requirements of Subsection 804.02.10. Mortar placed where edge drain outlets and vents connect to drainage pipes and existing drainage inlets shall conform to the provisions of Subsection 714.11.5, Masonry Mortar, except that the sand and cement shall be commercial quality.

605.02.5 Prefabricated Sheet Drain.

605.02.5 1--General. Prefabricated sheet drain shall be geocomposite drainage material

with a high compressive strength molded core and non-woven geotextile fabric attached to both sides of the core to provide soil in trusion protec tion for subsurface drainage interception. Prefabricated sheet drain shall be on e listed on the Department’s APL.

605.02.5 2--Marking, Shipment, and Storage. Each roll or container of prefabricated

sheet drain shall be visibly labeled with the name of the manufacturer, trade name of the product and quantity of the material. During shipment and storage the prefabricated sheet drain shall be protected from direct sunlight, and temperatures above 120°F or temperatures below 0°F. The prefabricated sheet drain sha ll be maintained in a heavy duty protective covering and elevated, limiting soil and water contact. Prolonged storage requires storage in a safe enclosed area to protect it from damage.

605.03 Construction Requirements .

605.03.1 Pipe Installation .

605.03.1 1--Preparation of Trench . Trenches shall be excavated to the dimensions and

grade shown on the plans or as directed. In the event the dimensions of the trench are not Section 605 Section 605 indicated on the plans, the trench shall be at least as wide as the outside diameter of the pipe plus eight inches on each side, and shall be of sufficient depth to allow proper installation of the pipe and covering. If bell and spigot pipe is used, recesses shall be cut to allow uniform bearing of the pipe on the bottom of the trench.

605.03.1 2--Pipe Laying .

605.03.1 2.1--General . Except where settlement occurs due to reasons beyond the control

of the Contractor, the Contractor shall be responsible for the alignment and grade of pipe underdrains. Where settlement occurs due to improper excavation, bedding or backfill, negligence, or carelessness on the part of the Contractor, the pipe shall be taken up and properly relaid or replaced without extra compensation.

605.03.1 2.2--Drain Tile . Drain tile shall be firmly embedded on the bottom of the trench,

conforming to line and grade, and with the ends approximately 1/4 inch apart. If, in the judgment of the Engineer, the soil is of such a composition that it will wash into the joints, the joints shall be wrapped with strips of tar paper approximately four inches wide. Bedding or cover material shall then be placed around the paper to prev ent its displacement. No additional compensation will be allowed for this operation.

605.03.1 2.3--Bell and Spigot Type . Concrete pipe of the bell and spigot type shall be

firmly embedded on the bottom of the trench, with the bell ends upgrade, and shall have close fitting joints. No mortar will be required in the joints.

605.03.1 2.4--Perforated Pipe . Unless otherwise indicated on the plans, perforated pipe

shall be laid with the perforated side down. Unless otherwise specified, perforated pipe shall be laid on a four-inch bed of approved filter material.

605.03.1 2.5--Corrugated Metal Pipe . Corrugated metal pipe shall be laid with the

separate sections firmly joined together by connecting bands of an approved type.

605.03.1 2.6--Laterals . Laterals and other connections shall be made with suitable special

sections.

605.03.1 2.7--Dead Ends . Dead ends of pipe underdrains shall be closed with a suitable

plug of concrete or prefabricated end cap placed around the end of the pipe to prevent soil and/or water intrusion.

605.03.1 2.8--Underdrain Outlets . When indicated on the plans non-perforated

underdrain outlets shall be joined to the underdrains.

605.03.1 3--Appurtenances . Underdrain appurtenances such as elbows, “T” and “Y”

connections, flush-out units, small animal guards, signs, etc. shall be constructed in accordance with the details shown on the plans an d shall be of good quality workmanship.

605.03.1 4--Pipe Covering. After the pipe underdrain has been laid, it shall be covered

immediately with the specified filter material to the dimensions shown on the plans. The remainder of the trench, if any, shall be f illed with the specified material, placed in six- inch layers, and compacted to the specified density. Section 605 Section 605

605.03.2 Blind Drains . Trenches for blind drains shall be excavated to the width and

depth shown on the plans. The trench shall be filled with filter material to the depth required by the plans. The remaining upper po rtion of trench shall be filled with either granular or impervious material as specified. All filling material shall be thoroughly compacted, and if under the pavement structur e the material shall be compacted to the density specified in the contract.

605.03.3 Combination Storm Drain and Underdrain . Where the plans indicate that a

conduit is to serve as a combination storm drain and underdrain, the conduit shall in general be constructed in accordance with Section 603. Modifications of Section 603 to provide that the conduit also serve as an underdrain shall be performed under this section. Modifications shall be as shown on the plans. The Contractor shall carefully grade and shape the compacted backfill for the lower portion of the pipe so that water entering the filter material will be adequately drained into the unsealed portion of the joints. In no case shall the surface of the compacted backfill be below the sealed portion of the joints. After the lower portion of the joint has been backfilled, compacted, and shaped as indicated above, filter material shall be placed for the full depth shown on the plans. Each layer of filter material shall be compacted to the satisfaction of the Engineer. Upon completion of the placement and compaction of the filter material, superimposed materials shall be placed immediately, or a temporary covering of approved material shall be placed and compacted in order to prevent un necessary infiltration of loose material into the upper portion of the filter material. Should appreciable contamination occur because of failure to adequately protect the surface of the filter material, that portion of the work considered to be unsatisfactor y shall be removed and replaced with satisfactory work at no additional cost to the Department. If temporary materials used to protect the upper portion of the filter material do not meet the requirements for the superimposed course , the temporary materials shall be carefully removed to expose clean filter materials imme diately prior to placem ent of the required superimposed course.

605.03.4 Filter Beds . Excavation for filter beds shall be made to the elevation and

dimensions indicated on the pl ans. The surface of the excava ted area on which the filter bed is to be placed shall be smooth, firm, an d well drained. Filter material of the types shown on the plans shall be placed, thoroughl y compacted, and shaped to the dimensions indicated on the plans. Unless otherwise specif ied, compaction shall be to the satisfaction of the Engineer. When impervious material or other materials are specified to be placed over the filter material, the compacted filter material shall be covered as soon as practicable with this material and compacted to the required design soil density in accordance with Section 203. 605.03.5--Edge Drain Installation. Edge drains, edge drain outlets, vents, untreated permeable material, and filter geotextile shall be installed in accordance with the details shown on the plans or in the contract documents, as specified herein and applicable contract documents. The vertical tolerance (height) for the trench shall be plus or minus one-half Section 605 Section 605 inch. The horizontal tolerance (width) shall be plus one inch. Surfaces to receive filter fabric, immediately pr ior to placing, shall be free of loose or extraneous material and sharp objects that may damage the filter geotextile during installation. The geotextile shall be stretched, aligne d and placed in a wrinkle-free manner. Adjacent rolls of the geotextile shall be overlapped from 12 to 18 inches. The preceding roll shall overlap the following roll in the direction the material is being spread. Should the geotextile be damaged during placing, the torn or punctured section shall be either completely replaced or shall be repaired by placing a piece of geotextile that is large enough to cover the damaged area and to meet the overlap requirement. Damage to the geotextile resulting from the Contractor's vehicles, equipment or operations shall be replaced or repaired by the Contractor at no additional cost to the State. Pipe and fittings shall be joined by solvent cementing with commercial quality solvent cement and primer specifically manufactured for use with rigid PVC plastic pipe and fittings. The solvent cement and primer used shall be made by the same manufacturer. The color of the primer shall contrast with th e color of the pipe and fittings. The solvent cement and primer shall be used in accordance with the manufacturer's printed instructions. When corrugated polyethylene drainage tubing is used, joints shall be made with snap-on or split couplings, corrugated to engage the pipe corrugations, and shall engage a minimum of four corrugations, two on each side of the pipe joint. When poly vinyl chloride corrugated sewer pipe is used, joints shall be made in accordance with the pipe manufacturer's recommendations and ASTM F 949. The backfill of the trench along the pavement edge, across the shoulder and outside the shoulder shall be as shown in the details of the drawings. The Contractor may dispose of the trenched materials on the slopes provided all material passes a three-inch ring and blends into the existing or reconstructed roadway slopes. Otherwise, the material must be disposed of outside the right-of-way. The edge drain and edge drain outlets and vent s shall be clean at the time of installation and shall be free of obstructions after installation. 605.03.6--Edge Drain Inspection. The edge drain system shall be inspected by the Contractor after all roadway construction items are completed within a given section of roadway. A video record and written report for each line inspected shall be furnished to the Engineer. The line location (station numbe r), distance traversed by the camera, and pipe deficiency shall be recorded on a compact disc or other approved media and in a written report. As a minimum, fifty percent (5 0%) of the entire edge drain system shall be video inspected. Video inspection shall be performed in the presence of the Engineer or the Engineer’s representative. Video equipment used for inspecting the edge drain system shall be capable of the Section 605 Section 605 following minimum requirements:

605.03.7 Prefabricated Sheet Drain. Prefabricated Sheet drai n shall be placed in the

areas designated and as directed in the plans. Unless otherwise directed by the Engineer, the prefabricated sheet drain may be insta lled longitudinally, either horizontally or vertically, in the direction of flow. Prefabricated sheet drain shall be placed on a smooth soil surface, free of sharp objects or protrusions. Prefabricated sheet drain material shall be pinned or otherwise secured in place prior to cover placement. A 12-inch cover thickness is required prior to equipment trafficking. No equipment shall be permitted directly on the material. Begin cover placement at the lowest relative grade level to reduce material displacement. Cover placement shall begin immediately, or otherwis e protected from ultr aviolet degradation. Material overlap(s), when required, shall be sh ingled with the upper gradient prefabricated sheet drain above the lower gradient prefabri cated sheet drain providing a minimum 6-inch overlap, unless otherwise directed on the plans. Duct tape shall be used to secure material overlaps.

605.04 Method of Measurement . Tile or pipe underdrains, including all special sections

and connections, and blind drains will be measured from end to end by the linear foot along Section 605 Section 605 their center lines. Appurtenances, specified as pay items, will be measured by the unit indicated. All necessary appurtenances not listed as pay items will not be measured for separate payment. Excavation for pipe underdrains will be measured and paid for under the provisions of Section 206 for the widths shown on the plans. Excavation for blind drains and filter beds will be measured and paid for in accordance with the provisions of Section 203. Measurement and payment for cond uit required to be used as combination storm drain and underdrain will be made in accordance with Sec tion 603, except for those features modified as provided in this section. Measurement of filter materials used in the construction of underdrains, combination storm drains and underdrains, and filter beds will be made as follows:

605.05 Basis of Payment . Tile and pipe underdrains and blind drains, measured as

prescribed above, will be paid for at the cont ract unit price per linear foot. Appurtenances listed as pay items will be paid for at the contract unit price for the units specified. Filter material for underdrains and combination storm drains and underdrains, measured as prescribed above, will be paid for at the contract unit price per cubic yard (FM). Filter material for filter beds, measured as prescr ibed above, will be paid for at the contract unit price per cubic yard (LVM) or ton. Excavation for tile or pipe underdrains will be paid for in accordance with the provisions of Subsection 206.05. Excavation for blind drains will be paid for in accordance with the provisions of Subsection 203.05. Geotextile for subsurface drainage, measured as prescribed above, will be paid for at the contract unit price per square yard. Edge drain and edge drain outlets/vents, measur ed as prescribed above, will be paid for at the contract unit price per linear foot, which price shall be full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for doing all the work involved in constructing edge drains and edge drain outlets/vents complete in place, including wire mesh covers, pipe and pipe fittings, couplings, untreated permeable material, geotextile fabric, granular material, bituminous pavement mixture, trenching, disposal of trenched materials and other miscellaneous appurtenance s as shown on the plans and as specified herein. Edge drain inspection, measured as prescribed above, will be paid for at the contract unit price per linear foot of edge drain and edge drain outlet/vent inspected, which price shall be full compensation for furnishing all labor, equipment, VHS tapes, tools and incidentals necessary to complete the work. Class "C" concrete for edge drain aprons as shown on the plans and as specified herein shall be paid for under Pay Item No. 221-A, Concrete Paved Ditch. Prefabricated sheet drains, measured as prescrib ed above, will be paid for at the contract unit price per square yard, which price shall be full compensation for all materials, installation, labor, tools, equipment, and incidentals necessary to complete the work. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 605-A: ___" Concrete Drain Tile for Underdrains, Class____ - per linear foot Section 605 Section 605 605-B: ___" Perforated Concrete Pipe for Underdrains, Class ____ - per linear foot 605-C: ___" Porous Concrete Pipe for Underdrains - per linear foot 605-D: ___" Perforated Corrugated Metal Pipe for Underdrains, Type ____ - per linear foot 605-E: ___" Non-perforated Corrugated Metal Pipe for Underdrains, Type_____ - per linear foot 605-F: ___" Bituminous Coated Perforated Corrugated Metal Pipe for Underdrains, Type____ - per linear foot 605-G: ___" Bituminous Coated Non-perforated Corrugated Metal Pipe for Underdrains, Type____ - per linear foot 605-H: Edge Drain - per linear foot 605-I: Edge Drain Outlets/Vents - per linear foot 605-J: Edge Drain & Edge Drain Outlet/Vent Inspection - per linear foot 605-K: Blank 605-L: Blank 605-M: ___" Perforated Corrugated Aluminum Pipe for Underdrains, Type____ - per linear foot 605-N: ___" Non-perforated Corrugated Aluminum Pipe for Underdrains, Type ____ - per linear foot 605-O: ___" Perforated Sewer Pipe for Underdrains, SDR ___ - per linear foot 605-P: ___" Non-perforated Sewer Pipe for Underdrains, SDR ___ - per linear foot 605-Q: ___" Perforated Corrugated Polyethylene Drainage Tubing for Underdrains - per linear foot 605-R: ___" Non-perforated Corrugated Polyethylene Drainage Tubing for Underdrains - per linear foot 605-S: ___" Semi-circular Pe rforated Plastic Pipe for Underdrains - per linear foot 605-T: ___" Perforated Pipe for Underdrains, Optional* - per linear foot * Meeting the requirements for Pay Item Numbers 605-B, Standard Strength; 605-D, Type III; 605-K, Type SJ or TJ; 605-M, Type III; 605-O, SDR 35, 41 or 42; 605-Q, Section 605 Section 605 or 605-S. 605-U: ___" Non-perforated Pipe for Underdrains, Optional** - per linear foot ** Meeting the requirements for Pay Item Numbers 605-E, Type III; 605-L, Type SJ or TJ; 605-N, Type III; 605-P, SDR 35, 41 or 42; or 605-R. 605-V: ___" Blind Drains - per linear foot 605-W: Filter Material for Combination Storm Drain and/or Underdrains, Type ___ - per cubic yard 605-X: Filter Material for Filter Beds, Type ____ - per cubic yard or ton 605-Y: Impervious Material, Type ____ - per cubic yard or ton 605-Z: Underdrain Appurtenances, Description - per lump sum, each, etc. 605-AA: Geotextile for Subsurface Drainage, Type ***, AOS *** - per square yard 605-BB: Prefabricated Sheet Drain - per square yard *** When not designated, see Subsection 714.13. SECTION 606 - GUARD RAIL

606.01 Description . This work consists of furnishing and erecting complete sections of

guard rail in accordance with th ese specifications and in reasonably close conformity with the lines and grades shown on the plans or established by the Engineer. This work shall also include the installation of reflectors on guard rail posts and the installation of guard posts. When the work requires the removal and replacement of guardrail on a facility opened to traffic, the materials necessary for replacement will be on hand before removal begins. The Contractor shall not begin work on any section of guardrail until preparations have been made to complete the installation of the section, including posts, rail, anchors, and hardware as a continuous operation. Once work has been initiated on a section, the work shall be prosecuted to its completion unless inclement weather or other conditions beyond the control of the Contractor interfere with the work. Uncompleted guardrail or special end sections shall not be left exposed to th e travelling public without the approval of the Engineer. If approval is granted, the uncompleted section must satisfactorily be marked with drums, barricades, or other devices, as directed by the Engineer, at no additional cost to the Department. In no case will uncomplet ed guardrail or special end sections be allowed to remain over a weekend or holiday period.

606.02 Materials . Unless otherwise specified, all materials shall conform to the

requirements shown on the plan s and set forth in Section 712. Reflectors shall be of the type, size, and color designated on the plans and shall conform to the requirements of Section 606 Section 606 Subsection 721.07. When not designated, guard rail posts, mee ting the requirements of Subsection 712.06, may be wood or steel but shall be of the same type for the entire project. Posts for bridge end sections shall be of the same type as th e guard rail line posts. Posts for cable anchorage sections may be wood or steel but shall be of the same type for the entire project. Terminal end sections, installed as per ma nufacturer’s recommendations, shall be NCHRP Report 350 or MASH approved. Terminal end sections shall be Flared or Non-Flared and shall be one listed on the Department’s APL. The end sections shall be installed in accordance with the manufacturer’s recommendation. Prior to installation, the Contractor shall provide two copies of the manufacturer’s installation details to the Project En gineer. The Project Engineer will keep one copy in the project file and provide one copy to the District Maintenance Engineer. The installation details shall be engineering drawings, a minimum of 11” X 17” in size. Reflective adhesive sheeting with alternating black and yellow stripes (sloping downward at an angle of 45 degrees in the direction traffic is to pass) shall be required on the end of the terminal section. The type of terminal section installed shall be written on the device with a Permanent Marking Stick or some other means of permanent identification.

606.03 Construction Requirements .

606.03.1 Erection of Guard Posts . Generally, guard post will be constructed of timber

post. However, in certain circumstances, gu ard post may be constructed of steel with special requirements as detailed on special desi gn sheets in the plans. The posts shall be set plumb and firm to the depth indicated an d accurately lined, spaced, and graded. After the posts are in place, the holes shall be backfilled with suitable material which shall be thoroughly compacted in approximate six inch layers by tamping. Posts shall not be sawed or cut after treatment. If set posts are found to be in improper position with reference to alignment or grade, they shall be removed and reset properly. If the posts are found too high they may be driven to the proper elevati on provided the tops of the posts are protected by suitable driving caps. Wood guard rail posts and guard posts may be erected by driving or by a combination of drilling and driving when after demonstration at the project site the Engineer approves the results as being equal to or better than the results that can be obtained by erecting posts in drilled holes and backfilling. Acceptability of driving or combined drilling-driving will be contingent on the following conditions:

606.03.2 Anchorage . Anchors and braces shall be furn ished and placed as shown on the

plans.

606.03.3 Erection of Rails . All fabrication and forming of rail elements shall be

completed prior to application of the shop paint. Field punching, cutting, burning, or welding will not be permitted, except where specifically authorized by the Engineer and subject to the conditions thereof. The rail shall be erected in a manner that results in a smooth, continuous, taut rail that conforms to the line and grade sh own on the plans or established. In the erection of rail, consideration shall be given to the prevailing temperature and the anticipated rise and fall of temperature ultimately affecting the length of the rail. Where required, ends of rail shall be flared within the limits shown on the plans or established. Bolts and clips used for fastening rails or fittings to posts shall be drawn up tightly, and all bolts, except "take up" device bolts, shall be of such length as to not project beyond the nut more than the limits shown on the plans. Sawing of ends of bolts to meet this requirement will be permitted. 606.03.4--Repairing Rails and Fittings . Where the galvanizing on guardrail or fittings has been damaged, the coating shall be repaired by re-galvanizing or the surface repaired by painting with two coats of zinc oxide paint approved by the Engineer.

606.03.5 Reflectors . Reflector units shall be installed in conformity with details shown

on the plans and in accordance with the ma nufacturer's recommendations. Where holes are required to be bored in posts or other units , the holes shall be bored prior to the required painting. The reflectors shall be installed after all painting is completed.

606.04 Method of Measurement . Guard rail will be measured by the linear foot along

the face of the rail from center to center of end posts for each complete section and will include posts and other elements of the completed section. Special sections will be measured per each or linear foot, as indi cated on the plans. Guard posts will be measured by the unit per each post installed. Such measurement will Section 606 Section 606 include reflectors as specified, backfill, clean up, and any required additional hardware such as caps and chain necessary to complete the work.

606.05 Basis of Payment . Guard rail will be paid for at the contract unit price per linear

foot for each designated type. Special sections will be paid for at the contract unit price per linear foot or per each, as applicable. Guar d posts will be paid for at the contract unit price per each. These prices shall be full comp ensation for completing the work. Payment will be made under: 606-A: Guard Post - per each 606-B: Guard Rail, Designation - per linear foot 606-C: Guard Rail, Cable Anchor, Designation - per each 606-D: Guard Rail, Bridge End Section, Designation - per each 606-E: Guard Rail, Termin al End Section - per each 606-F: Guard Rail, * Designation - per linear foot or each 606-G: Special Sections, Designa tion - per linear foot or each * Indicate Remove, Replace, or Remove and Replace SECTION 607 - FENCE S AND CATTLE GUARDS

607.01 Description . This work consists of furnishi ng materials and constructing fences,

gates, and cattle guards in accordance with the plans and these specifications and in reasonably close conformity with the lines and grades indicated on the plans or established. Fencing shall include satisfactory connections with all intersecting fences, bridges, and culvert headwalls. This work also consists of fencing designed and constructed primarily as screening or glare barrier. In this case certain modifications or amendments to these specifications shall be made as shown on the plans or in the proposal; otherwise, the requirements of these specifications shall be applicable.

607.02 Materials .

607.02.1 Type "A" Fence . Materials for Type "A" fence shall meet the requirements of

the following subsections: Woven Wire (Hog Wire) .................................................................................. 712.03 Barbed Wire ..................................................................................................... 712.02 Staples .............................................................................................................. 712.15 Tension Wire ................................................................................................. 712.04.3 Section 607 Section 607 Tie Wire ........................................................................................................ 712.04.2

607.02.2 Chain Link Fence . Materials for chain link fence shall meet the requirements

of Subsection 712.04.

607.02.3 Posts and Lumber . The size of posts and lumber shall be as designated on the

plans. Unless otherwise specified, concrete posts for Type "A" fence shall be used in interchange areas. In other areas, either wood or concrete posts for Type "A" fence may be used, provided the same type is used throughout the project. Posts shall meet the requirements of Subsectio n 712.05 for the type specified or permitted.

607.02.4 Gates . Gates shall meet the requirements of Subsection 712.12 for the type

specified.

607.02.5 Concrete for Anchors and Footings . Concrete for anchors and footings shall

be Class "C" conforming to the requirements of Section 804, except that the requirements for size and gradation of aggregate may be modified, and small, one-half cubic yard or less, batches may be mixed by approved hand methods.

607.02.6 Cattle Guards . Materials for cattle guards will be specified on the plans and in

the contract documents.

607.03 Construction Requirements .

607.03.1 General . The Contractor shall perform the clearing and grubbing necessary to

construct the fence to the requ ired grade and alignment. Clearing and grubbing shall be in accordance with Section 201. A herbicide shall be used for sprout control of cut stumps. Paint or spray freshly cut stump surface thoroughly covering cambium area next to bark until the herbicide runs down around the root collar. Treat stump as soon as practical after cutting for more effective control but no later than day of cutting except when spraying must be postponed due to inclement weather. Pine stumps and all other stumps larger than 15 inches in diameter do not require spraying for control of sprouting. Permissible herbicides are 2,4-D (amine); picloram +2,4-D; ammonium sulfamate; and dicamba. Specific requirements such as mixing, diluting, rate, application, use restrictions, safety precautions, etc. will be in accordance with the manufactures printed container label. Re-spraying will be required when the herbicide is washed off by rain within eight hours of application or diluted to such an extent that it is rendered ineffective. At locations where breaks in a run of fencing are required, or at intersections with existing fences, appropriate adjustment in post sp acing shall be made to conform to the requirements for the type of closure indicated. All posts shall be set plumb and to the requir ed grade and alignment. Cutting of the tops of the posts will be allowed only with the approval of the Engineer and under the conditions specified by him. Section 607 Section 607 Wire or fencing shall be stretched taut and firmly attached to posts and braces by the method indicated on the plans. All wire shall be installed to the required elevations. At each location where an electr ic transmission, distribution, or secondary line crosses the fence, the fence shall be grounded by a copper-coated steel rod at least eight feet long and at least 1/2 inch in diameter. The rod shall be installed directly below the point of crossing and driven vertically until the top is six inches below the ground surface. A No. 6 solid copper conductor or equivalent shall be used to connect each fence element to the grounding rod. The connections shall be ei ther brazed or fastened with approved non- corrosive clamps. When a power line runs parallel or nearly parallel to the fence, the fence shall be grounded at each end or gate post or at intervals not to exceed 1,500 feet. Fences shall generally follow the contour of the ground, with the bottom of fence fabric not less than one inch or more than six inches from the ground surface. Grading shall be performed where necessary to provide a neat appearance. Where abrupt changes in the ground profile in low areas make it impractical to maintain the ground clearance shown on the plans, longer posts may be used and multiple strands of barbed wire stretched thereon. The vertical clearance between strands of barb ed wire shall be as shown on the plans. On tangent sections fabric or wire shall be placed on faces of posts opposite the highway, and on curve sections on the faces of posts opposite the center of curvature.

607.03.2 Concrete and Timber Posts.

607.03.2 1--General . Post holes shall be of sufficient diameter to allo w proper compaction

of backfill. The backfill shall be made with the best soil available and shall be thoroughly tamped until the post is firm and rigid in position. Round wood posts shall be set with the large end down and shall be plumbed to within a tolerance of 1/4 inch per foot in height. The top shall be set to within 1/2 inch of the specified alignment on the side on which the wire is to be attached. Concrete and square wood posts shall be set plumb and to within 1/2 inch of the specified alignment on the side to which the wire is to be attached. Fence posts not specified to be set in concrete may be erected by driving, drilling, or combination, when after demonstration at the project site the Engineer approves the results as being equal to or better than what can be obtained by erecting in dug holes and backfilling. The use of mechanical driving equipment shall not require removal of more desirable trees or more grading than is required for dug holes.

607.03.2 2--Line Posts . When specified or directed, line posts at the low point of a grade

or in depressions where the pull on the fence tends to lift the post shall be anchored in concrete.

607.03.2 3--Brace Bays . When the distance between end, gate, or corner posts exceeds

Section 607 Section 607 500 feet on tangent fences and 250 feet on curved fences, brace bays shall be erected.

607.03.2 4--Concrete Anchors . The surface of concrete anchors shall be shaped to drain

away from the post. Anchors shall be covered with suitable earth and allowed to cure five days before installation of wire or fabric.

607.03.3 Metal Posts and Concrete Footings . Unless otherwise specified or permitted,

holes for concrete footings shall be wetted sufficiently to prevent absorption of moisture from concrete. The concrete shall be finished above the ground to shed water and covered with four inches of loose earth. The footings shall be allowed to cure for seven days before erection of fabric. When the ground is not firm, side forms will be required. Forms may be removed within 24 hours. Immediately after stripping the forms, moistened earth shall be tamped solidly around the footing, and four inches of loos e earth shall be placed over the footing. The distance between end, corner, intermediate brace, or gate posts shall not exceed 1,000 feet, and each such post shall be braced and trussed to the adjacent line posts. If specified, metal posts shall be erected without concrete footings. In this case, posts shall be driven plumb to within 1/2 inch of the specified alignment by means of an approved post driver. Posts that are bent or otherwise damaged shall be removed and replaced.

607.03.4 Installing Wire .

607.03.4 1--Woven Wire Fabric . Stretching shall be with an approved stretcher that will

produce approximately equal tension in each line wire. The fabric shall be stretched until the tension is just below the point of produc ing displacement in the tension crimps. At each end, corner, or gate post, each strand of line wire shall be wrapped around the post and securely fastened by winding the free end ar ound the wire near the post. Splicing shall be accomplished by the use of either a wrapped splice or a corrosion resistant, compressed sleeve type splice meeting the approval of the Engineer. When a wrapped splice is used, the vertical wires adjacent to each end shal l be brought together and the end of each horizontal wire wrapped with at least six complete turns around the other corresponding horizontal wire.

607.03.4 2--Barbed Wire. Either a wrapped splice or the compressed sleeve type splice

described above may be used for barbed wire . When the wrapped splice is used, each end shall be wrapped with at least six complete turns around the other wire.

607.03.4 3--Chain Link Fabric . Continuous mesh shall be afforded by weaving and

fastening rolls of fabric together with a single wire strand of the size and type in the fabric.

607.03.5 Gates . Posts and footings or anchorages shall be installed in the manner

prescribed for the post type used. When the type latching device so requires, a concrete "keeper" or footing, minimum 12 x 12 x 15 inches of the type necessary to seat the drop-bar firmly, shall be constructed.

607.03.6 Finished Fence . The tops of all posts shall be at a uniform grade and at a

uniform distance above the top wire. Section 607 Section 607 All surplus excavated material and debris resu lting from construction shall be disposed of as directed and the fence left in a neat and orderly condition. 607.03.7--Cattle Guards . Construction details for cattle guards will be set out in the contract documents. 607.04--Me thod of Measurement. Type "A" woven wire fence, of the height specified, will be measured by the linear foot of comple ted fence which includes woven wire, barbed wire, and other appurtenances shown on the plans. Measurement will be made along the bottom of the woven wire fabric, and openings will be excluded from the measurement. Chain link fence, of the height specified, will be measured by the linear foot of completed fence. Measurements will be made along the bottom of the chain link fabric, and openings will be excluded. Barbed wire fence of the number of strands specified will be measured by the linear foot of completed fence. Measurements will be ma de along the completed fence, and openings will be excluded. Single strand barbed wire indicated for separate payment will be measured by the linear foot. Gates will be measured by the unit. Posts, including tops and footings of metal posts, will be measured by the unit. Concrete anchors for use with timber or concrete posts will be measured by the unit. Pickets will be measured by the linear feet of completed fence containing pickets. Lattice will be measured by the linear feet of completed fence containing lattice. Cattle guards will be measured per each. Excavation and backfill for footings, anchorages , and cattle guards; stretcher bars; top rails; post tops; barbed wire integral to specified fences; bottom tension wires or rails; tie wires; tension wires; truss rods with turnbuckles; connectors; bands; compression braces; hinges; latching devices; hardware; reflectors; paint; painting; and other accessories and incidentals necessary to complete the work will not be measured for separate payment. Required clearing and grubbing and grading w ill not be measured for separate payment unless so indicated on the plans.

607.05 Basis of Payment . Fencing items will be paid for at the contract unit prices for

the respective items, which shall be full compensation for completing the work. Payment will be made under: 607-A: ___” Type "A" Woven Wire Fence - per linear foot 607-B: ___” Type ___ Chain Link Fence * - per linear foot Section 607 Section 607 607-C: ___” Type ___ Chain Link Fence, Glare Barrier / Screening - per linear foot 607-D: Barbed Wire Fence, No. Strands & Materials - per linear foot 607-E: Barbed Wire, Single Strand - per linear foot 607-G: Gate, Size & Type * - per each 607-H: Pickets, Height, Size and Material - per linear foot 607-L: Lattice, Height, Size, Ma terial, etc. - per linear foot 607-P1: Line Posts, Length, Size & Material - per each 607-P2: Brace Posts, Length, Size & Material - per each 607-P3: Gate Posts, Length, Size & Material - per each 607-W: Cattle Guards - per each 607-Z: Concrete Anchors - per each * Indicate when arms with barbed wire is required SECTION 608 - CONCRETE SIDEWALKS

608.01 Description . This work consists of constructing concrete sidewalks on a prepared

subgrade in accordance w ith the plans and specifications. This work may also include the placement of detectable warning panels / trun cated domes in concrete sidewalk as shown on the plans or as directed by the Engineer. Lines and grades shall be as shown on the plans or established. "Subgrade" in this section shall mean the prepared foundation on which the sidewalk is constructed. 608.02--Materials . All material furnished for use shall comply with appropriate requirements of the 700 series of these specifications, and the following: Concrete shall be Class B meeting the requirements of Section 804 or Class P or PA meeting the requirements of Section 501. Reinforcing steel shall meet the applicable requirements of Sections 602 and 711 and plan details. Detectable warning panels shall meet the requirements of plans, specifications, and the requirements of the Americans with Disabilities Act (ADA). The panels shall be precast, modular, or prefabricated.

608.03 Construction Requirements .

608.03.1 Equipment . The Contractor may use forms or, if requested in writing and

Section 608 Section 608 approved by the Engineer, an approved automatic extrusion type paving machine. Forms shall be wood or metal. If wood, they shall be dressed on all sides, and be free of bulges, warps, and loose knots. If metal, they shall be of approved section and have a flat surface on top. The depth of the forms shall be equal to the depth of the sidewalk. Adequate means shall be provided for securely fastening the ends of forms together. Prior to use, an automatic extrusion mach ine must be demonstrated to produce a consolidated concrete section conforming to th e dimensions, cross section, line, and grades shown on the plans or established.

608.03.2 Excavation and In-Grade Preparation . Excavation shall be made to the

required depth and to a width that will permit the installation and bracing of forms. The foundation shall be shaped and compacted at the proper moisture content to a firm, even surface conforming to the lines, grades, and sec tions shown on the plans or established. All soft, spongy, or other unsuitable materials encountered shall be removed and replaced with acceptable material.

608.03.3 Setting Forms . Forms shall be set to the required line and grade and rigidly

held in place by stakes or braces. Ends of ad joining form sections shall be flush. Forms and division plates shall be cleaned and o iled before placing concrete against them.

608.03.4 Handling, Measuring, Proportioning, and Mixing Materials . The method of

handling, measuring, proportioning, and mixing concrete materials shall conform to Section 501 or Section 804. Where reinforcement is required, it shall be placed in accordance with Section 602.

608.03.5 Placing Concrete . A template resting upon the side forms and having its lower

edge at the elevation of the subgrade shall be drawn along the forms to shape and grade the subgrade before concrete is deposited. The subgrade shall be moist and free of debris and foreign material before concrete is deposited upon it. The concrete mixture shall be placed on the prepared subgrade to the depth required to complete the sidewalk in one course. It shall then be vibrated and/or tamped and struck off with an approved straightedge resting upon the side forms and drawn forward with a sawing motion. The surface shall be given a Class 6 float finish as set out in Section 804. The edges of sidewalk shall be rounded with an edging tool having a radius of 1/2 inch. Expansion joints shall be edged with an edger having a radius of 1/4 inch.

608.03.6 Joints . Expansion joints shall be of the dimensions specified and shall be filled

with the type of premolded expansion joint filler specified. Sidewalks shall be divided into sections by dummy joints formed by a join ting tool or other acceptable means. These dummy joints shall extend into the concrete for at least one inch and shall be approximately 1/8 inch wide. Joints shall match as nearly as possible adjacent joints in curb or pavements. Dummy joints may be sawed in lieu of forming with a jointing tool. Construction joints shall be formed around all appurtenances such as manholes, utility poles, etc. extending into and through the sidewalk. Premolded expansion joint filler 1/4 inch thick shall be installed in these joints. Expansion joint filler of the thickness indicated shall be installed between concrete sidewalks and fixed structure such as a building or bridge. This expansion joint material shall extend for the full depth of the walk. Section 608 Section 608

608.03.7 Protection and Curing . Concrete shall be protected and cured in accordance

with the requirements of Subsection 501.03.20 or by other approved methods. Placement, protection, and curing of concrete during cold or hot weather shall conform to the limitations, conditions, and requirements set out in Section 804.

608.03.8 Backfilling and Cleaning Up . When the concrete has set sufficiently, the sides

of the walk shall be backfilled and compact ed to the required elevation with suitable material. All surplus material shall be disposed of as directed, and the completed work and the site shall be left in a neat and presentable condition.

608.03.9 Detectable Warning Panel . Detectable warning panels shall be installed on the

concrete sidewalk at the locations shown on the detail drawings in the plans and in accordance with the manufacturer’s recommendations.

608.04 Me thod of Measurement . Concrete sidewalks of the type specified will be

measured for payment by the square yard. Transition slopes, turning space, and ramps necessary for ADA curb cuts will be measured as concrete sidewalk. Detectable warning panels will be measured by the square foot of actual panel placed. Concrete sidewalk under the panels will be paid for as sidewalk per square yard. Excavation, backfill, expansion joint material, and other miscellaneous items will not be measured for separate payment.

608.05 Basis of Payment . Concrete sidewalks, measured as prescribed above, will be

paid for at the contract unit price per square yard, which shall be full compensation for all labor, equipment, materials, and incidentals necessary to complete the work. Detectable warning panels, measured as prescrib ed above, will be paid for per square foot, which price shall be full compensation for all materials, labor, equipment, and incidentals necessary to complete the work. Payment will be made under: 608-A: Concrete Sidewalk, Without Reinforcement - per square yard 608-B: Concrete Sidewalk, With Reinforcement - per square yard 608-C: Detectable Warning Panels per square foot SECTION 609 - CONCRETE GUTTER, CURB, AND COMBINATION CURB AND GUTTER

609.01 Description . This work consists of constructing curb, gutter, and combination

curb and gutter in accordance w ith these specifications and in reasonably close conformity with the lines, grades, dimensions, and cross sections shown on the plans or as established.

609.02 Materials . Concrete for detached curb, gutter, and combination curb and gutter

shall meet the requirements of Section 601. Concrete for curbs integral with concrete Section 609 Section 609 pavement shall meet the requirements of Section 501. Mixtures for bituminous curb shall be in accordance with Sections 401 and 403 and, unless otherwise specified or approved, shall be a Type ST, 12.5 mm mixture.

609.03 Construction Requirements .

609.03.1 Excavation and In-Grade Preparation . Excavation and in-grade preparation

for gutter, curb, and combination curb and gutter shall be performed in accordance with the applicable provisions of Section 321.

609.03.2 Cast-in-Place Hydraulic Cement Concrete .

609.03.2 1--Forms . Forms, except for divider plates and templates, may be wood or metal.

All forms shall be full depth, straight, and free of warp and shall be securely staked, braced, and sufficiently tight to prevent leakage of mo rtar. All forms shall be cleaned thoroughly and oiled before placing concrete against them. Lumber for wood forms shall be sound, free of bulges, loose knots, and warps, and of uniform width. All lumber shall be dressed commercial lumber at least two inches thick, except the Engineer may permit the use of flexible material on short radii. Metal forms shall be of approved sections and sh all have a flat surface on top. They shall present a smooth surface and be of sufficient strength when braced to withstand the weight of the concrete without bulging or displacement. Special car e shall be exercised to keep metal forms free from rust, grease, or other foreign matter that would discolor the concrete. Metal templates or dividing plates shall be of sufficient thickness and of such design as to hold the forms rigidly in place and to produce a smooth vertical joint after the plates are removed. They shall be of the full dimensions shown on the plans for curb, gutter, or combination curb or gutter.

609.03.2 2--Proportioning, Mixing, and Placing Concrete . Unless otherwise specified,

concrete used for detached curb, gutters, and combination curb and gutter shall be Class "B" proportioned, mixed, and placed in accorda nce with the provisio ns of Section 601. Concrete used for curb integral with concrete pavement shall be proportioned, mixed, and placed in accordance with the provisions of Section 501. The concrete shall be placed on a moist grade and consolidated by vibration or other acceptable methods. Weep holes shall be pl aced through cu rbs where indicated on the plans or as directed.

609.03.2 3--Extruded Construction. Concrete curb and curb and gutter may be constructed by the use of a curb forming mach ine. Such a machine shall conform to (a),

(b), and (e) of Subsection 609.03.3.2, and in a ddition, its continued use shall be contingent upon it producing curb with the specified sec tion, line, and grade. If these conditions cannot be met, construction shall be by conventional methods. In the event a curb forming machine is used , minor modifications in the concrete mix design may have to be made to improve placement, subject to approval of the State Section 609 Section 609 Materials Engineer.

609.03.2 4--Sections and Joints . Concrete curb, gutter, or combination curb and gutter

shall be constructed in uniform sections of the length specified on the plans. These lengths may be reduced where necessary for closure but no section less than six feet will be permitted. The templates shall be accurately set before placing the concrete and, to the extent possible, allowed to remain in place un til the concrete has set sufficiently to hold its shape. The templates shall be rem oved while the forms are still in place. Expansion joints shall be formed of premolded joint filler of the specified thickness, and shall be placed in line with expansion joints in the adjoining pavement or structure and at other locations designated on the plans. All joint fillers shall be cut to full cross section and shall extend for full depth, width, and length. All expansion joint material protruding after the concrete is finished shall be trimme d as directed. Immedi ately after removal of forms, the outer edges of filled jo ints shall be carefully exposed.

609.03.2 5--Finishing . The concrete shall be finished smooth and even by an approved

float. Forms on the face of curbs shall be re moved as soon as the concrete will hold its shape, and the surface shall be finished with a float to a smooth even texture. Plastering will not be permitted. Strike-off templates of the form and shape of the gutter shall be used to shape the top surface of gutters. Before fi nal finishing the surface of gutters shall be checked with a 10-foot straightedge, and all irregularities of more than 1/8 inch in 10 feet shall be corrected. Edges on the faces of curbs shall be rounded with finishing tools having the radii shown on the plans. Edges where templates have been removed or expansion joint material has been placed shall be finished with an edging tool having a radi us of 1/4 inch. All exposed surfaces against which some rigid type of cons truction is to be made shall be left smooth and uniform so as to permit free movement of the curb, gutter, or combination curb and gutter. All tool marks shall be removed with a wetted brush or wood float. The finished surface shall be a uniform color free from discolorations.

609.03.2 6--Protection and Curing . Concrete shall be cured for at least 72 hours. Curing

shall be by moist cotton or burlap mats, waterproof paper, white polyethylene sheeting, straw curing as set out in Subsection 501.03.20, or by other approved methods. The Contractor shall have materials available at all times for the protection of unhardened concrete against rain. During the curing period all traffic, both pedestrian and vehicular, shall be kept off the concrete. Vehicular traffic shall be kept off for such additional time as the Engineer may direct. The Contractor shall protect the work from damage until release of maintenance. All sections dama ged before release of maintenance shall be removed and reconstructed by the Contractor without extra compensation.

609.03.3 Bituminous Curbing .

609.03.3 1--Preparation of Bed . When curbing is to be constructed on a newly placed

bituminous surface, the curb may be laid if the surface is clean. When curbing is to be constructed on concrete or bituminous pavement that is not newly Section 609 Section 609 placed, the bed shall be thoroughly swept and cl eaned by compressed air. The surface shall be dry, and immediately prior to placement of the curb shall be tacked with bituminous material of the type and grade approved by the Engineer. The rate of application of the tack coat material shall be between 0.05 to 0.15 gallons per square yard of surface. The Contractor shall prevent the tack coat material from spreading to areas outside that to be occupied by the curb. 609.03.3.2--Placing . Bituminous curbing shall be constructed with a self-propelled curbing machine or paver with curbing attach ments designed to extrude and compact the material in accordance with the typical sec tion on straight and curved alignments. The automatic curb machine sha ll meet the following requirements and shall be tentatively approved prior to its use. Its continued use shall be contingent upon its production of curbing meeting the specified requirements.

609.03.3 3--Painting . When painting is required, it shall consist of two coats of the

specified traffic paint meeting requirements of Section 625. Glass beads shall also conform to the requirements of Section 625 and shall be applied onto the top coat of paint in a manner that will embed the beads sufficien tly to adhere to the painted surface.

609.03.4 Backfilling and Cleaning Up . After the concrete has set sufficiently or the

bituminous curb has cooled, the areas on the sides of the curb, gutter, and combination curb and gutter shall be filled to the required elevation with the specified materials and compacted as specified or directed. All surplus material shall be disposed of as directed, and the entire area shall be left in a neat and satisfactory condition.

609.04 Me thod of Measurement . Concrete gutter, curb, combination curb and gutter,

and bituminous curb will be meas ured by the linear foot along the face of the curb or flow line of the gutter. Deduction will be made for driveway openings. Concrete integral curb, complete in place, w ill be measured by the linear foot along the face of the curb including the full le ngth of curb returns for driveways. No deduction in length will be made for drainage structures such as catch basins and inlets installed in the curbing. Section 609 Section 609 Excavation, backfill, expansion joint material , and other related miscellaneous items will not be measured for separate payment. The cost thereof shall be included in the unit prices bid for other items.

609.05 Basis of Payment . Concrete gutter, curb, combination curb and gutter, and

bituminous curb will be paid for at the contr act unit prices per linear foot, complete in place, which shall be full compen sation for completing the work. Payment will be made under: 609-A: Concrete Gutter, Designation - per linear foot 609-B: Concrete Curb, Type ____ - per linear foot 609-C: Concrete Integral Curb, Type ____ - per linear foot 609-D: Combination Concrete Curb and Gutter * - per linear foot 609-E: Bituminous Curb - per linear foot * Type may be specified SECTION 610 - HIGH TENSION CABLE BARRIER

610.01 Description. This work shall consist of constructing high tension cable barrier by

designing, laying out, furnishing and installing posts, cables, terminal sections (end terminals), and any special connections and fittin gs required in the contract documents. This also includes maintenance and repair of the system until final acceptance of the project. Cable barrier shall be staked and laid out by the Contractor in accordance with the plans or as directed by the Engineer. High tension cable barrier shall meet the requirements of NCHRP Report 350, Test Level 4 (TL-4), or MASH criteria. The Contractor shall provide a copy of the FHWA letter of approval for the system prior to installation. The high tension cable barrier system shall be a four (4) wire rope system with maximum post spacing of 10.5 feet, center to center, an d be appropriate for applicable field conditions and speed rating. In addition to certifications, the Engineer may opt to sample any materials to be used in the work at any time ranging from the point of manufacture to the construction site for whatever testing or inspection the Engineer deems necessary. The Contractor shall select and install only one single manufacturer’s high tension cable barrier system for the entire pr oject. Terminal sections and high tension cable barrier shall be produced by the same manufacturer. 610.02--Materials. High tension cable barrier shall meet the following general Section 610 Section 610 requirements. Concrete, minimum Cla ss C ........................................................... Section 804 Reinforcing Steel ............................................................................ S ection 602 Anchor Bolts and Nuts ................................................... Subsec tion 810.02.21 Galvanizing (Bolts, Nuts & Wa shers) ................................... AASHTO M 232 Fittings (Steel) Hardware .................................................... Subsection 712.06 Reflective Sheeting ............................................................. Subsec tion 721.07

610.02.1 Cable. The cable shall be ¾-inch, 3 x 7, pre-stretched galvanized wire rope meeting the requirements of AASHTO M 30 / ASTM A741, Type I, Class A coating, with

a Modified Breaking Strength equal to 39,000 pounds in accordance with the following:  Pre-stretched to exhibit a minimum m odulus of elasticity of 21,661,553 psi based on a steel surface area of a fi xed 0.2394877 square inches, and  Testing must be done in accordance with ISO 12076-202 Wire Rope Modulus of Elasticity “Initial (as manufactured)”, with no bedding of the rope permitted in testing.

610.02.2 Posts . Steel posts shall be socketed in metal or plastic sleeves installed in a

concrete footing. Steel posts, blocks, and metal sleeves shall conform to AASHTO M 270, Grade 36, and shall be galvanized in accorda nce with ASTM A 123. Welding and repair welding for all steel fabrication shall be performed by certified welders and meet the requirements of AWS D1.1. All fabrication shall be completed prior to galvanizing. Posts shall be domestic hot-rolled mild steel, or cold-formed from hot-rolled mild steel. A fitting gasket, profiled to fit ti ghtly around each post, shall be provided to prevent debris from entering the socket. 610.02.3--Turnbuckles . Turnbuckles shall be threaded to accept the fittings described above. Turnbuckles shall be of the solid or closed body type with two inspection holes to determine threaded rope terminal penetrati on. Turnbuckles shall allow for a terminal penetration depth equivalent to or greater than the depth of the tested system, shall develop minimum tensile load without yielding to 36,800 pounds, and shall be galvanized, after threading, to ASTM A153, or stainless steel.

610.02.4 Mechanical Anchor Fittings . Fittings shall be provided at the anchor

terminations of each wire rope and shall be of the same type as used in the connection to the turnbuckles. The fittings shall develop mini mum tensile load of the entire wire rope of 36,800 pounds without yielding, shall be capable of release and reuse, and shall be galvanized to ASTM A153 after threading.

610.02.5 End Terminals . End terminals shall be NCHRP Report 350 compliant meeting

Test Level 3 (TL-3) or MASH requirements and having an FHWA letter of acceptance. Each of the four cables of the system shall have anchor connections at the terminal end section. The four cables shall not terminate at the end section with a common cable. All welding shall be performed by a certified welder in accordance with AWS D1.1.

610.02.6 Delineation. The sheeting for delineation shall be Type III retroreflective

sheeting meeting the requirements of Section 721 of the Standard Specifications. Sheeting shall be available in standard colors of white and yellow and may be installed on cable Section 610 Section 610 barrier posts or on delineator posts, which ar e attached to the cable barrier post in accordance with the manufacturer’s recommendations. When used, delineator posts shall be made of high impact fiberglass reinforced composite, engineering blended plastic or thermosetting polymers that are reasonably unaffected by long term U.V. exposure and shall be of good workmanship free of burrs, discoloration, contamination and other objectionable marks or defects that affect appearance or serviceability.

610.02.7 Fittings . Threaded terminals may be wedged or swaged fitting. Swaged fitting

may be shop or field swaged. The engagement depth shall be equivalent to or greater than the depth of the tested system and shall be threaded to fit the system turnbuckles. Fully fitted ropes shall develop a Minimum Breaking Load (MBL) of 36,800 pounds. Threaded terminals shall be galvanized, after threading, to ASTM A 153, or stainless steel. At all locations where the cable is connected to a ca ble socket with a wedge type connection, one wire of the wire rope shall be crimped over the base of the wedge to hold it firmly in place.

610.03 Construction Requirements. A manufacturer’s representative shall be present

during the initial installation of all components (posts, anchors, tensioning) of the cable barrier system. Upon completion of the entire system, a manufacturer’s representative shall inspect and certify in writing that the ca ble barrier system was installed in accordance with the design and manufacturer’s recommendation.

610.03.1 Cable. The Contractor shall install high tension cable barrier system according

to the manufacturer's design and recommendations. Prior to construction, the Contractor shall provide the Engineer with two copies of the manufacturer's most current product manuals covering installation and maintenance of the barrier system including detailed drawings. Turnbuckles shall be included to allow for tensioning of the cables. For installations greater than 1000 feet in length, at least one turnbuckle per 1000-foot strand shall be included. For installations less than 1000 feet in length, one turnbuckle per strand shall be included near the center of the installation. Cable Barrier Tensioning. The cable barri er system shall be placed and tensioned immediately after initial installation per the manufacturer's recommendations. The tension shall be rechecked approximately two (2) to three (3) weeks after initial tensioning and adjusted, if necessary. Concrete shall have a minimum compressive strength of 3,000 psi prior to applying tension to the cables. The compressive strength shall be verified by cylinder tests. The Contractor shall maintain a log showing the date, time, location, temperature, and final tension reading. The log shall be signed by the person performing the readings. The log shall be given to the Pr oject Engineer at the conclusion of the re- tensioning period. The Contractor shall be responsible for providing the Project Engineer with an inventory table of all high tension cable barrier installed prior to the final inspection of the project. The inventory should include the following data: County, Route, Date Installed, System Name, Manufacturer, Beginnin g and Ending Latitude/Longitude at each terminal (DECIMAL), and the tension (LBS) of each cable taken near every turnbuckle in a section. Cable Splices. Only one splice per cable is allowed between end anchor assemblies. Cable Section 610 Section 610 splices shall be staggered a minimum of 20 feet from splices on adjacent cables. Cable splices shall be made in accordance with the recommendations of the manufacturer of the splice hardware.

610.03.2 Posts. The posts shall be installed plumb and in accordance with the

manufacturer's recommended location, spacing, and elevation. All posts shall be socketed steel posts. Sleeve s for insertion of socketed posts shall be set in concrete foundations. All posts shall have a means of holding the wire ropes at the design height. Post foundations shall be to the size and shape recommended and designed by manufacturer based on soil types and ground conditions. The contract documents may include information regarding the existing soil, but is the Contractor’s responsibility to supply the designer of the cable barrier with all the soil information needed to design the cable system. The depth must be determined by the manufacturer's Design Engineer for the project's existing soil condition, but the minimum size shall not be less than l2 inches in diameter by 36 inches in depth (12" x 36").

610.03.3 Terminal Section. Concrete for end terminals shall be a minimum Class C in

accordance with Section 804 of th e Standard Specifications. End terminal foundations shall be placed in excavations of na tural, undisturb ed ground, to the size and shape required by the manufacturer based on soil types and ground conditions. The contract documents may include information regarding the existing soil, but is the Contractor’s responsibility to supply the designer of the cable barrier with all soil information needed to design the cable system. If over-excavation is unavoidable, the sides must be vertical and additional concrete shall be used to completely fill the excavated area. Alternatively, foundations may be formed and cast, then backfilled by a means that achieve a compacted density accepta ble to the Engineer. Exposed concrete shall be finished in accordance with the manufacturer’s recommendations and as directed by the Engineer.

610.03.4 Delineating High Tension Cable Barrier. High tension cable barrier

installations shall be delineated with retroref lective sheeting. Unless otherwise indicated, the delineation shall be applied to the last five posts at each end of an installation and throughout the remainder of the installation at a maximum spacing of 50 feet. The delineation shall provide a minimum of seven (7) square inches of area per post when viewed on a line parallel to the roadway center line. The delineation shall be attached near the top of the post as recommended by the manufacturer. For median installations, the sheeting shall be applied to both sides of the post. For roadside installations, the sheeting shall be applied only to the side of the post facing traffic. The sheeting shall be yellow or white and shall be the same color as the adjacent edge line. The Contractor may elect to attach delineat ors to the posts in accordance with the manufacturer’s recommendations.

610.03.5 Installation Training. The Contractor shall provide a minimum of eight (8)

hours of instruction on the installation, maintena nce and repair of the system. This training shall be provided in a location central to th e project and the local District Office. The Section 610 Section 610 scheduling and location of this training shall be approved by the Engineer. The Project Engineer will advise the District Maintenance Representatives of the training location and schedule. The Contractor shall provide on-site field in struction by the manufacturer of the system using a minimum 2000-foot secti on of the system. The amount of this training will be as necessary to provide field training on all aspects of the system in stallation, including grading, line post installation, wire rope installation and tensioning, and terminal or anchor installation. Upon completion of the cable barr ier system or within ten (10) days of the Maintenance Release, the Contractor shall de liver to the Project En gineer one new cable tensioning device/meter for future Department maintenance activities. This device shall become the property of the Department and its cost shall be included in other items bid.

610.03.6 Cable Barrier Repair. The Contractor shall maintain and repair the cable

barrier until final inspection of the project. Should the cable barrier be damaged, the Contractor shall repair the barrier immediately. The cable barrier post shall be replaced and the cable re-installed to the post. When the damage is caused by the traveling public to a complete-in-place section of cable barrier, the repair will be paid for under pay item Cable Barrier Post Repair.

610.04 Method of Measurement. Cable barrier will be measured by the linear foot. The

length of cable barrier will be the length of in stallation not including lengths of high tension cable barrier terminal sections. Cable barrier terminal section will be measured per each. Cable barrier post repair will be measured by each replacement post required to repair the cable barrier.

610.05 Basis of Payment. Cable barrier, measured as prescribed above, will be paid for

at the contract bid price per linear foot, wh ich price shall be full compensation for all materials, equipment, tools, staking, lay out, and labor necessary to complete installation of the cable barrier, including post foundations, delineators, other hardware, any excavation and backfilling, and training n ecessary to complete the work. Cable barrier terminal section, measured as prescribed above, will be paid for at the contract bid price per each, which price sha ll be full compensation for all materials, equipment, tools, staking, lay out, and labor necessary to complete the installation of the cable barrier terminal section, including post foundations, delineators, anchors, reinforcing steel, other hardware, any excavation and backf illing, and training n ecessary to complete the work. Cable barrier post repair, measured as prescribed above, will be paid for at the contract bid price per each post, which price shall be full compensation for all labor, tools, replacement posts, post connectors, delineators, foundation repairs, miscellaneous hardware, and incidentals necessary to complete the repair of a damaged section of cable barrier. Payment will be made under: 610-A: Cable Barrier - per linear foot 610-B: Cable Barrier Terminal Section - per each 610-C: Cable Barrier Post Repair - per each Section 611 Section 611 SECTION 611 - BRICK MASONRY

611.01 Description . This work consists of constructing brick masonry structures in

accordance with these specifications and in r easonably close confor mity with the lines, grades, dimensions, and details shown on the plans or as directed.

611.02 Materials . Masonry brick shall be new, whole brick of standard commercial size

with straight and parallel edges and square corners. They shall be Grade SW or Grade SM as specified and shall meet the requirements of Subsection 706.01. Unless otherwise specified, the following use requirements shall govern:

611.03 Construction Requirements .

611.03.1 Excavation . Excavation for brick masonry sh all be performed in accordance

with the provisions of Subsection 604.03.7. 611.03.2--Laying Brick . Brick masonry shall not be co nstructed in freezing weather or when bricks contain frost except by written permission of the Engineer and subject to the conditions set forth. Brick for exposed surfaces, corners, etc. sh all be selected for color and uniformity. Mortar shall be mixed only in quantities required for immediate use. See Subsection

714.11.5 for more information on masonry mortar.

Brick shall be laid upon prepared foundations in accordance with the design indicated on the plans or as directed. All brick shall be thoroughly cleaned and saturated with water immediately prior to laying. They shall be laid in courses and in a manner that will thoroughly bond them into the fresh mortar by means of the "shove joint" method. "Buttered" or plastered joints will not be permitted. The arrangement of headers and stretchers shall be that which will thoroughly bond the mass. Unless otherwise specified, brick work shall be of alternate headers and stretchers with consecutive courses breaking joints. Other types of bonding, such as for ornamental work, will be specified on the plans. All joints shall be completely filled with mort ar. They shall not be less than 1/4 inch nor more than 1/2 inch in thickness, and the thickness shall be uniform throughout. All joints shall be finished properly as the work progresses, and on exposed walls they shall be neatly struck using the "weather" joint. Bats or spalls shall not be used except fo r shaping around irregular openings or when unavoidable to finish out a course. When used to finish out a course, full bricks shall be placed at the corners and the bats placed in th e interior course. Filling materials for the interior of the walls shall be the same quality as used in the face of the unit unless otherwise Section 611 Section 611 indicated on the plans or directed. Weep holes shall be constructed as shown on the plans or as directed. In case a brick is moved or the joint broken after laying, the brick shall be taken up, the mortar thoroughly cleaned from the brick bed and joint, and the brick relaid in fresh mortar. In hot or dry weather, brick masonry shall be protected and kept wet for a period of at least 48 hours after the brick are laid. Only expert bricklayers shall be used for this work, and all details of the construction shall be in accordance with approved and satisfactory practice. All exposed masonry shall present an even, uniform, neat, and workmanlike appearance, and the exposed surfaces shall be thoroughly cleaned of all mo rtar and scars and the surface left the natural color of the brick.

611.03.3 Backfill . Backfill for brick masonry shall be in accordance with the provisions

of Subsection 203.03.8.6.

611.04 Method of Measurement . Brick masonry will be measured by the cubic yard or

by the thousand. The unit for measurement will be indicated on the bid sheet. When measurement is by the cubic yard, the volume will include the mortar. When measurement is by the thousand, the mortar will not be measured for payment. When either concrete masonry or brick masonry is permitted under Subsection 604.03.4, measurement will be made in accordance with Subsection 604.04. Excavation for brick masonry will not be measured for payment.

611.05 Basis of Payment . Brick masonry will be paid for at the contract unit price per

cubic yard or per thousand, as indicated, which shall be full compensation for completing the work. When brick masonry is used as an optional item of construction under Subsection 611.04, payment will be made as provided in Subsection 601.05. Payment will be made under: 611-A: Brick Masonry - per cubic yard or thousand SECTION 612 - FLOWABLE FILL

612.01 Description. This work shall consist of furnishing and placing a flowable fill

material. Uses include, but are not limited to, placement under existing bridges, around or within box culverts or pipe culverts, or at other locations shown on the plans.

612.02 Materials. All materials shall meet the requirements of the following

Section 612 Section 612 Subsections, or as stated herein: Fine Aggreg ate............................................................................................. * Portland Cement ............................................................... 701.01 and 701.02 Fly Ash ............................................................................................... 714.05 Air Entraining Admixt ures ** ........................................................... 713.02 Water .......................................................................... 714.01.1 and 714.01.2 Calcium Chlori de ** ............................................................................ 714.02 * The gradation of the fine aggregate shall be fine enough for the fine aggregate to stay in suspension in the mortar to the extent required for proper flow and shall conform to the following grading: Sieve Size % Passing 1/2 inch 100 No. 200 < 1 ** High air generators shall be used, as required, in order to increase the total air content to 25 – 35%. Only approved high air generators shall be used to obtain the required air content. Either a Ty pe C or E chemical admixture or maximum 1.0% calcium chloride by weight of the total cementitious materials may be added as required by the application and with the approval of the Engineer. Calcium chloride may not be used where the flowable fill comes into contact with metal. Adding the Type C or E chemical admixture or calcium chloride does not require a different or new mixture design from one previously approved.

612.02.1 Mixture Design. Flowable fill is a mixture of portland cement, fine aggregate,

water, and, as required to obtain the required to tal air content, either high air generators or air entraining admixtures. Fly ash shall be used for Non-Excava table applications. Flowable fill contains a low cementitious content for reduced strength development. At least 30 days prior to production of flowable fill, the Contractor shall submit to the Engineer proposed flowable fill mixtures design following the mixture design submittal procedures listed in the Department’s Concrete Field Manual . The concrete producer shall assign a permanen t unique mixture number to each flowable fill mixture design. All flowable fill mixtur e designs will be reviewed by the Materials Division prior to use. Flowable fill mixture designs disapproved will be returned to the Contractor with a statement explaining the disapproval. Once approved, a flowable fill mixture design may be transferred to other projects without additional testing provided the material sources have not changed. Allowable changes in material sources shall meet the re quirements of the Department’s Concrete Field Manual , Section 5.7. For allowable changes in material sources, the mixture design shall be re-verified following the requirements of Subsection 612.02.1.2.

612.02.1 1--Proportioning of Mixture Design. The mixture design proportions shall be

determined based on batches mixed using production equipment. Table 1, “Flowable Fill Mixture Design Proportioning Guide”, is a guide for proportioning flowable fill, except where noted. Section 612 Section 612 Table 1 Flowable Fill Mixture Design Proportioning Guide Excavatable Non-Excavatable Material Amount (lbs/yd3) Cement 75 – 150 * 75 – 150 * Fly Ash - 150 – 600 * Fine Aggregate ** ** Water *** *** * Guideline for proportioning. The actual amount may vary from the amount listed the Table 1. ** Fine aggregate shall be proportioned to yield one cubic yard of mixture as verified by unit weight. *** Mixture designs shall produce a consistency that will result in a flowable self- leveling product at time of placement. Each mixture design shall be verified using production equipment prior to submittal of the mixture design for review. During the verification, the mixture design shall meet the requirements of the “Performance Requirements Flowable Fill Design” listed in Table 2. The verification performance data and the corresponding batch ticket shall be submitted with the mixture design. Table 2 Performance Requirements for Verification of Flowable Fill Mixture Designs Mixture Property Performance Requirement Required Test Method Excavatable Non-Excavatable Consistency Approximate 8-inch spread (see below) Total Air Content (%) 25 – 35 5 – 15 AASHTO T121 28 Day Compressive Strength (psi) – Minimum 125 AASHTO T22 and T23 Unit Weight (lbs/ft3) 90 – 110 100 – 125 AASHTO T121 The consistency of the fresh mixture shall be that of a thin slurry. The consistency shall be tested by filling to the top a three-inch di ameter by six-inch high cylinder that is open on both ends. With the mixture in the cylinder, immediately pull the cylinder straight up. The correct consistency of the mixture will pr oduce a spread meeting the requirements in Table 2 with no segregation.

612.02.1 2--Verification of Mixture Design. The verification shall be performed by the

Contractor prior to submittal of the mixture design proportions for review. The verification performance data and the corresponding batch ticket shall be submitted with the mixture design. The verification shall be performed using the batching and mixing equipment anticipated to be used during production of the mixture for the project. In addition to the performance requirements listed in Table 2, the verification shall meet the batching tolerance requirements for the material weights listed in the Department’s Concrete Field Manual . Section 612 Section 612 Adjustments of the proportions of fine aggregate and/or water shall be made to achieve suspension of the fine aggregate. The requirements in Table 2 for consistency, percent total air content, compressive strength, and unit weight are for verification of the mixture design proportion purposes only and are not intended for jo bsite acceptance requirements.

612.02.2 Acceptance of Mixture. The acceptance of the mixture at the job site will be

based on the performance of the flowable fill mixture placed and will be at the discretion of the Engineer. For acceptance of the mixture at the job site, the mixture shall be self- leveling and shall not settle, segregate, or have excessive bleed water.

612.02.3 Manufacturing. Flowable fill will be batched, mixed, and transported in

accordance with the requirem ents of Section 804.

612.02.4 Sampling and Testing . The yield shall be determined by testing the first load

placed on each production day in accordance with AASHTO T121. If adjustments are made to the mixture design proportions to correct for yield, the yield shall be determined on the next load with the adjusted proportions.

612.03 Construction Requirements. Prior to placing flowable fill, each end of the

structure shall be plugged leaving an opening at each end no larger than necessary to accommodate the filling equipment. Flowable fill shall be discharged from the mixer by any reasonable means into the area to be filled. Unless otherwise approved by the Engineer, filling will begin on the downstream end of the structure and continue until no further material will enter the structure. The flowable fill will then be continued from the upstream end of the structure.

612.04 Method of Measurement. Flowable fill will be measured by the cubic yard,

which will be determined from the yield in a ccordance with the requirements of Subsection

612.02.4 The yield will be calculated by dividing the actual batch weights of each load by the unit weight of the mix, which will be determined by testing the first load placed on

each production day.

612.05 Basis of Payment. Flowable fill, measured as pr escribed above, will be paid for

at the contract unit price per cubic yard, which price shall be full compensation for furnishing all labor, equipment, tools and materials to complete the work. Payment will be made under: 612-A: Flowable Fill, Excavatable - per cubic yard 612-B: Flowable Fill, Non-Excavatable - per cubic yard SECTION 613 - ADJUSTMENT OF CASTINGS, GRATINGS, AND UTILITY APPURTENANCES

613.01 Description . This work consists of furnishing all materials and adjusting existing

catch basins, inlets, manholes and other designated structures in accordance with these specifications and in reasonably close conformity with the lines, grades and dimensions Section 613 Section 613 shown on the plans or as established.

613.02 Materials . New materials used in this construction, unless otherwise stipulated,

shall conform to the requirements set out in Section 604.

613.03 Construction Requirements .

613.03.1 General . Construction requirements shall be, insofar as applicable, as described

in Section 604. Castings, gratings, frames, covers, and other metal units shall be cleaned before resetting. Where a casting, grating, or utility appurtenance is to be lowered, the masonry shall be removed to sufficient depth so that a set of proper dimensions may be reconstructed to receive the casting, grating or utility appurtenance at the ne w grade. Where the castings, grating or utility appurtenance is to be raised less than one foot, a new ring of masonry may be added without disturbing the old masonry. The use of metal rings to raise appurtenances will be allowed with approval of the Engineer . Where the distance to be raised exceeds one foot, the old masonry shall be removed to sufficient depth, as directed, to permit a neat and workmanlike extension to the new grade. The Contractor shall replace, at no additional co st to the State, all units or parts indicated to be salvaged and reused that are damaged as a result of the Contractor’s operation.

613.03.2 Cleaning Up . Upon completion of the adjustment, all surplus material shall be

removed, and the structure and site of the work shall be left in a neat and clean condition. The entire structure shall be thoroughly cleaned of accumulations of silt, debris, or foreign matter of any kind and shall be kept clean until the final inspection.

613.04 Me thod of Measurement . Adjustment of castings, gratings, utility

appurtenances, etc. for which pay items are incl uded in the contract will be measured on a lump sum basis or by the num ber of units, as specified.

613.05 Basis of Payment . Adjustment of castings, gratings, and utility appurtenances for

which pay items are included in the contract w ill be paid for at the contract lump sum price or at the contract unit price per each, as indicated, which shall be full compensation for completing the work. Payment will be made under: 613-A: Adjustment of Castings, Gratings and Utility Appurtenances - lump sum 613-B: Adjustment of Castings - per each 613-C: Adjustment of Gratings - per each 613-D: Adjustment of Descri ption - lump sum or per each SECTION 614 - CONCRETE DRIVEWAYS

614.01 Description . This work consists of furnishing all materials and constructing

Section 614 Section 614 cement concrete driveways on a prepared grad e in accordance with these specifications, at the locations, and in reasonably close conformity with the lines, grades, and typical sections as shown on the plans or as established.

614.02 Materials . Unless otherwise stipulated, the materials used in this construction, in

addition to conforming to the requirements of Division 700 for materials specified and used, shall conform to the following:

614.03 Construction Requirements .

614.03.1 Equipment . The equipment shall conform to the requirements of Section 501

or Section 804, as applicable. All small tools, such as edgers, floats, tamps, etc., shall be approved tools of such quality and quantity as to assure their adequacy in the performance of acceptable work. Approved eq uipment, necessary and requir ed, shall be on the project in good working condition before construction will be permitted to start.

614.03.2 Preparation of Grade . In-grade preparation shall be performed in accordance

with the applicable provisions and requirements of Section 321, unless otherwise specified or directed by the Engineer, within the tolerances set out in Subsection 321.03.7, extending such preparation, unless otherwise specified, to at least two (2) feet beyond the edges of the proposed concrete driveway.

614.03.3 Forms . Forms and forming shall conform to the requirements of Subsection

608.03 3.

614.03.4 Manufacturing and Placing Concrete . The concrete used in the construction

of driveways shall be manufactured, prop ortioned and placed in accordance with the requirements of Section 501 or Section 804 as shown on the plans and in the proposal. Prior to the placing of any concrete the grade shall be tested with a template cut true to cross-section of the proposed construction, all irregularities corrected and compacted, and the entire grade sprinkled with water. Immediately after mixing, the concrete shall be deposited in a single layer on the moist grade to such depth that after finishing it shall be of the full thickness required. The edges, sides, etc., shall be thoroughly spaded, and th e surfaces tamped sufficiently to compact the concrete and bring mortar, fo r finishing, to the surface. Curb returns for driveways shall be constructed to the dimensions and section shown on the plans or as directed, using the same concre te mixture as used for the driveway slab. They shall be constructed monolithic with the slab as specified for integral curb in Section 609. Section 614 Section 614

614.03.5 Finishing . The concrete shall be struck-off with a transverse template resting

upon the side forms, and shall be floated, with an approved float, in such a manner that excess water, laitance, or other inert material shall be removed from the surface. When the surface of the concrete is free fr om water and just before it obtains its set, it shall be finished with a wooden float so as to produce a sandy texture. The edges of the concrete at expansion joints shall be edged with an edger having a radius of one-half (1/2) inch. Curb returns shall be finished as specified for integral curb in Section 609.

614.03.6 Expansion Joints . Expansion joints shall be formed of premolded joint filler or

poured filler of the specified th ickness, and shall be placed at the locations indicated on the plans. All joint fillers shall be cut to full cr oss-section and shall extend to the full depth, width and length of the construction. Any expansion joint material extruding after the concrete is finished, shall be trimmed as directed. 614.03.7--Protection and Curing. After the concrete is completed, it shall be protected and cured in accordance with the requirements of Subsection 501.03.20 or other approved method. Conditions governing the placement of concre te and the requirements for the placement, protection and curing of concrete during cold or hot weather shall conform to the limitations, conditions and requirements of Subsection 804.03.16 as applicable.

614.03.8 Backfilling and Cleaning Up . When the concrete has set sufficiently, the sides

of the driveway shall be backfilled to the re quired elevation with suitable material, which shall be tamped in layers of not more than six (6) inches until firm and solid. All surplus material shall be disposed of as directed, and the completed work and the site shall be left in a neat and presentable condition.

614.04 Method of Measurement . Concrete driveways of the type specified will be

measured for payment by the square yards. Driveway areas shall be defined as follows:

614.05 Basis of Payment . Concrete driveways, measured as prescribed above, will be

paid for at the contract unit price per square yard, which price shall be full compensation for curb returns; all backfilling and disposal of surplus materials; and for all materials, forms, equipment, tools, labor and incidentals necessary to complete the work. Payment will be made under: 614-A: Concrete Driveway, Without Reinforcement * - per square yard Section 614 Section 614 614-B: Concrete Driveway, With Reinforcement * - per square yard * Thickness may be specified SECTION 615 - CONCRETE BARRIER

615.01 Description . This work consists of furnishing all materials and constructing

concrete barrier in accordance with these spec ifications and the details shown on the plans and in reasonably close conformity with the dimensions, lines, grades, and elevations shown on the plans or established by the Engineer.

615.02 Materials . Materials used in this work sha ll be in accordance with the applicable

requirements of Section 700 or as shown on the plans. Unless otherwise specified, concrete for barrier , cast-in-place or slipform placement, shall be Class "B" meeting the requirements of Section 804. Concrete for precast barrier using the dry-ca st plant manufacturing process shall produce 5,000 psi compressive strength in 28 days. 615.03--Construction Requirements .

615.03.1 General . Cast-in-place barrier shall be constructed in accordance with the

requirements of Subsection 813.03.2.2 and applicable requirements of Section 804. Barrier constructed by slipform placement sh all be constructed in accordance with the requirements of Subsection 615.03.2 and applicable requirements of Section 804. Precast barrier shall be constructed in accordan ce with applicable requirements of Section 804 and the requirements of Subsection 813.03.2.3, except concrete material requirements will be as set forth in Subsection 615.02. Precast concrete barriers must meet the requirements of NCHRP Report 350 or MASH. Joints shall be as shown on the plans, and the surface finish shall be Class 2, rubbed or spray finish, in accordance with the re quirements of Subsection 804.03.19.3.

615.03.2 Slipform Placement . When concrete median barri er is placed by the slipform

method, the slipform machine shall be craw ler mounted for stability and shall include automatic sensing and control equipment for controlling line and grade. Continuation of placement by the slipform method shall be c ontingent upon quality workmanship and good configuration, lines and grades with very little hand finishing required. The Contractor shall be fully responsible for placement at no additional cost to the State, any and all barrier not conforming to the requirements of the cont ract. To improve placement characteristics, the State Materials Engineer may make minor modifications in the concrete mix design for this type of placement.

615.04 Method of Measurement . Concrete barrier of the type specified will be measured

by the linear foot out to out of the barrier. This measurement shall include all elements of the barrier and its foundation. Section 615 Section 615

615.05 Basis of Payment. Concrete barrier, of the type specified, will be paid for at the

contract unit price per linear foot, complete-i n-place, which shall be full compensation for completing the work. Payment will be made under: 615-A: Concrete Description Barrier - per linear foot 615-B: Precast Concrete Description Barrier - per linear foot SECTION 616 - MEDIAN AND ISLAND PAVEMENT

616.01 Description . This work consists of constructing paved medians and islands on

prepared grades in accordance with these specifications and in reasonably close conformity with the lines, grades, and sections shown on th e plans or established. When so indicated on the plans, this work shall also consist of pa inting the surface, or portions thereof, of the median or island.

616.02 Materials .

616.02.1 Concrete. The materials used in the manufact ure of concrete shall conform to

the requirements of Section 804 for the class of concrete specified. Unless otherwise specified, Class "C" concrete shall be used.

616.02.2 Joint Filler . Joint filler shall be the type specified on the plans and shall

conform to the requirements of Section 707. Unless otherwise specified, the filler shall be ½-inch premolded filler meeting the requirements of Subsection 707.02.2.

616.02.3 Asphalt Pavement . Asphalt pavement shall be in accordance with the

applicable materials and construction re quirements of Sections 401 and 403.

616.03 Construction Requirements .

616.03.1 Equipment . The equipment shall conform to the applicable requirements of

Sections 401, 501, and 804, except that approved modified placement, shaping, compacting, and finishing equipment will be permitted. All small tools, such as edgers, floats, tamps, etc., shall be approved tools of such quality and quantity as to assure their adequacy in the performance of acceptable work. Approved required equipment shall be on the project in good working condition before construction will be permitted to start. 616.03.2--Preparation of Grade . Unless otherwise specified, in-grade preparation shall be performed in accordance with the appli cable provisions of Section 321. After completion of grade preparation, the entire ar ea shall be treated with a soil sterilant as follows:

616.03.3 Forms . Forms will not ordinarily be requir ed. If specified or necessary, forms

and forming shall be in accordance with the requirements of Subsection 608.03.3.

616.03.4 Manufacturing and Placing Concrete . Concrete for this work shall be

manufactured and placed in accord ance with the requirements of Section 501 or Section 804 except that approved m odified methods of placement, shaping, and compacting will be permitted. Concrete surfaces shall be gi ven a Class 6 float finish in accordance with Subsection 804.03.19.5. The fresh concrete shall be deposited in a single layer on a moist grade. The edges, shall be thoroughly spaded, and the surface shall be tamped sufficiently to compact the concrete and bring mortar for fi nishing to the surface. The finished surface shall conform closely to the typical section indicated on the plans and shall not have irregularities that would prohibit complete surface drainage, including drainage over adjacent curb. The edges of the concrete at expansion joints shall be edged to a radius of 1/2 inch.

616.03.5 Expansion Joints . Unless otherwise shown on the plans, expansion joints shall

be formed of premolded joint filler of the specif ied thickness. All joint fillers shall be cut to full cross section and shall extend to full depth, width, and length. All expansion joint material extruding after the concrete is finished shall be trimmed as directed. In the event the locations are not shown on the plans, joints shall be placed between all edges of the median or island pavement and the surrounding curb or pavement. Where applicable, joints shall be placed to match expa nsion and contraction joints in adjacent curb or pavement.

616.03.6 Protection and Curing. After the pavement is finished, it shall be protected and cured in accordance with the requirement s of Subsection 501.03.20 or by other

approved method. Placement, protection, and curing of concrete during cold and hot weather shall conform to the limitations, conditions and requirements of Subsection 804.03.16.

616.03.7 Manufacturing and Placing Bituminous Pavement . Asphalt pavement used

in construction of median and island pave ment shall be manufactured and placed in accordance with the requir ements of Sections 401 and 403, except that approved modified methods of placement, shaping, and compacti ng will be permitted. The pavement shall consist of the layers and types shown on the plans. The surface of the finished pavement shall conform closely to the typical section indicated on the plans and shall not have irregularities that would prohibit complete surface drainage, including drainage over Section 616 Section 616 adjacent curb.

616.03.8 Cleaning Up . All surplus material shall be disposed of as directed, and the

completed work and the site shall be left in a neat and presentable condition.

616.03.9 Markings . When specified, pavement markings on median and island pavement

shall be made as detailed or as directed by the Engineer, and shall conform to the provisions and requirements of the applicable sections for the markings specified.

616.04 Method of Measurement . Median and island pavement of the type specified will

be measured in square yards. Excavation will not be measured for separate payment, and the cost thereof is to be included in the price of other items of work. Pavement markings, if required, will be measured and paid for in accordance with the applicable sections for the markings specified.

616.05 Basis of Payment . Median and island pavement of the type specified will be paid

for at the contract unit price per square yard, which shall be full compensation for completing the work. Payment will be made under: 616-A: Concrete Median and/or Island Pavement, Thickness - per square yard 616-B: Bituminous Median and/or Island Pavement, Thickness - per square yard SECTION 617 - RIGHT-OF-WAY MARKERS

617.01 Description . This work consists of furnishing and placing right-of-way markers

and permanent easement markers in accordance with the plans and these specifications and at points designated on the plans, or as directed. The work also shall include the removal of right-of-way markers from their original locations and resetting at new locations as specified or established. Generally, Type “A” markers shall be placed in the ground and Type “B” markers shall be placed in concrete areas. The estimated quan tity of markers will be shown on the plans, and it is the Contractor’s responsibility to verify the type and number of markers required. 617.02--Materials . The right-of-way marker and pe rmanent easement markers shall be constructed using a reinforcement bar of the size indicated and a brass or bronze cap as indicated on the plan sheet. The cap shall be Mark-It® Model C/M-HS-3-1/4B, Berntsen® 6000 Series, or approved equal. The cap sh all be stamped with information indicated on the plans. The rebar shall meet the requirement of Section 711 of the Standard specifications. Right-of-way markers for placement in concrete shall be Mark-It® model C/M-SS-3-1/4B, Berntsen® C Series, or approved equal brass or bronze stem designed marker. The cap shall be stamped with information indicated on the plans. Section 617 Section 617 The witness post shall be made of fiberglass or Poly Vinyl Chloride (PVC) and shall not rust, rot or corrode within the service temperature range of -40°F to 140°F. It shall be of the color and size indicated in the plans or co ntract documents. The color shall not be painted on the marker but shall be pigmented into the material composition of the post. The post shall feature ultra violet (U.V.) i nhibitors to eliminate cracking, pealing and deterioration of the post.

617.03 Construction Requirements .

617.03.1 General . Markers shall be manufactured in accordance with the details shown

on the plans and the requirements of this section. Prior to installation, the rebar shall be checked to assure there are no large burrs or mushrooming on the end that w ill receive the brass cap. Any bu rrs shall be filed or ground off before installation. The Contractor shall use rebar drivers to eliminate mushrooming of the rebar during the driving operations. Type “B” markers may be installed in freshly placed concrete or placed in cured concrete by drilling and anchoring. The marker shall be anchored using a bonding material recommended by the manufacturer of the marker. The Contractor shall use specially designed post drivers or other means necessary to eliminate damage to the witness posts during installation. The Contractor will not be required to place witness posts in concrete. All letters, symbols, and other markings shall be as shown on the plans and shall be neatly imprinted in the caps. The markers shall be set at the locations desi gnated on the plans, or as directed by the Engineer with assistance as need ed by the District Surveyor. The markers shall be set to within 1/4 inch of the lines indicated or established and a minimum of two inches below to a maximum of six inches below the natural ground elevation. The layout and placement of right-of-way ma rkers shall be performed by, or under the supervision of, or directed by, a Licensed Professional Surveyor who is duly licensed and entitled to practice as a Professional Surveyor in the State of Mississippi and shall have responsible charge for these duties. The duties performed by said Professional shall conform to the definitions under the practice of “land surveying” in Mississippi Law. The location of the markers shall be as shown in the plans. Accuracy standards for placement of markers shall be 0.05 feet relative to the project control established by the Department using either State Plane Coordinate monuments or centerline control monuments used for construction or those accuracies as listed in the Mississippi State Board of Licensure for Professional Engineers and Surveyors publi cation entitled “Standards of Practice for Surveying in the State of Mississippi.” The mo re stringent of these two accuracy standards will apply and shall be used. The Contractor shall not engage the services of any person in the employ of the Department for the performance of any of the work covered by this Section or any person who has been employed by the Department within the past six months, except those who have legitimately retired from service with the Department during this period. Section 617 Section 617 The Department will establish, one time only, State Plane Coordinate System horizontal control monuments. It shall be the responsibility of the Contractor to establish additional control as may be required to facilitate the st aking of the right-of-way. Control monuments set by the Contractor shall meet the minimum standards of surveying as required by the Mississippi State Board of Li censure for Professional Engineers and Surveyors. The accuracy of the control established by the Contr actor shall be not less than 1:20,000 relative to the control provided by the Department. The Contractor shall reference, guard and protect control points from damage and obliteration. The Contractor shall verify the accuracy of the control po ints before proceeding with the installation.

617.03.2 Removal of Existing Markers . Existing right-of-way markers and permanent

easement markers specified to be removed sha ll be removed in accordance with the plans or as directed by the Engineer without additional compensation.

617.03.3 Certification. After all markers are insta lled, the Licensed Professional

Surveyor tasked with responsible charge for this installation shall submit a written certification to the Engineer certifying that all right-of-way markers were set at the locations designated on the plans, or otherw ise directed by the Department, and to the specified tolerances. The certification shall also include a copy of the right-of-way plan sheets with the right-of-way marker / permanent easement table(s) completed for all locations in which the Licensed Professional Surveyor installed right-of-way markers and permanent easement markers. The table shall be completed showing the as-built (in-place) northing and easting location based on the State Plane Coordinate System. Each right-of-way plan sheet shall be signed and stamped by the Licensed Professional Surveyor. The Licensed Professional Surveyor tasked w ith responsible charge will furnish a signed and stamped Final Right-of-Way Plat meeting the minimum standards of surveying for a Class A, B, or C survey as required by the Mississippi State Board of Licensure for Professional Engineers and Surveyors. In no incidence shall the standards for surveying be less accurate than a Class C survey. The Final Right-of-Way Plat shall show all horizontal control points, whether provided by the Department or by the Contractor. In addition, the as-built project alignment shall be shown with stationing, curve data, and State Plane Coordinates for the BOP, PC’s, PT’s, and EOP.

617.04 Me thod of Measurement . Right-of-way marker s and permanent easement

markers will be measured by the unit. Markers shall be measured for payment as follows:  50% of the quantity placed up on completion of the insta llation of the marker and witness post.  Remaining 50% of the quantity placed upon the submission of the Final Right-of- Way Plat.

617.05 Basis of Payment . Right-of-way markers and permanent easement markers,

measured as prescribed above, will be paid fo r at the contract unit price per each, which shall be full compensation for all the components and imprinting necessary for the right-of-way marker / permanent easement markers, the witness post and su rveying decals, right- of-way plat, all labor, materials and incident als necessary to furnish a complete in-place Section 617 Section 617 right-of-way marker. Payment will be made under: 617-A: Right-of-Way Marker - per each 617-B: Permanent Easement Marker - per each SECTION 618 - MAINTENANCE OF TRAFFIC AND TRAFFIC CONTROL PLAN

618.01 Description .

618.01.1 General . This work consists of maintaining two-way through and local traffic

at all times, except as provided herein or in other contract documents. It consists of constructing, maintaining in good condition, and removing temporary structures, approach roads, and other facilities required for maintenance of traffic and the furnishing of temporary materials therefore, unless otherwise indicated in the contract. This work includes furnishing, erecting, maintaining in good condition, and removing all required construction signs, barricades, and temporary traffic stripe. When specified on the plans, the Contractor w ill construct, maintain and remove all detour bridges as indicated in the plans and contract documents. This work shall consist of the furnishing of materials, construction, maintenance and removal of bridges with payment as described hereinafter. Unless shown otherwise in the plans, through and local traffic shall be maintained throughout the project at all times on existing facility, detours and completed permanent facility indicated on the plans and as necessary to carry out construction within the intent of the plans and contract. Minimum requirements of the Traffic Control Plan are shown on the plans. Upon receipt of the Final or Partial Maintenance Release, as documented in writing by the State Construction Engineer, the Contractor shall have fifteen (15) calendar days in which to remove all construction signs on the project. It is agreed that if the signs are not removed within the fifteen (15) calendar days the signs shall be considered abandoned and shall become the property of the Mississippi Transportation Commission, which may remove, use, and/or dispose of such signs as it sees fit. The Contractor shall place and maintain appropriate construction signs for any additional work on the project after the Partial or Fina l Maintenance Release has been issued. These construction signs will not be measured for separate payment. Payment for these signs shall be included in pay item no. 618-A, Maintenance of Traffic.

618.01.2 Traffic Control Management . This work also consists of complying with the

contract requirements of the Department's Traffic Control Plan. The purpose of the Traffic Control Plan is to maintain through and local traffic safely through construction zones. In addition to this section, the plan includes: Subsections 104.04, 105.15, 107.07, and 107.10; Section 619; special provisions modifying this section and supplements thereto; individual Section 618 Section 618 plan sheets applicable to the plan; and Part VI of the Manual on Uniform Traffic Control Devices (MUTCD). All traffic control devices shall comply with Part VI of the latest edition of the MUTCD. The Department will designate a responsible person at the project level to monitor the Contractor's compliance with the plan. The Contractor shall designate a Traffic Control Supervisor (TCS) who will be responsible for monitoring and maintaining the effectivene ss of the plan. The Contractor shall also designate a substitute who is authorized to act in the absence of the TCS. The TCS and substitute must be able to be reached at all times when not on the Project. Prior to or at the pre-construction conference, the Contractor shall designate a TCS who will be responsible for monitoring and maintain ing the effectiveness of all traffic control related activities on the project. The TCS may have other assigned duties, but shall be readily available at all times to perform duties of the TCS as required. The Contractor may assign a Traffic Control Technician (TCT) to assist the TCS with traffic control related activities on the project. The TCS shall be responsible for the overall traffic control management on the project which includes that of subcontractors. A minimum of one TCS or TCT shall be on the project at all times during working hours, except in the following type of projects where a TCS shall be required during working hours.  Interstate projects  Four-lane highways projects  Multilane roads projects, excluding turn lanes, with speeds 45 mph or greater  Night work projects The Engineer shall be furnished with the telephone numbers and email addresses of the Contractor's TCS and TCT. Prior to the commencement of work on the pr oject, the Contractor shall submit proof of certification of the TCS and the TCT as applicab le. Certification as either a TCS or a TCT may be obtained by one of the following methods:

618.01.3 Lump Sum Detour.

618.01.3 1--General. When specified on the plans, the Contractor will construct, maintain

and remove all detour roads and bridges as indicated in the plans and contract documents. This work shall consist of the design, furnishing of materials, construction, maintenance and removal of detour roads and bridges as described herein. The plans will indicate the required opening size for the bridge, traffic data, horizontal alignment, finish grade and typical section. The final riding surface of the detour road shall be asphalt pavement. Limits of the lump sum detour shall be all work right of the right edge of pavement, or left of the left edge of pavement as applicable, necessary to construct the detour. Temporary erosion control items, signing items and striping items will not be included in the cost of the lump sum detour. These items will be paid for under appropriate pay items. However, the grassing associated with the detour will be included in the cost of the detour. Prior to opening the detour road to traffic, ar eas adjacent to the detour shall be grassed.

618.01.3 2--Design and Documentation. The Contractor will be responsible for the

design of the detour bridge(s) and the pavement structure design. The Contractor has the option to select any type of embankment material they choose. The pavement structure shall be designed based on the selected type of embankment. Prior to beginning any work on the detour, the Contractor shall provide the Project Engineer with a Project Management Plan that includes design drawings, calculations and other necessary supporting data used in the design of the detour. The purpose of the Contractor’s Project Management Plan is to provide sufficient information to adequately inform the Department of proposed project activities. The design data shall address all items of work and materials incorporated in the detour. No official approval of the Project Management Plan will be given by the Department. The design information is for informational purposes only. The design shall be prepared and stamped or sealed by a Professional Engineer registered in the State of Mississippi who is proficient in roadway and bridge design. The plan shall include but not be limited to a co mplete set of detour bridge design drawings with calculations, minimum geometric and load ing requirements, and all other requirements shown on detour bridge sheets in the plans. It shall also include embankment design and test data, base and pavement design and test data, proposed asphalt Job Mix Formula (JMF), the method of developing the JMF, all JMF testing, a list of materials and th eir test properties, a quality control plan and construction plan that includes lift thicknesses. The proposed job mix formula (JMF) shall be signed by a Certified Mixture Design Technician (CMDT). Where the plan shows Load and Resistance F actor Design (LRFD) methodology, Dynamic Pile Driving Analysis with signal matching (PDA) shall be performed by the Contractor for the test piles specified in the plan. Prior to opening the detour to traffic, the Contractor shall provide the Department with copies of records for all quality control testing of mixture properties and all roadway embankment, gravel and asphalt density tests conducted during the construction of the detour. A certification shall also be provided stating that the testing records are true and accurate. Section 618 Section 618 After construction of the detour bridge and prior to opening it to the traveling public, the Contractor shall furnish the Engineer with a written certification from the Registered Professional Design Engineer that the bridge has been built in accordance with the Design plans.

618.01.3 3--Detour Bridge Piling. Detour bridge piling shall be installed in accordance

with the details of the detour bridge design and resulting data from the test piles. The Contractor shall install out-of-place test piles in accordance with the requirements shown on the bridge detour plan sheets. The length of the test piles shall be determined by the Contractor. Should a test pile be of insufficient length and the length cannot be extended, a new test pile will be driven. In this case, no additional payment will be made for driving an additional test pile, or extending a test pile. 618.01.4--Detour Bridge Railing. If the Contractor elects to utilize the Load and Resistance Factor Design (LRFD) designed 19-foot or 31-f oot Precast Concrete Bridge Span Unit Standards as published by the Office of State Aid Road Construction, only the Solid Type Barrier Rail (New Jersey Shape) with the appropriate adjacent connecting exterior span unit will be accept able for use on MDOT detour bridges. Other railing types published by the Office of State Aid Road Construction will not be acceptable for use on MDOT detour bridges. Bridge railing for use on other type detour bridge designs shall have a minimum LRFD rating of Test Level Two (TL-2) and shall be crash tested to meet the requirements of NCHRP Report 350 or MASH. The Contractor shall bear the responsibility of ensuring compatibility between the bridge, bridge end section, and guardrail type selected. Official certification that the railing meets these requirements shall be included in the detour bridge submittal.

618.02 Materials . Unless otherwise specified, the Contractor shall provide all materials

for the construction and maintenance of detours required for the maintenance of traffic, except the Engineer may permit th e Contractor to use excavation from the roadbed, or other designated sources, that is available at the tim e of construction of detours without detriment to the work and provided the excavation is u ltimately placed in its final position in the roadbed in an uncontaminated condition. No additional compensation will be made to the Contractor for the extra handling of the material. Unless otherwise specified, the applicable material requirements set out in Division 700 and in Section 619, or in other contract documents, shall apply to all materials used in temporary traffic facilities. The Contractor shall select and use materials that with adequate maintenance or replacement will provide a satisfactory facility for the entire period the temporary facility is required.

618.03 Construction Requirements .

618.03.1 General . All detours shall be constructed and maintained in such a manner that

they will adequately carry the traffic required. Requirements for temporary traffic facilities shown on the plans, or set forth in these specifications, shall be understood to be the minimum requirements anticipated. Actual Section 618 Section 618 traffic conditions may require work or devices in addition to those shown on the plans. Traffic lanes shall be kept free of dust and, when deemed necessary, they shall be sprinkled with water, or some other dust palliative shall be applied. Unless otherwise specified, temporary structures and roads shall be sufficiently strong to safely carry the load permitted on the highway under construction. Structures shall be provided with suitable curbs, rails, or other devices as required for the protection of traffic. Unless otherwise specified, walkways required for pedestrians shall have a clear width of four feet, or as shown on the plans, and shall be protected from vehicular traffic in the manner specified or directed. Unless otherwise specified, the Contractor shall remove all temporary detours, satisfactorily dispose of all surplus materials, grade, finish, and dress the disturbed areas to the required section, and complete all work incidental thereto prior to release of maintenance.

618.03.2 Barricades, Signs, and Flaggers . The Contractor shall construct, erect,

maintain, clean, repair and replace as necessa ry all barricades, warning signs and other traffic control devices specified or ordered. Flaggers shall be provided as necessary to handle traffic in accordance with the contract documents and latest edition of the MUTCD. Fl aggers shall have proof of certification and a valid identification available while performing flagging duties. Failure to provide a certified flagger or produce evid ence of certification shall be reason for the Engineer to suspend all work associated w ith the flagging operation. Flagger certification can be obtained by one of the following methods:

618.03.3 Safe Mo vement of Traffic . The Contractor shall limit construction operations

to such length as necessary to meet the tr affic handling requiremen ts of the contract. On two-lane roadways, traffic may be alternatel y routed over a single lane in such a manner as to provide safe movement of the traffic with minimum delay. In such case, flaggers will be required and, when deemed necessary, an approved pilot vehicle with sign meeting the Section 618 Section 618 requirements of the plan standards shall be provided and operated to control the speed and sequence of movement of the traffic. A longitudinal pavement edge that traffic is expected to move across should have an elevation difference of not more than 2¼ inches. If the pavement edge is more than 1½ inches and less than or equal to 2¼ inches, uneven pavement signs will be required as shown in the plans or contract documents. If the pavement edge is less than or equal to 1½ inches, no uneven pavement signs will be requi red. Transverse pave ment joints shall be sufficiently tapered to allow for the safe movement of traffic. When a paving operation produces a longitudinal pavement edge that traffic is expected to move across, the adjacent lane shall be constr ucted to eliminate any uneven pavement edge within 48 hours, unless prohibited by weather conditions or an emergency arises. All failed areas that have been removed and a ll trenches shall be filled and compacted to the elevation of the existing pavement before work is discontinued for the day. In emergencies, the Engineer may permit the use of approved temporary materials for backfill, provided the temporary materials w ill be adequate to facilitate normal safe movement of traffic. Separate measurement for payment will not be made for the furnishing, placing, maintaining, removing, and disposing of such temporary materials. Except under the following conditions, no portion of the roadway intended to be used for maintenance of traffic shall be blocked afte r work hours. In exceptional cases when all efforts have been made to restore the surf ace of the roadway and because of equipment failure or other uncontrollable causes complete restoration is not possible before work must be discontinued for that day, the Contractor shall provide adequate warning signals, barricades, other appropriate devices, and flaggers, appropri ately placed or stationed for the protection of the public. The Engineer ma y also require the use of a pilot vehicle as provided herein. The Contractor shall be required to place granular material on the shoulders at any time a differential of two and one-quarter (2¼) in ches or more exists between the present pavement edge and the shoulder grade. This condition may exist prior to any preliminary leveling, after the placement of the preliminar y leveling, after the placement of the surface course. In locations where a 2¼-inch differential exists between the pavement edge and the shoulder material and along a section which lies outside a work zone delineated with traffic control devices such as drums, this condition shall be corrected by the placement of the shoulder material to correct the differential. All centerline, lane lines, edge lines and no -passing stripes that have been covered or removed during the day's operations shall be replaced with temporary stripe before work is discontinued for the day or as soon therea fter as weather conditions will permit, except that:

618.03.4 Contractor 's Responsibility . The Contractor shall be responsible for

protection against loss or damage from any cause to all temporary structures including approaches, and shall maintain them in a satisfactory condition until their use is no longer required. If a temporary structure or approach is damaged due to high water or other reasons, it shall be replaced by the Contractor at no additional cost to the State. For temporary structures and approaches constructed of materials and to the grades and sections indicated on the plans and in accordance with the applicable construction requirements of the contract and that have be en adequately maintained, consideration will be given under the conditions and provisions of Subsection 107.17. The Contractor shall maintain the surface of the existing fa cility and connections thereto on which the Contractor is required to maintain traffic. Such maintenance shall be in accordance with the provisions of Subsecti ons 104.04 and 105.14 and other applicable requirements and shall be subject to the provisions of Subsection 105.15. All costs for such maintenance and surface repairs shall be included in the contract price for Maintenance of Traffic. Repair of structur al failures in the pavement foundation, or a structure beneath the surface not resulting from the Contractor's failure to comply with the requirements or limitations of the contract, or from the Contractor's operations, will be the responsibility of the Department. The Department may, however, at its discretion require the Contractor to make repairs and will pay for such repairs at the contract unit prices for Section 618 Section 618 the items and quantities of work involved or as Extra Work.

618.03.5 Detour Bridge . When specified on the plans, the Contractor will construct,

maintain and remove all detour bridges as indicated in the plans and contract documents. This work shall consist of the design, furnishing of materials, construction, maintenance and removal of detour bridges as described herein. Prior to beginning any work on the detour bridge, the Contractor shall provide the Project Engineer with a Project Management Plan which will include design drawings, calculations and other necessary supporting data used in the design of the detour bridge. The purpose of the Contractor’s Project Management Plan is to provide sufficient information to adequately inform the Department of proposed project activities. The design data shall address all items of work and materials incorporated in the detour bridge. No official approval of the Project Management Plan will be given by the Department. The design information is for informational purposes only. The design shall be prepared and stamped or sealed by a Professional Engineer registered in the State of Mississippi proficient in roadway and bridge design. The plan shall include but not be limited to a co mplete set of detour bridge design drawings with calculations, minimum geometric and load ing requirements, and all other requirements shown on detour bridge sheets in the plans. Where the plan shows Load and Resistance Factor Design (LRFD) methodology Dynamic Pile Driving Analysis with signal matching (PDA) shall be performed by the Contractor for the test piles specified in the plan. After construction of the detour bridge and prior to opening it to the traveling public, the Contractor shall furnish the Engineer with a written certification from the Registered Professional Design Engineer that the bridge has been built in accordance with the Design plans. Detour bridge piling shall be installed in accor dance with the details of the detour bridge design and resulting data from the test piles. The Contractor shall install out-of-place test piles in accordance with the requirements shown on the bridge detour plan sheets. The length of the test piles shall be determined by Contractor. Should a test pile be of insufficient length and the length cannot be extended, a new test pile will be driven. In this case, no additional payment will be made for driving an additional test pile, or extending a test pile.

618.04 Method of Measurement

618.04.1 General. This work will be measured as a unit lump sum quantity consisting of

continuous maintenance and protective services. The percentages of the contract lump sum price allowed on progress estimates will be determined by the percentage of the combined total monetary value of all direct bid items , excluding those items identified in the bid schedule as dependent items, earned during the current (same) estimate period. However, when the construction and traffic control signs have been erected the Contractor will be allowed payment at least equal to the value of the signs as computed at the fixed price for additional construction signs included in the contract. For contracts containing pay items for individual traffic control devices, measurement of these items will be in accordance with Subsection 619.04. Section 618 Section 618 In the event the Engineer determines that act ual field and traffic conditions require fixed- in-place signs in addition to those shown on th e line diagram of the plans, they shall be furnished, erected, and maintained, and measurement of these signs will be made by the square foot.

618.04.2 Construction And Removal Of Detour . Construction and removal of detour,

including detour road and bridge, will be measured as a lump sum quantity, consisting of furnishing all labor and materials, construction, repair and replacement of each detour as deemed necessary during the life of the project. Temporary erosion control items, signing, striping items and piling items will not be included in the cost of the lump sum detour. These items will be paid for under appropriate pay items. Detour bridge piling, exclusive of those measur ed as test piles, will be measured by the linear foot. No measurement for payment will be made for cut-off of a detour bridge piling. Detour bridge PDA test pile will be measured as a lump sum quantity. Piles measured as test piles will not be included in the measurement of pay length for detour bridge piling. No measurement for payment will be made for cut-off of a detour bridge test pile. After the permanent bridge is opened to traffic, the detour road and bridge shall be removed. If embankment material used in the construction of the detour road(s) is used to construct the final roadway section, no separate payment will be made for the material. All Contractor furnished material shall remain the property of the Contractor and shall be removed from the site unless otherwise approved by the Engineer. Percentages for construction and removal of each detour will be applied as follows: Construction of Detour .......................................................................................... 80% Removal of Detour ................................................................................................ 20% Each month the Engineer will estimate the pe rcentage of construction and removal of each detour and apply the percentage as indicated herein to the Contractor’s monthly estimate.

618.04.3 Detour Bridge. Construction and removal of detour bridges, excluding test

piles and piling, will be measured as a lump sum quantity, consisting of furnishing all labor and materials, construction, repair and replacement as deemed necessary during the life of the project. Detour bridge piling, exclusive of those measur ed as test piles, will be measured by the linear foot. No measurement for payment will be made for cut-off of a detour bridge piling. Detour bridge PDA test pile will be measured as a lump sum quantity. Piles measured as test piles will not be included in the measurement of pay length for detour bridge piling. No measurement for payment will be made for cut-off of a detour bridge test pile. The removal of the detour bridge shall be as follows: After the permanent bridge is opened to traffic, the detour bridge shall be removed. All Section 618 Section 618 Contractor furnished material shall remain the property of the Contractor and shall be removed from the site. Percentages for construction and removal of each detour bridge commensurate with the magnitude of the work will be applied as follows: Construction of Deto ur Bridge ............................................................................. 80% Removal of Detour Bridge ................................................................................... 20% Each month the Engineer will estimate the pe rcentage of construction and removal of each detour bridge and apply the percentage as indicated herein.

618.05 Basis of Payment . Maintenance of traffic, will be paid for at the contract lump

sum price which will also include compensati on for complying with the requirements of the Traffic Control Plan. Individual traffic control devices included in th e contract as pay items will be paid for in accordance with Subsection 619.05. For contracts not containing pay items for individual traffic control devices, additional construction signs ordered by the Engineer will be paid for at the fixed contract unit price indicated in the bid schedule. Construction and removal of detour, measured as provided above, will be paid for at the contract lump sum price, which price shall be full compensation for furnishing all labor and materials, design, construction, repair, replacement and removal when ordered by the Engineer. Detour Bridge Piling, measured as prescribed above, will be paid for at the contract unit price per linear foot, which price shall be full compensation for furnishing all labor, materials, equipment, and incidental s necessary to complete the work. Detour Bridge PDA Test Pile, measured as prescr ibed above, will be paid for at the contract lump sum price, which price shall be full compensation for furnishing all labor, materials, equipment, and incidentals nece ssary to complete the work. Additional maintenance responsibilities covering maintenance of the embankment, base and paving on detour roads will be measured and paid for as set out in Section 618. These prices shall be full comp ensation for completing the work. Payment will be made under: 618-A: Maintenance of Traffic - lump sum 618-B: Additional Construction Signs - per square foot 618-C: Construction and Removal of Detour Bridge - lump sum 618-D: Construction and Removal of Detour - lump sum Section 618 Section 618 618-E: Detour Bridge Piling - per linear foot 618-F: Detour Bridge PDA Test Pile - lump sum SECTION 619 - TRAFFIC CONTROL FOR CONSTRUCTION ZONES

619.01 Description . This work consists of furnishing, placing, maintaining or replacing

as necessary, removing when no longer applicable and installation at other locations all traffic control devices including pavement marking materials (paint, tape, markers, etc.) in accordance with contract provisions an d as directed by the Engineer.

619.02 Materials . Certification of traffic control devices shall be in accordance with the

provisions of Subsection 619.02.13. 619.02.1--Painted Traffic Stripe . Painted traffic stripe shall meet the applicable requirements of Sections 710 and 720. The temporary traffic paint can be waterborne pa int or fast dry solvent traffic paint meeting the requirements set out in Section 710. When using fast dry solvent traffic stripe, no paint can be sprayed or placed on the ground during set-up or clean-up. 619.02.2--Pavemen t Marking Tape . Preformed pavement marking materials must be listed on the Department's APL and meet the requirements of Subsection 720.05. 619.02.3--Reflective Ra ised Pavement Markers . Raised pavement markers must be on the Department's APL and shall meet the app licable requirements of Subsection 720.03.

619.02.4 Construction Signs . Construction signs shall meet the applicable requirements

of Sections 618 and 721 and the following: Sign supports may be steel beams, structural steel pipe, steel U-section posts, 4-inch x 4- inch wood posts, portable easels, or barric ades as required for installation. Breakaway bases shall be provided for all steel beams and pipe posts. Portable sign supports may be used for daylight operations, moving work ar eas, or other short-term activities. Standards for height of construction signs shall be those shown for roadside signs in Chapter 6F of the MUTCD. Signs mounted on portable supports or barricades may be at lower heights but the bottom of the sign shall be no less than one foot above the traveled way. Unless specified otherwise, fluorescent orange reflective sheeting, meeting the requirements of Subsection 721.06, shall be used on all construction signs regardless of whether used during daytime or nighttime hours. Unless otherwise specified on the plans, the ma terial on which the reflective sheeting is to be applied shall be as a minimum, 16-gauge steel, 0.080-inch aluminum, or 5/8-inch high density overlaid plywood. Ungalvanized st eel, exterior grade plyw ood and lumber shall have a minimum of two coats of paint on front, back, and edges. High density overlaid plywood shall have the edges painted. The material to which reflective sheeting is to be applied shall be prepared in accordance with the recommendations of the sheeting Section 619 Section 619 manufacturer. For new signs, the Contractor shall furnish the Engineer with three certified copies of a statement or test report from the producer indicating that th e signs meet the requirements of the specifications. Previously used signs will be accepted on the basis of reflectivity and legibility. Reflectivity for these signs may be tested by the Engineer in accordance with the procedures set out below or by the Central Laboratory. If tested by the Central Laboratory, the reflective sheeting shall have at least 50 percent of the reflectivity specified for new sheeting. Tests performed in the Central Laboratory will be for reflectance only, and the Contractor shall pay the testing charges. Legi bility in all cases will be determined by the Engineer. The determination for reflectivity and legibility by the Engineer will be made from the driver’s seat of an automobile with the headlamps on low beam between the hours of one hour after sunset and one hour before sunrise at the distance specifi ed below. The signs shall be mounted at the specified height for each type sign as it is being tested. Should the Contractor elect to have the signs tested in place, each sign not meeting the requirements of these specifications shall be immediatel y removed and replaced. The Engineer will certify by letter to the State Materials Engineer that the signs have been tested and accepted under this procedure. A sign will be considered as meeting the reflectivity requirements of this specification when the shape and color of the sign can be unquestionably identified at a distance of 1500 feet from the sign. In cases where grade or alignment will not permit a sight distance of 1500 feet, the distance for specification compli ance shall be the furthermost point at which the complete sign becomes visible. If there is a question as to a sign being acceptable, the sign may be sent to the Central Laboratory for verification. Testing charges will be borne by the State when the verification test determines th at the sign is acceptable. Legibility will be acceptable when the sign lette rs and numerals are capable of being read at a distance determined by the following formula: D = 50 H D = Distance in Feet H = Letter/numeral height in inches

619.02.5 Advance Warning Flashing Arrow Panels . Flashing arrow panels shall meet

the requirements of Section 6F.61 of the MUTCD.

619.02.6 Median Barrier and Delineators . New precast concrete median barrier shall

meet the requirements of the plans, contract documents, and Section 615 except the surface may be a Class 1 ordinary surface finish unl ess designated otherwise. When precast concrete median barriers are no longer need ed at one location, as determined by the Engineer, the barriers shall be removed and reset at other designated locations. When barriers have to be stored until needed at another location, payment for removing and resetting will not be made until they are reset at their designated location. The Contractor shall furnish the storage area. Section 619 Section 619 The Engineer may allow the installation of used barriers for temporary traffic control upon an inspection and determination that the barrier units are structurally adequate for their intended purpose and they meet the requirements of this Section. Barriers with small chips or fractures not affecting th eir integrity may be accepted. Precast concrete barriers used on constructi on projects purchased or manufactured after October 1, 2002 must meet the requirements of NCHRP Report 350 or MASH. Precast median barriers purchased or manufactured prior to October 1, 2002 may be used until they complete their normal service life. Certification of precast concrete barriers shall be as required in Subsection 619.02.13. Portable median barrier shall be a highly portable, crashworthy barrier especially designed and used as a temporary barrier on highway construction projects. The barriers shall be designed so that it can be filled with water when in use and be easily drained for moving and transporting. The barrier shall be NCHRP Report 350 or MASH approved for the speed rating indicated on the plans or in the contract documents. The Contractor shall furnish the Engineer th ree copies of the manufacturer's certification stating that the portable median barriers furn ished meets the requirements of this Section. Delineators shall be listed on the Department's APL and meet the requirements of the plans and Section 6F.68 of the MUTCD.

619.02.7 Channelization Devices, Barricades, and Warning Lights . Channelization

devices, vertical panels, tubular markers, cones, drums, barricades and temporary raised islands shall meet the requirements of the pl ans and Sections 6F.63 through 6F.75 of the MUTCD. Drums shall be constructed of li ghtweight, deformable material capable of retaining reflective sheeting. Reflective shee ting for drums shall be Type III meeting the requirements of Subsection 721.06. Warning lights shall meet the requirements of Section 6F.83 of the MUTCD. The use of 2-inch nominal thickness timber for rails on Type III barricades has not been approved by NCHRP or MASH as a crashworthy device. Therefore, the use of 2-inch nominal thickness timbers will not be allowed for rails on Type III Barricades. Timber rails for Type III Barricades shall be as follows.  For barricades up to four feet (4’) wide, the maximum thickness of timber rails shall be one inch (1”) and the material shall be pine timber or ¾-inch ACX plywood.  For barricades more than four feet (4’) wide, timber rails shall be constructed of ¾- inch ACX plywood. A list of crashworthy Type III Barricades ca n be found at the following FHWA website. http://safety.fhwa.dot.gov/roadway_dept/policy_guide/road_hardware/wzd/

619.02.8 Traffic Signals and Flashers . Traffic signals and flashers shall meet the

requirements of the plans and Section 6F.84 & 6F.81 of the MUTCD.

619.02.8 1--Portable Traffic Signals. Portable traffic signals shall be trailer mounted

Section 619 Section 619 units that provide for easy transportation and quick setup and deployment. Each unit shall be self-contained. The types of port able traffic signals are as follows.  Type 1 portable traffic signal shall include one signal head that is mounted on the vertical upright of the trailer.  Type 2 portable traffic signal shall include two signal heads per trailer with one signal head mounted on an overhead mast arm that can be extended over the travel lane, and the other signal head shall be moun ted on the vertical upright of the trailer.  Type 3 portable traffic signal shall be the same as Type 2 mentioned above but with enhanced capabilities as mentioned in each applicable section below. The portable traffic signals shall be MUTCD Compliant and utilize standard ITE signal heads, and adhere to the ITE Specifications and Standards for Vehicle Traffic Control Signal Heads, Light Emitting Diode (LED) Circular Signal Supplement. The units shall be solar powered and be able to communicate with other portable signals via wireless communications. The unit shall include all the major components listed below or be able to perform the functions of these components. The major components of the unit shall include but are not limited to the trailer, telescoping mast arm (on Type 2), signal head(s) and back plates, traffic signal controller with operating software, solar charging system with batteries, input and output devices, flasher units, conflict monitor, relays, communications system and other equipment required for the safe operation and installation of the unit.

619.02.8 1.1--Signal Heads . The signal heads and all applicable components of the

portable traffic signal shall meet the physical display and operational requirements of conventional traffic signals as specific in th e Manual on Uniform Traffic Control Devices (MUTCD). The signal heads shall meet the requirement laid out in the Mississippi Standard Specification for traffic signa l heads and associated MDOT material specifications for traf fic signal heads. For Type 1, Type 2 and Type 3 signals, the signal heads shall have the ability to be rotated 180 degrees to face in the opposite direction and shall have the ability to rotate and lock in approximately 10 degree increments to position the signal head for the optimum visibility to motorists. For Type 1 signals, the signal head shall be mounted to the vertical upright of the trailer at a minimum height of eight feet (8') from th e bottom of the signal head unit to the road surface. For Type 2 signals, each unit shall contain two signal heads with one signal head mounted on an overhead mast arm that can be exte nded over the travel lane with a minimum clearance of 17 feet measured from the bottom of the signal head unit to the road surface. The lower signal head shall be mounted to the vertical upright of the trailer at a minimum height of eight feet (8') from the bottom of the signal head unit to the road surface. For Type 3 signals, each unit shall be the same as Type 2 mentioned above but with enhanced capabilities as mentioned below.

619.02.8 1.2--Con troller and Operating Requirements . The portable traffic signal

(Types 1, 2, and 3) shall include a controller that is in compliance with NEMA TS 1 Performance Standard. The controller shall have an easy to read front panel indicator Section 619 Section 619 display for showing and programming the configuration settings and controller status. The controller shall be capable of operating the portable traffic signal system in a fixed time, traffic actuated or manual control mode. Each portable traffic signal in a connected system shall have the capability to serve as either the ma ster or remote signal. Each portable traffic signal shall include a Conflict Monitor Un it (CMU), or Malfunction Management Unit (MMU) to ensure phase conflicts do not exist during operation. For Type 1 and Type 2 signals, a minimum of five (5) automatic time-of-day timing plans within a 24-hour period should be available in fixed time mode. The operating system should have the ability to control a minimum of four (4) traffic phases with programmable cycle time adjustments and user adjustable red, amber, minimum green and maximum green times. The operating system shall also have the capability of facilitating standby modes of red, red flash and yellow flash. For Type 3 signals, a minimum of ten (10) automatic time-of-day timing plans within a 24-hour period should be available in fixed time mode. The operating system should have the ability to control a minimum of 16 tra ffic phases with programmable cycle time adjustments and user adjustable red, amber, minimum green and maximum green times. The operating system shall also have the capability of facilitating standby modes of red, red flash and yellow flash. The system shall also have the ability to operate in vehicle actuation mode when vehicle detectors are used. The operating system shall have the capability to allow the Portable Traffic Signal to be connected to and co ntrolled by a standard NEMA controller. The system shall have the capability to be configured and controlled remotely using a flagger radio remote control at a dist ance up to ¼ mile from the master. The system shall have the capability of remote monitoring for reporting, at a minimum, signal location and status, battery voltage and system defaults. The remote monitoring shall have capability to alert designated individuals if a fault condition occurs. The operating system shall include password protection to prevent unauthorized programming.

619.02.8 1.3--Wireless Communications . The portable traffic signals shall communicate

with other portable traffic signals in the system via license-free wireless 900 MHZ radio link communications as specified in Subsection 662.02.2 of the radio Interconnect System specification. The radio units shall mainta in communications at a minimum distance of one (1) mile. The radio system shall conform to the applicable Federal Communications Commission requirements and all applicab le state and local requirements. The portable traffic signals shall be in direct communication at all times either by wireless or hardwire connection to provide for the required conflict monitor.

619.02.8 1.4--Power Requirements . The portable traffic signal shall be equipped with a

solar power array, charging unit and battery system. The number and size of batteries shall be sufficient to operate the Type 1 and Type 2 signals for a minimum of 21 days and Type 3 signals for minimum of 30 days without additional charging or assist from the solar array. An on-board battery charger shall be compatible with both the solar array and with a 120V AC power source. Section 619 Section 619 For Type 1 and Type 2 signals, the solar panel array shall provide for a minimum of 440 watts of solar collection capability. For Type 3 signals, the solar panel array shall provide for a minimum of 480 watts of solar collection capability and shall include a tilt and rotate system to optimally position the panels. All instrumentation for the electrical system and battery compartment shall be mounted in a lockable weatherproof enclosure. Solar panels shall be secured to the mounting brackets for theft prevention.

619.02.8 1.5--Trail er and Lift System . For Type 1 and Type 2 signals, the trailer and all

mounted components shall conform to the wind loading requirements of 80 mph minimum as described in the AASHTO Standard Specifications for Highway Signs, Luminaries and Traffic Signals. For Type 3 signals, the trailer and all mounted components shall conform to the wind loading requirements 90 mph minimum as described in the AASHTO Standard Specifications for Highway Signs, Luminaries and Traffic Signals. The trailer shall be made of structural steel and shall include four (4) leveling/stabilizer jacks capable of lifting the trailer a minimum of six inches (6”). The trailer shall be equipped with a hydraulic or electric lift system sufficient for one person to be able to raise and lower the verti cal upright and/or horizontal mast arm to and from the operating position. For Type 2 and Type 3 signals, the trailer shall be equipped to provide legal and safe transport on the public highway system at speeds up to 55 mph. All exterior metal surfaces, ex cept signal heads and back pl ates, shall be powder-coat painted highway safety orange.

619.02.9 Impact Attenuators . Impact attenuators must be listed on the Department's

“Approved Sources of Materials”. Approved impact attenuator systems shall meet standardized testing defined in NCHRP Report 350 or MASH. In addition, documentation from FHWA must accompany the devices, indicating that the devices meet the ap propriate crash test criteria and can be used on the National Highway System (NHS). Prior to installation, the Contractor shall provide two copies of the manufacturer’s installation de tails to the Project Engineer. The Project Engineer shall keep one copy in the project file and provide one copy to District Maintenance Engineer. The installation details shall be engineering drawings, a minimum of 11"x17" in size. Reflective adhesive sheeting with alternating black and yellow stripes (sloping downward at an angle of 45 degrees in the direction traffic is to pass) shall be required on the end of the attenuator section. The type of system installed shall be written on the device with a Permanent Marking Stick or some other means of permanent identification. When an impact attenuator is no longer need ed at one location, as determined by the Engineer, the attenuator shall be removed. When the contract documents contain provisions for the removal and resetting of impact attenuators, the attenuator shall be removed and reset at other designated locations. When an impact attenuator is stored until Section 619 Section 619 needed at another location, payment for removing and resetting will not be made until the attenuator is reset at the designated location. The Contractor shall furnish the storage area. Replacement Packages. Replacement packages shall consist of spare parts of the expected type and number needed to repair one hit for every three attenuators in place.

619.02.10 Temporary Guardrail . Temporary guardrail shall meet the requirements of

the plans and the applicable requirements of Sections 606 and 712.

619.02.11 Snap- Back Delineators . Snap-back delineators shall be selected from the list

of surface mounted flexible delineator post s as shown on the Department's "Approved Sources of Materials".

619.02.12 Terminal End Section. Terminal end sections, installed as per manufacturer’s

recommendations, must meet the requirements of NCHRP Report 350 or MASH. When specified in the plans, the terminal end sectio ns shall be the type specified, unless otherwise approved by the Engineer. Terminal end sections shall be Flared or Non-Flared and shall be one listed on the Department’s APL. The end sections shall be installed in accordance with the manufacturer’s recommendation. Prior to installation, the Contractor shall provide two copies of the manufacturer’s installation details to the Project En gineer. The Project Engineer will keep one copy in the project file and provide one copy to the District Maintenance Engineer. The installation details shall be engineering drawings, a minimum of 11” X 17” in size. Reflective adhesive sheeting with alternating black and yellow stripes (sloping downward at an angle of 45 degrees in the direction traffic is to pass) shall be required on the end of the terminal section. The type of terminal section installed shall be written on the device with a Permanent Marking Stick or some other means of permanent identification.

619.02.13 Certification of Traffic Control Devices. The Contractor will be required to

certify that the traffic control devices used on the project meets certain requirements. The traffic control devices shall be certified in accordance with the following requirements: Category 1 Traffic Control Devices. Category 1 traffic control devices are defined as low- mass, single-piece traffic cones, tubular marker s, single-piece drums with or without lights and hardware, and delineators. The Contractor shall certify to the Project Engineer by a letter ONLY stating that the Category 1 traffic control devices, furnished and used, meet the requirements of NCHRP Report 350 or MASH. All documentation supporting the certification is to be kept on file by the Contractor subject to review by the Department at any time. Support documentation shall be kept on file for two years after the completion of the project. The Contractor may self-certify Category 1 Traf fic Control Devices. In order to make the self-certification, the Contractor shall have as a minimum the following support documentation regarding the certification: Section 619 Section 619

619.02.14 Changeable Message Sign. This work shall consist of furnishing, testing, and

maintaining a trailer-mounted electronic Portable Changeable Message Sign (PCMS) assembly. The sign display shall be a LED, full matrix sign. If more than one portable changeable message sign is required for this project, they shall all be of the same model and from the same manufacturer. All parts and materials used to construct the portable changeable message signs shall be interchangeable. The PCMS shall be a trailer-mounted, solar powered, portable changeable message sign. Section 619 Section 619 Each PCMS shall include the following main components:

619.02.14 1--Mechanical Construction. Each PCMS shall meet the following minimum

requirements. Weather-Tight Enclosure. The entire sign an d trailer assembly, in cluding each component / equipment exposed to weather, shall be fully protected. It shall withstand the effects of sand, dirt, dust, moisture, hose-directed wate r, ice, snow and UV radiation (UVA and UVB). It shall withstand the effects of high wind loading and blowing rain as specified herein with all outriggers and/or leveling jack s in place. The sign and all components shall be watertight. Space shall be provided for manuals to be stored in a weatherproof environment. Wind Loading. Wind loading requirements for the portable sign housing and trailer assembly shall be as specified in Section 3.3.2.1.2 of the NEMA TS-4 standard. Section 619 Section 619 Welding. All welding on all major structural components (aluminum or steel) shall be performed by certified welders and in accordance with SAE/AWS D8.8 American Welding Society. Protective Coatings. Protective coatings or processes, such as anodizing, e-coating, powder coat painting, plating, etc., shall be incorporated to protect all sign, cabinet, and trailer metal surfaces from corrosion. Any non-protected metallic fasteners shall be made of stainless steel or aluminum. All components shall be of similar material, or be isolated to reduce galvanic reactions. Temperature and Humidity. Each PCMS shall be designed to operate continuously in extreme ambient temperature ranges and at high humidity levels. Operating ambient temperature range of the portable sign and trailer assembly shall be - 29°F to +165°F. Storage temperature range shall be from -40°F to +185°F. The portable sign shall be capable of continued operation within the operating temperature ranges specified without the need for ac tive systems (i.e., fans). Operating relative humidity level of the portable sign shall be up to 95% non-condensing. Sign Face. Sign face material shall be prot ected by a non-glaring polycarbonate material of at least ¼-inch thickness. It shall be re placeable and manufactured of material rated for outside use and resistant to UV degradation (exposure to the sun). All electronics and pixels shall be protected from damage due to moisture. Sign Housing Construction. The portable si gn housing, including its front face panels, shall be designed to conform to the requirements of minimum NEMA Type 3R, as described in the latest edition of NEMA 250. It shall comply with the latest structural AASHTO requirements. It shall be constructed of aluminum sheeting that shall not be less than 1/8-inch thick with all seams continuously welded by the inert gas process. The front of the sign housing shall have a flat black matte finish. Weep holes shall be provided in the housing to allow moisture from condensation to escape. The sign housing and cabinets shall be designed to keep insects out. The sign housing shall be constructed in such a manner as to prohibit stray light from reducing legibility. All sides of the sign housing shall have a maintenance-free finish. Alignment of the sign housing shall be capable of being horizontally adjusted to position the sign a full 360 degrees. It shall be capable of rotating and locking at any selected horizontal angle up to 360 degrees. A sight alignment tube/device shall be mounted to Section 619 Section 619 horizontally position the sign display. A positive brake assembly with lockable control arm shall be provided to position the sign display in the desired position. It shall allow easy access to all components contained within the display housing without the removal of any external parts. Door locks shall be rigidly mounted. Gasketing shall be provided on all door openings and shall be dust-tight, permanently bonded to the door metal, and shall not stick to the mating metal surface. A gasket channel shall be provided to support the gasket on the door. Trailer. Each PCMS trailer shall meet all re quirements for trailers as outlined in Section 3.3.3 of the latest NEMA TS-4 standard as well as the following minimum requirements.

619.02.14 2--Controller to Sign Interface. Each PCMS shall meet all applicable

controller to sign interface requirements as outline in Section 4 of the NEMA TS-4 standard.

619.02.14 3--Display Properties. Each PCMS shall have a cone of vision (viewing angle)

from the center (reference axis) shall be a minimum 15 degrees with the half-power viewing angle defined such that at a given distance from the LED, luminous intensity measured at any point at an angle of 7.5 degr ees from the LED's center axis is no less than half the luminous intensity measured directly on the LED's center axis. Section 619 Section 619 The minimum word legibility requirements sh all be 1232 feet or greater under daytime light conditions and within the cone of visions as specified. Legibility is defined as the ability to discern the content of a display using a “word message.” The minimum word legibility requirement shall be documented either by a Department approved independent testing laboratory or by participation in the NTPEP test program. The minimum visibility requirements shall be 3000 feet or greater under daytime light conditions and within the cone of vision as specified. Visibility is defined as the ability to recognize that a display exists. The minimum visibility requirement shall be documented either by a MDOT approved independent testing laboratory or by participation in the NTPEP test program. The PCMS shall be capable of displaying standard fonts and font alphabets as specified in Sections 5.6.1 and 5.6.2.3 of the NEMA TS-4 standard and adhere to NTCIP 1203. The PCMS shall also support moving arrows. Any NTPEP test results shall be for the PCMS model being used and shall be within the last three completed test cycles.

619.02.14 4--Optical Components. The pixels for the PCMS shall be manufactured using

Light Emitting Diodes (LED). Changes to displays shall be performed by turning the LEDs in a pixel either on or off. The discrete LE D shall be an untinted, non-diffused, solid-state lamp that uses Aluminum Indium Gallium Phosphide (AlInGap) technology manufactured by Avago Technologies (formerly Agilent Technologies), Toshiba Corporation, Nichia Corporation, or functional equivalent. Horizontal and vertical spacing between modules shall be such that the horizontal and vertical p itch between all pixels is equal. A failure of one pixel shall not affect the operation of any other pixel. All LEDs used to create a display in a single portable sign shall have a nominally rated LED life of 100,000 hours of operation under field conditions. This shall include operating temperatures between -29°F to +165°F. LED lif e shall be defined as the time it takes for the LED light output to degrade to half of the LED's initial light output. The current through an LED shall be limited to the manufacturer’s recommendation under any conditions. Each LED character module shall be rated for use over the environmental range specified herein, including heat absorption du e to sunlight. The LEDs shall be protected from the outside environmental conditions, including moisture, snow, ice, wind, dust, dirt, and UV rays (UVA and UVB). All LEDs shall be mounted so that they present a uniform and legible display. Pixels shall be replaceable in modular groupin gs (modules). All modules within a sign shall be the same size and interchangeable. The replacement of any module shall be possible with no more than simple non-vendor-specific hand tools, such as screw drivers or wrenches, without any physical modification to the module.

619.02.14 5--PCMS Controller and Storage Cabinets. All PCMS controller and storage

cabinets shall be a minimum of NEMA 3R rate d and be completely encased and lockable with a standard padlock as specified herein. A separate lockable storage cabinet shall be provided to house various accessories. The controller cabinet shall be manufactured to withstand all types of adverse weather conditions and shall be designed and installed to keep insects out. All components inside the controller cabinet shall be accessible without disconnecting any unassociated wires or components. The controller cabinet shall be Section 619 Section 619 illumination. The keyboard terminal and control panel shall be housed. Lighted keys and terminal displays are acceptable. All controls in the controller cabinet shall be labeled. The cabinet shall have a voltmeter gauge to indicate the current battery charge status. It shall have an amp gauge to indicate the current/charging status. It will be acceptable to have a display via digital readout on a control console or panel.

619.02.14 6--Electro nics and Electrical. Each PCMS shall meet all applicable electronics

and electrical requirements as outlined in Section 8 of the NEMA TS-4 standard. Sign Controller. The PCMS shall include a local sign controller with firmware. The local control interface shall have a keyboard capable of allowing full programming and control of the PCMS locally. It shall have a separate serial RS-232 or USB connection to allow a laptop computer using the remote control software to communicate directly with the sign controller. Local and remote interfaces shall be password protected to safeguard against unauthorized use. It shall perform and report the following minimum sign diagnostics both through the local interface and Remote Control Subsystem.  LED brightness controls  Sign status  Communications status  Battery voltage  Photocell ambient light level. It shall automatically report a low battery alarm to a remote user through the Remote Control Subsystem. It shall have an alarm for the controller door open and over temperature. It shall store and display both textual and graphical symbols. It shall store a minimum of 20 pre-programmed messages and graphics. It shall display preprogrammed (by manufacturer) MUTCD symbolic messages and standard arrows. It shall schedule predetermined sequences of messages based on a programmed time and date. Each sequence shall display up to four (4) programmed messages (text and/or graphics). It shall display conventional one, two, or three-line messages for display with a choice of a minimum of three font sizes. Character width shall be proportional to the letter type. The one line message font size shall be capable of displaying messages in full size to utilize the maximum area of display. It shall allow for automatic and manual controls to adjust the brightness of the LEDs. Automatic control shall be capable of varying the LED brightness by sensing the ambient light level using photocells. Manual brightness control shall be password protected to safeguard against unauthorized use. It shall display a preprogrammed default message or no message at all, after a power recovery from a power failure. The sign shall shut down its LED display if internal cabinet temperatures reach a level that is determined unsafe by the manufacturer. Section 619 Section 619 All communications and power cabling shall be e ither shielded or routed within conduit to minimize potential EMI/RFI effects. Remote Control Subsystem. The PCMS shall be supplied with all the hardware and software necessary to control the PCMS from a remote central station. It shall have a cellular phone and/or modem capable of communication using the Department’s provided cellular service provider. The Contractor shall coordinate with the Department for a cellular service provider. The Contractor shall be responsible for establishing cellular service and providing activated phone number(s) as directed and approved by the Department. The Contractor sh all pay for cellular service for this project until the Final Maintenance Release as documented by the State Construction Engineer at which time it will be turned over to the Department. The cellular service type shall be CDMA/ 1xRTT or GSM/GPRS, as directed by the Department. It shall be capable of supporting connection and remote control, programming and diagnostics via the Internet. The subsystem shall have all necessary hardware such as external antenna, communications cables, and controller interface and NTCIP Sign controller software. The central station software must meet the following minimum requirements:

619.02.14 7--Operational Security. The Contractor shall change the manufacturer’s

default passwords for all levels of access. The passwords for each level of access shall be different. The individual passwords shall be at least eight (8) characters in length, contain both upper and lowercase alphabetic characters (A-Z, a-z), have at least one (1) numerical character (0-9), and have at least one (1) special character (~ !@#$%^&*()_-+=). The passwords shall not 1) spell a word or series of words that can be found in a standard dictionary, 2) spell a word with a number added to the beginning and the end, or 3) be based on any personal information such as user id, family name, pet, birthday, etc. The Contractor shall provide the Project Engineer will a listing of all passwords for each PCMS prior to the PCMS being placed on the projec t. If multiple PCMS are used on a project, they shall each have distinct passwords.

619.02.14 8--Additional Equipment Requirements. When the contract requires the

PCMS to include a speed radar unit, the radar sh all operate in the "K" band, in an "approach only" mode. In conjunction with the radar, the sign shall be capable of displaying the vehicle speeds. The unit shall be programmable to allow the interruption of user-defined messages by the vehicle speed display and/or alternate messages whenever a settable speed threshold is exceeded. The radar unit shall be encased in an aluminum enclosure with a polycarbonate lens, and the metal portion shall receive the same protective coating, priming, and painting as the rest of the sign. Section 619 Section 619

619.02.14 9--System Documentation. For each PCMS, the Contractor shall provide two

619.02.15 Glare Paddles. Glare paddles shall be those listed on the Department's APL".

619.03 Construction Requirements.

619.03.1 General . Traffic control devices shall be furnished and utilized in accordance

with the Traffic Control Plan (TCP) as referenced in Section 618. Upon failure of the Contractor to adequately maintain traffic control devices and safe movement of traffic through the construction zones, the provisi ons of Subsection 105.15 will be invoked.

619.03.2 Temporary Stripe . Temporary stripes are pavement markings, temporary in

nature, that are used to direct traffic from its customary path, to be removed from the pavement course under use for further temporary traffic control, to be covered by the next pavement course and/or to be replaced by permanent stripes. Temporary stripes shall be 4-inch paint or preformed tape as designated on the plans or when not designated, the use of paint or tape will be at the Contractor's option. Temporary stripes on surface treatments shall be paint. All temporary stripe shall be placed in accord ance with the plans and the requirements set out in Section 625, except that alignment of temporary stripe placed on underlying courses shall have a tolerance of four inches in fifty (50) feet from true alignment for skip stripes and edge lines and one inch in fifty (50) feet from true alignment for no-passing stripes and lane lines. When preformed tape is used on the final pavement course for temporary traffic markings, it shall be removed at no additional cost to the State. Temporary paint stripe requiring removal sha ll be removed by carefully controlled blast cleaning, approved grinding or other approved methods in such a manner that the surface to which the stripe is applied will not be unnecessarily marred or damaged. Preformed tape is to be removed in accordance with the manufacturer's recommendations. Temporary paint stripe placed on the final pavement course may be left in place and covered with permanent stripe of the same color provided the temporary stripe has been satisfactorily placed in the prop er location. Under this condition, any remaining temporary paint stripe not covered by the permanent stri pe shall be removed at no additional cost to the State. Painted traffic stripe removed from the final asphalt pavement surface shall be sealed with an approved sealant. The Engineer may wave the sealant requirement when the area to be sealed is insignificant. This sealing operation shall be performed at no additional costs to the State. All temporary pavement markings placed and measured for payment under this section Section 619 Section 619 shall include any required removal. Removal of all temporary stripe will not be measured for separate payment. Existing pavement markings conflicting with temporary markings shall be removed. Removal of such materials (paint, tape, marker, etc.) will be measured and payment made under Section 202. When measuring removal of pavement markings for payment, the skips will not be included in the measurement.

619.03.3 Portable Traffic Signals.

619.03.3 1--Installation. The Contractor shall be resp onsible for placing the portable

traffic signal(s) in the approp riate location based as shown in the plans and meeting the MUTCD and ITE standards for visibility to motorists and for safe operation. The Contractor shall be responsible for providing all hardware, software, communications equipment and licenses to operate a complete system. All equipment shall be installed according to the manufacturer's recommendations. The Contractor shall be responsible for transport, setup, configuration, operation and monitoring of the portable traffic signals throughout the entire project. The Engineer shall approve all timing and settings that are used for operation of the signal. It may be necessary to relocate the portable tr affic signals during the project. The cost of the relocation shall be included in the lump sum price bid.

619.03.3 2--Confo rmance / Testing . Each portable traffic signal shall undergo testing to

verify conformance with this specification. The Contractor shall conduct a Project Testing Program as required below. All costs associat ed with the Project Te sting Program shall be included in overall contract prices; no separate payment will be made for any testing.

619.03.3 2.1--Gen eral Requirements . This work shall meet the following general

requirements.

619.03.3 2.2--Portable Traffic Signal Pre-Installation Test (PIT). The Contractor shall

perform PIT on the portable traffic signals units as they arrive from the factory. The goal of the PIT is to verify that the portable traffic signals were not damaged during shipping and that all components are working.

619.03.3 2.3--Portable Traffic Signal Stand Alone Test (SAT). The Contractor's comprehensive SATs for the portable traffic signals shall be completed once the signal has

been location on the site where it will be utilized. The SAT shall be sufficient to demonstrate compliance with all requirements specified herein.

619.03.3 3--System Maintenance and Support. The portable traffic signal(s) shall be

maintained and supported by the Contractor throughout the duration of the project. The Contractor shall provide MDOT with a 24/7 c ontact to respond to any issues and shall be required to respond within two (2) hours to any call from the Engineer or designated representative concerning any request for correc ting any deficiency in the signal system. Equipment damaged or otherwise not functioning shall be repaired or replaced immediately upon notification by MDOT. Sufficient spare parts to repair common components of the portable traffic signal such as heads, controller, load switch, relays, etc. shall be available on site. All equipment installation, service, repair, relocation and removal are the responsibility of the Contractor.

619.03.3 4--Syst em Documentation. For each type signal, the Contractor shall provide

the Engineer with a user manual. The user manual shall include description and samples for all operational functions, software required to operate the signal on site and remotely (if applicable), all wiring diagrams, a parts lists, the signal specifications, maintenance information and schedule, and a trouble-shooting guide.

619.03.4 Reflective Pavement Markers . Reflective pavement markers for construction

zones shall be secured to the pavement by an approved adhesive. The portion of the highway surface to which the marker is to be bonded shall be free of dirt, grease, oil, moisture, loose or unsound layers and any other material that would adversely affect the bond of the adhesive. Clean pavement need not be blast-cleaned unless the surface contains an abnormal amount of asphalt or the surface is contaminated with dirt, grease, oil, or any Section 619 Section 619 other material that would adve rsely affect the bond of the adhesive. Necessary cleaning shall be performed by blast cleaning. When a pressure-sensitive pad is used, a primer shall be applied directly to the road surface with a brush or sprayer but is not to be app lied when the ambient temperature is lower than 50°F. No marker shall be installed when the relative humidity of the air is greater than 80 percent or when the pavement is not surface dr y. Traffic shall not be permitted to run over the primed area until after the markers have been installed. After priming, allow one minute for the primer to dry, then peel the release paper from the pressure-sensitive pad and immediately place the marker in the correct position on the prim ed road surface and apply light pressure. Drive slowly over the located marker with one wheel of a truck to help set it in place. Traffic may be allowed immediately. All markers shall be installed in a uniform line, with controls established by the Engineer. The Engineer will establish controls for each line of markers by setting control points at not less than approximately 600-foot intervals on tangents and 50-foot intervals in curves. All additional work necessary to establish intermediate control points and individual marker points shall be performed by the Contractor. On curves, the line of markers on lane lines and edge lines shall follow the normal cu rvature of the curve a nd placement on chords or other variations from the normal curvature will not be permitted, unless specifically shown on the plans or ordered by the Engineer. Reflective markers shall be installed in such a manner that the reflective face of the marker is perpendicular to a line parallel to the road way centerline. No markers shall be installed over longitudinal or transverse joints of the pavement surface. All markers placed out of alignment shall be removed and replaced by a new marker.

619.03.5 Impact Attenuators . Impact attenuators shall be installed and maintained by

experienced workmen familiar with the installation of impact attenuators. Installation shall be in accordance with the recommendations of the manufacturer. Each impact attenuator shall also include one replacement package. A replacement package shall consist of the quantity of materials necessary to repair one hit for every three attenuators in place. The Contractor shall use these parts to maintain the attenuator during the construction period. When it becomes necessary to install a replaceme nt package, the Contractor shall order an additional replacement package to have available for future use. All unused parts and the attenuators shall become the property of the Contractor upon completion of the project.

619.03.6 Temporary Guardrail . Temporary guardrail shall be installed in accordance

with the plans and the applicable provisions of Section 606. The sites where temporary guardrail has been removed shall be restored to their original condition or as provided in the contract documents. Salvage of temporary guardrail designated to become the property of the Department shall be in accordance with Subsection 202.03. 619.03.7--Maintenance of Traffic Signs . All signs, whether placed new or previously used, shall meet the requirements of this spec ification on each inspection. Signs failing to comply with these requirements shall be repl aced at no additional cost to the State. Section 619 Section 619

619.03.8 Snap-Back Delineators . Snap-back delineators shall be installed in accordance

with the manufacturer's recommendations and at the locations shown on the plans or directed by the Engineer. Delin eators that are damaged by traffic to the extent that they are non-functional shall be replaced as quickly as possible.

619.03.9 Portable Median Barrier . Portable median barriers shall be installed in

accordance with the manufacturer’s recommendatio ns. The barriers shall be installed at the locations shown on the plans, or as directed by the Engineer.

619.03.10 Changeable Message Sign. Each changeable message sign shall be installed and continuously operated at the location select ed by the Engineer on State right-of-way.

The Contractor is advised that selected locat ions may be outside the planned limits of the project. The Contractor shall perform all work necessary for preparation of the site selected and approved by the Engineer, to ensure maximum safety and sign visibility for the traveling public and may be required to rem ove any temporary work at a later date as directed by the Engineer. The Contractor w ill also place a minimum of two plastic drums in advance of the sign and one beside the sign as long as it is in use. The Contractor shall be required to move the sign to a new location if directed by the Engineer. The Contractor may be permitted to bring electric power from outside the normal right-of- way for operation of the equipment if the Department determines that the installation operation will not be hazardous to the traveling public. The Contractor will be required to secure a permit from the Department prior to any work by the power company on the right- of-way. The entire cost of providing electrical service, power to op erate the equipment, and removal of the power source from the right-of-way shall be borne by the Contractor. The changeable message sign(s) will remain the property of the Contractor after the Engineer determines that there is no fu rther need for the sign(s) on the project.

619.03.11 Glare Paddles . Glare paddle installation shall consist of furnishing, installing,

maintaining, removing and relocating glare padd les as required. Glare paddles shall be placed atop precast median barriers, or other de vices, at locations shown in the plans, or as directed by the Engineer. The paddles shall be six to nine inches (6" to 9") in width, 24 to 36 inches in height, and spaced a maximum of 24 inches apart. The pa ddles shall be attached to the top of the devices in accordance with manufacturer’s recommendations at a 22 degree angle. A yellow high-intensity reflective strip shall be a ttached vertically to each side of one of the paddles such that the spacing is 10 feet apart. Unless otherwise directed, these strips shall be placed on the edge of the paddle adjacent to traffic. These reflective strips shall be made of 2-inch by 12-inch material conforming to the requirements of Subsection 721.06 of the Standard Specifications. All glare paddles shall be properly maintain ed. Maintenance will include replacement of damaged or missing blades, improper reflectorization, and any other portions of the installation that may fail, for the entire length of time that the paddles are in place. Cleaning of the reflective material shall be accomplis hed by any means that does not damage the paddles and in a manner that is not hazardous to traffic. Cleaning shall be accomplished on an as-needed basis or as ordered by the Engineer. Section 619 Section 619 The Contractor shall relocate the glare paddl es as required during construction at no additional cost to the State. After completion of the work, glare paddles and attachments shall remain the property of the Contractor.

619.04 Method of Measurement . Traffic control devices will be measured one time only

by the units indicated. When moved from the original location to other locations, as required by the contract or as directed by the Engineer, traffic control devices will not be measured for additional payment except when the contract includes the pay item, "Remove and Reset". The total pay quan tity for each traffic control devi ce excluding traffic stripe shall not exceed the maximum number of installations in place at any given time during the life of the contract. Unless otherwise pr ovided, replacement of devices will not be measured for payment. Temporary stripe, completed and removed in accordance with the requirements of this Section, will be measured by the mile or by the linear foot, as indicated, from end-to-end of individual stripes. In the case of skip lines, the measurement will include skips. The length used to measure centerline, lane lines and edge stripes will be the horizontal length computed along the stationed control line. Detail traffic stripe will be measured by the linear foot from end-to-end of individual st ripes. Measurement will be made along the surface of each stripe and will exclude nominal skip intervals where specified. Stripes more than four inches in width will be conver ted to equivalent lengths of four-inch stripe. Legend, which is to include railroad markings, pedestrian crosswalks and stop lines, will be measured by the square foot or linear foot. Pay areas of individual letters and symbols will usually be shown on the plans and measured by the square foot. Transverse railroad bands, pedestrian crosswalks and stop lines will generally be measured by the linear foot, and stripes more than four inches in width will be converted to equivalent lengths of four- inch widths. Each impact attenuator installation, includin g one replacement package, will be measured per each installation as shown on the plans. Replacement packages, excluding the package included with the initial attenuator, will be measured per each in accordance with these specifications. Initial snap-back delineators will be measured per each. Replacement will be measured as follows:

619.05 Basis of Payment . Traffic control devices will be paid for at the contract unit

price for the units specified. Devices that have been measured for payment and subsequently require repair or replacemen t will be dropped from payment on future estimates unless satisfactorily repaired or replaced. Payment for devices for which no pay items are contained in the contract will be included in the unit prices of contract items and/or in the lump sum contract price for Maintenance of Traffic. Payment for items required by the Engineer for temporary location of the changeable message sign, and for which pay items are included in the contract, will be made by the individual pay item. No additional payment will be made for working outside the planned indicated project limits. Payment for removal of materials used for site preparation at changeable message sign locations shall be included in the contr act price for Maintenance of Traffic. Portable traffic signals of the type specified will be paid for at the contract unit price per each, which price shall be full compensation for furn ishing, installing, testing, operating, relocating a complete portable traffic signal as required, integration, configuration, and all other materials, equipment, labor, tools and incidentals necessary to complete the work. The prices thus paid shall be full compensation for completing the work. Payment will be made under: 619-A1: Temporary Traffic Stripe, Continuous White, Description * - per linear foot or mile 619-A2: Temporary Traffic Stripe, Continuous Yellow, Description * - per linear foot or mile 619-A3: Temporary Traffic Stripe, Skip White, Description* - per linear foot or mile 619-A4: Temporary Traffic Stripe, Skip Yellow, Description* - per linear foot or mile 619-A5: Temporary Traffic Stripe, Detail, Description* - per linear foot 619-A6: Temporary Traffic Stripe, Legend, Description* - per square foot or linear foot Section 619 Section 619 619-B: Blank 619-C1: Red-Clear Reflective Raised Pavement Marker - per each 619-C2: Two-Way Yellow Reflective Raised Pavement Marker - per each 619-C3: One-Way Clear Reflective Ra ised Pavement Marker - per each 619-C4: One-Way Yellow Reflective Ra ised Pavement Marker - per each 619-C5: Yellow Clear Reflective Rais ed Pavement Marker - per each 619-C6: Red-Clear Reflective High Pe rformance Raised Marker - per each 619-C7: Two-Way Yellow Reflective High Performance Raised Marker - per each 619-C8: One-Way Clear Reflectiv e High Performance Raised Marker - per each 619-C9: One-Way Yellow Reflective High Performance Raised Marker - per each 619-C10: Yellow Clear Refl ective High Performance Raised Marker - per each 619-D1: Standard Roadside Construction Signs, Less than 10 Square Feet - per square foot 619-D2: Standard Roadside Construction Signs, 10 Square Feet or More - per square foot 619-D3: Remove and Reset Signs, All Sizes - per each 619-D4: Directional Signs - per square foot 619-D5: Directional Signs, Overhead, Location - lump sum 619-E1: Flashing Arrow Panel, Type____ - per each 619-E2: Sequencing Chevron Panel, Size - per each 619-E3: Changeable Message Sign ***** - per each 619-F1: ** Median Barrier, *** - per linear foot 619-F2: Remove and Reset ** Median Barrier, *** - per linear foot 619-F3: Delineators, Mounting, Description - per each 619-F4: Snap-Back Delineator - per each Section 619 Section 619 619-F5: Snap-Back Delineator, Replacement - per each 619-G1: Blank 619-G2: Barricades, Type I - per each 619-G3: Barricades, Type II - per each 619-G4: Barricades, Type III, **** - per linear foot 619-G5: Free Standing Plastic Drums - per each 619-G6: Warning Lights, Type A - per each 619-G7: Warning Lights, Type B - per each 619-G8: Warning Lights, Type C - per each 619-H1: Traffic Signal , Location - lump sum 619-H2: Traffic Signal, Portable, Type ___ - per each 619-H3: Hazard Identification Beacons - lump sum 619-J1: Impact Attenuator , Speed Rating - per each 619-J2: Impact Attenuat or, Speed Rating, Replacement Package - per each 619-J3: Remove and Reset Impact Attenuator ***** - per each 619-K1: Installation and Removal of Guardrail, Type____, Class____ - per linear foot 619-K2: Installation and Removal of Guardrail, Type____ Bridge End Section - per each 619-K3: Installation and Removal of Guardrail, Type____ Cable Anchorage - per each 619-K4: Installation and Removal of Guardrail, Terminal End Section - per each 619-L: Glare Paddles - per linear foot * The description for temporary traffic stripe will be shown as "paint" or "tape.” In the case of "tape" the type will also be designated. When the description is not designated, the use of "paint" or "tape" will be at the Contractor's option. ** Indicate Concrete or Portable *** Indicate Speed Rating, Co lor, etc. if applicable **** Indicate if barricade is to remain with “Permanent” ***** Indicate when options are required Section 620 Section 620 SECTION 620 - MOBILIZATION AND REQUISITE WORK

620.01 Description . Mobilization consists of moving all labor, equipment, supplies, and

incidentals to the project site. It also includes all mobilization pre-construction costs that are necessary direct costs to th e project and are of a general nature rather than directly attributable to other pay items. Requisite work consists of the preparation for and the performance of construction necessary as a requisite to the performance of other items of work and the cost of such work when no other provisions are made in th e contract for payment therefore. Such work shall include, but is not limited to, all obliga tions, preparation, construction and all other costs of requisite work for which no compensation is provided in other items of work.

620.02 Blank .

620.03 Blank .

620.04 Method of Measurement .

620.04.1 Mobilization . Measurement for payment will be in accordance with the

following schedule:

620.04.2 Requisite Work . For monthly estimates, the Engineer will estimate the

percentage of requisite work completed. Upon satisfactory completion of all requisite work, measurement will be considered as 100 percent. 620.05--Basis of Payment . Mobilization and requisite work will be paid for at the contract Section 620 Section 620 lump sum prices, which shall be full compen sation for completing the work. When not listed as pay items, the cost of this work shall be included in the prices for other items bid. Payment will be made under: 620-A: Mobilization - lump sum 620-B: Requisite Work - lump sum SECTION 621 - FIELD LABORATORY

621.01 Description . When required in the contract, this work consists of providing, for

the exclusive use of the Engineer, one or more approved field laboratory buildings or portable trailers in which to house the equipment necessary to conduct required tests. It shall also include the furnishing of utilities as herein provided and the removal of the facilities after the work has been completed. Unless otherwise specified, the building or trailer will remain the property of the Contractor.

621.02 Blank .

621.03 Construction Requirements . Unless otherwise indicated in the contract, each

field laboratory shall be at least seven and one-half feet wide, seven feet high inside, and shall contain at least 150 square feet of floor space. Each unit shall be floored, roofed, and weather-tight and shall contain the following:

621.04 Method of Measurement . Each specified field la boratory conforming to the

requirements of the contr act will be measured by th e unit complete in place.

621.05 Basis of Payment . Field laboratories furnished as specified will be paid for at the

contract unit price per each, which price sha ll be full compensation for all materials, equipment, tools, labor, utilitie s, and incidentals necessary to provide each unit, for moving Section 621 Section 621 the unit(s) to other suitable locations, and for removal from the work before final acceptance. Payment will be made under: 621-A: Field Laboratory - per each 621-B: Field Laboratory, Per Plans - per each SECTION 622 - ENGINEER'S FIELD OFFICE BUILDING

622.01 Description. When required in the contract, this work shall consist of furnishing

and maintaining a field office building for the exclusive use by the Engineer. The field office shall consist of a building, house, mobile office or trailer, approved by the Engineer, and in reasonably close conformi ty with these specifications. When so indicated in the contract by pay item designation: LO (Laboratory and Office Building) this work shall also consist of the furnishing and maintaining of a combination field laboratory and field office building in reasonably close conformity with the requirements of these specifications. In all cases where not specifically provided ot herwise, this work shall also consist of furnishing appliances and utilities as herein provided, and the removal of the facilities after the work has been completed. It is understood by the Contractor that the building or trailer remains the property of the Contractor furnishing such facility.

622.02 Materials. All materials and appurtenances re quired shall be of good commercial

quality, approved by the Engineer; however, sampling and testing will not be required.

622.03 Construction Requirements.

622.03.1 Types of Field Office Buildings. Field office buildings shall be designated as

Type 1, Type 2 or Type 3. Combination field laboratory and field office buildings shall be designated as Type 2 LO, or Type 3 LO.

622.03.1 1--Type 1, Type 2 and Type 3 Field Office Buildings. Type 1, Type 2 or Type

3 Field Office Buildings shall meet the following minimum requirements:

622.03.1 2--Type 2 LO and Type 3 LO Field Office Buildings. Type 2 LO or Type 3

LO buildings shall meet the requirements specified hereinabove for Type 2 or Type 3, respectively, and in addition shall meet the following minimum requirements:

622.03.2 Location. Engineer's field office building Type 1 shall be located within or near

the project limits as directed by the Engineer. As the work progresses the offices shall be moved to other locations at the direction of the Engineer. Types 2 and 3 office buildings and Types 2 and 3 LO buildings may be located within the project limits or near the proj ect as directed by the Engineer. Whenever possible the building shall be located within 1,000 feet of a source of electric power provided by the Contractor and the Contractor shall provide such electric power to the building as indicated hereinabove. When the Engineer determines it is necessary to so locate the building that electric power must be transmitted for exclusive use by the Engineer for a distance in excess of 1,000 feet, the cost for that part of the distance in excess of 1,000 feet shall be considered Extra Work.

622.03.3 Ownership and Use. Whether owned, leased or rented by the Contractor,

possession of each building will re main with the Contractor w ho provides the building. The building(s) and all appurtenances shall be furnished, located and made ready for use by the Engineer as a first item of work. The building(s) shall be reserved for the exclusive Section 622 Section 622 use of the Engineering Personnel for such time as considered necessary , but no longer than the date of final release from maintenance on the project. The use, location, relocation and removal shall be under the direction and control of the Engineer and no portion of the building shall be occupied, or otherwise used by the Contractor, unless permitted by the Engineer in writing and subject to any provisions or limitations set forth in such written permission. When no longer needed, and upon specific instructions of the Engineer, each building shall be removed from the project.

622.04 Method of Measurement. Each specified Engineer's field office building

conforming to the requirements of the contra ct and including all facilities and utilities as specified will be measured as a unit lump sum quantity. When a Type 2 LO or Type 3 LO building is specified and the Contractor furnishes separate units as provided in Subsection 622.03.1.2, B, no additional measurement will be made because of the separate units but will be made as if the specified single unit had been furnished.

622.05 Basis of Payment. The Engineer's field office buildings or combination field

laboratory and office building furnished as sp ecified and measured as prescribed above will be paid for at the contract unit price per each, which price shall be full compensation for all materials, design, construction, furnishi ng, maintaining; for all fuel, water, sewage disposal, telephone service, electricity, including transformer if necessary, moving to and from the project and movements on the project, all as specified or directed by the Engineer as provided in the contract, and for all cost s incidental thereto. When the Engineer determines that the necessary location of the building is such that electrical current must be carried for the exclusive use of the Engineer for a distance in excess of 1,000 feet from its source, the cost of furnishing service lines in excess of 1,000 feet will be paid for as Extra Work. Payment for each Engineer's field office bui lding or LO building provided in accordance with the contract will be made in two installmen ts. Sixty-five (65) percent of the contract price will be paid on the first monthly estima te after occupancy by the Engineer and the remaining thirty-five (35) percent will be paid when the use of the building has been concluded by the Engineer as provided herein. Payment will be made under: 622-A: Engineer's Field Office Building, Type ____ - per each 622-B: Engineer's Field Office Building, Type ____ LO - per each SECTION 623 - DRAINAGE WICKS

623.01 Description. This section shall cover the work of furnishing and installing

drainage wicks of the types, sizes and at th e designated locations, all in accordance with the details specified on the plans and in these specifications or as directed by the Engineer. This section shall also cover the work of drilling holes through the embankment layer at locations specified on the plans or directed by the Engineer. Jetting methods will not be permitted. Section 623 Section 623 The Engineer may vary the depths, spacings or number of drainage wicks to be installed, and may revise the plan limits for this work as necessary.

623.02 Materials. The drainage wick shall be a prefabricated type composed of a

drainage plastic core wrapped in a non-woven geotextile. The core shall be fabricated with suitable drainage channels. The non-woven geotextile wrap shall meet the following minimum specifications: Property Value Test Method Tensile Strength 30 lbs./in. ASTM D 4632 Permittivity 0.15 sec-1 ASTM D 4491 The core material shall be constructed in such a manner that the filter geotextile has a minimum surface area of 3.50 square inches per inch that is not in contact with the core material. The core channels shall have a mi nimum free volume of 0.16 cubic inch per inch. The Contractor will be required to furnish to the Engineer three copies of a certified test report from the producer, showing all data required to indicate compliance with the above specifications and with certification that the material meets such specifications. The certifications by the manufacturer or di stributor will be prima-facie evidence of the materials meeting the specified requirements. All drainage wick materials will, however, be subject to approval by the Engineer.

623.03 Construction Requirements.

623.03.1 Equipment. In general, it shall be the Contractor's responsibility to select the

proper size and amount of equipment to provide the desired results, but certain basic items shall be provided, as outlined herein. The type of carrier to be used will depend upon the desired installation force, but it shall be equipped with a mandrel or sleeve of minimum cross sectional area not to ex ceed fourteen square inches which will protect the wick material from tears, cuts and abrasions during installation. The Contractor shall secure approval of all equipment prior to beginning work and any equipment found unsatisfactory shall be pr omptly replaced or supplemented. All equipment approved for use shall be on a trial basis. If the equipment proves unsatisfactory after a short test section, it shall be re moved, replaced or su pplemented as deemed necessary to accomplish the desired results.

623.03.2 Installation. At least two weeks prior to the installation of the drainage wicks,

the Contractor shall submit details of the sequence and method of installation to the Engineer for review and approval. Approval by the Engineer of the sequence and method of installation shall not necessarily constitute acceptance for the duration of the project. If, at any time, the Engineer considers that the method of installation does not produce a satisfactory drainage wick, the Contractor shall alter the installation method and/or equipment as necessary to comp ly with these specifications. The Contractor will be permitted to use augers or other approved methods to loosen stiff upper soils prior to the installation of the drainage wicks. These holes shall have a Section 623 Section 623 maximum diameter just large enough to permit the mandrel or sleeve carrying the wick and wick anchorage to penetrate the embankment and shall extend not more than two feet into the underlying highly compressible soil. The drainage wick shall be installed at the designated locations using a mandrel or sleeve that completely encloses the drainage wick , thereby protecting it from tears, cuts and abrasions during installation. The mandrel, with the wick inside, shall be forced vertically into the ground to an elevati on specified on the plans or directed by the Engineer. The mandrel shall be retracted leaving the wick in place to function as a vertical drain. The wick shall be cut neatly at its upper end with an eight-inch length of wick material protruding above the existing embankment surface. The equipment shall be carefully checked for plumbness prior to advancing each wick and must not deviate more than one inch per foot from the vertical. Wicks that are out of their proper location by more than six inches, dama ged in construction or improperly completed shall be rejected by the Engineer, and no co mpensation will be allowed for said rejected wicks. The Contractor shall provide a suitable means of making a linear determination of the depth of the drainage wick at any given time and of the quantity of wick material used at each vertical drain location. The Contractor shall observe precautions necessary for protection of instrumentation devices and shall replace at no additional cost to the State an y equipment that is damaged or becomes unreliable as a result of the Contractor’s operations. Embankment or surcharge to be placed over an area in which drainage wicks are installed shall be allowed to settle the period of time as specified on the plans. In the case of bridge approach embankment fills, no end bent piling may be driven until the specified waiting period has elapsed. The waiting period begins when the total embankment and/or surcharge has been constructed to grade. If no settlement monitoring devices are specified on the plans, the Contractor may propose to provide, install and maintain subsidence/settlement plates and essential appurtenances for the Engineer to measure the amount of settle ment that occurs. If the data taken from these settlement plates show that the amount of settlement is sufficient, or that the rate of settlement has declined to the point that little additional settlement will occur during the specified waiting period, the Contractor will be relieved of the total waiting period requirement. In the case of bridge approa ch embankment fills, the end bent piling may then be driven without further delay. The settlement measuring devices shall be approved by the Engineer.

623.04 Me thod of Measurement. Drainage wicks will be measured by the linear foot

for the full length of drainage wicks, comple te and in place. No separate measure for payment will be made for loosening of stiff upper soils by augering or other approved methods.

623.05 Basis of Payment . Drainage wicks, measured as prescribed above, will be paid

for at the contract unit price per linear foot, which price sha ll be full compensation for all drilling of holes, furnishing all materials, inst allation of drainage wicks and for all labor, equipment, tools and incidentals necessary to complete the work. Section 623 Section 623 Payment will be made under: 623-A: Drainage Wicks - per linear foot SECTION 625 - PAINTED TRAFFIC MARKINGS

625.01 Description . This work consists of furnishing materials and applying

reflectorized painted traffic markings and high build painted traffic markings in reasonably close conformity with these specifications and the details shown on the plans or established.

625.02 Materials . Paint shall be the color specified and shall meet the applicable

requirements of Section 710. Application of permanent painted traffic markings shall require Class B (High-Visibility) glass beads. Otherwise, Class A (Standard) glass beads shall be required. Glass beads shall meet the requirements of Subsection 720.01. Blue - ADA marking material shall meet the requirements of Section 710 with the exception that the color shall be Blue - ADA.

625.03 Construction Requirements .

625.03.1 Equipment . All paint shall be applied by approved mechanical equipment

providing constant agitation of paint, traveling at controlled speeds, with one or more paint "guns" synchronized to begin and cut off paint flow automatically for skip lines, and subject to manual control for continuous lines of varying length. The machine, or a separate machine, shall be equipped with a glass bead dispenser adjusted and so synchronized with the paint applicator as to distribute the beads uniformly on the painted lines within 10 seconds. Calibration charts and devices for measurement of tanks shall be provided by the Contractor for determining the quantity being applied. All painting equipment and operations shall be under the control of an experienced technician thoroughly familiar with the equipment, materials, and marking layouts.

625.03.2 Preparation of Surface . All areas to be painted shall be thoroughly cleaned.

Cleaning may be done by hand brooms, rotary brooms, air blast, scrapers, or whatever combination of equipment is necessary to clean the pavement thoroughly without damage to the surface. Before edge striping, particular care shall be taken to remove all vegetation, loose soil, and the like from the area to be painted. Should other methods fail, the surface shall be wetted with a water jet and scrubbed as necessary to dislodge all foreign material. After washing, the surface shall be allowed to dry thoroughly, and all films of dried mud apparent after surface drying shall be removed before application of paint. Painting shall follow as closely as practicable after the surf ace has been cleaned and dried, but no paint shall be applied until the surface has been insp ected and permission gi ven to proceed. The cost for preparing the surface sh all be included in the contract unit prices for the marking items. Upon request, the Engineer will establish control points for markings, by type and color, Section 625 Section 625 at necessary intervals not to exceed 600 feet . The Contractor shall preserve and apply markings in conformity with control points established.

625.03.3 Application . The paint shall be applied when the ambient temperature is no less

than 50oF, the pavement surface is properly prepared and the temperature of the pavement surface is no less than 50oF. For four-inch temporary traffic stripe, paint and Class A glass beads shall be uniformly applied at the rate of not less than one gallon of paint and six pounds of beads per 264 linear feet of four-inch stripe. For six-inch permanent traffic stripe, paint and Class B glass beads shall be uniformly applied at the rate of not less than one gallon of paint and twelve pounds of beads per 176 linear feet of six-inch stripe. For six-inch permanent high build traffic stripe, paint and Class B glass beads sha ll be uniformly applied at the rate of not less than one gallon of paint and twelve pounds of beads per 140 linear feet of six-inch stripe. The length and width of lines shall be within a tolerance of plus or minus three inches and plus or minus 1/8 inch, respectively. For skip markings, the tolerance for intervals shall not exceed the line length tolerance. Markings applied at less than minimum material rates, deviating from true alignment by more than one inch in 50 feet, exceeding stipulated length and width tolerances, and showing light spots, faulty distribution of beads, smears, or other deficiencies or irregularities shall be removed and replaced. Removal methods shall be in accordance with Subsection 619.03.2.

625.03.4 Protection . The newly painted markings shall be protected so that, insofar as

possible, paint will not be picked up by the tires of passing vehicles. Warning signs shall be placed at the beginning of a wet line and at points well in advance of the marking equipment. For the benefit of the Contractor, small flags or other similarly effective small objects may be placed near freshly applied lin es at frequent interval s to reduce crossings by traffic. Damaged portions of stripes sha ll be effaced and replaced by the Contractor at no additional cost to the State. Operations shall be conducted so that traffic can move without undue hindrance. When public traffic is being maintained, warning signs at the starting end shall be moved forward as sections of stripe dry sufficiently to prev ent pick-up under traffic. Reference is made to Subsection 710.02.2.2 for the particular paint involved. 625.03.5--Detail Traffic Stripe . Detail traffic stripe shall be those short stripes, exclusive of lane and edge striping of the main facility, at exit and entrance ramps, turnouts, turn bays, and other locations indicated on the plans. When shown on the plans or directed by the Engineer, detail stripe of the color, width, and length shall be placed in accordance with the provisions and requirements of this section.

625.03.6 Legend . Legend shall be applied by the use of templates cut to the dimensions

shown on the plans, or by other methods appr oved by the Engineer that will provide a clean cut, uniform, and workmanlike appearance. All other requirements for legend shall be in accordance with the app licable materials and construction requirements of this section. Legend that fails to have a uniform, satisfactory appearance either by day or by night shall be corrected by the Contractor or removed and replaced at no additional cost to the State. Section 625 Section 625

625.04 Method of Measurement . Painted traffic markings, of the type specified, will be

measured by the linear foot, square foot, or mile, from end-to-end of individual stripes. In the case of skip lines the m easurement will include skips. The length used to measure centerline, lane lines and edge stripes will be the horizontal length computed along the stationed control line. Detail traffic stripe will be measured by the linear foot from end-to-end of individual stripes. Measurement will be made along the surface of each stripe and will exclude nominal skip intervals where specified. Stripes more than six inches in width will be converted to equivalent lengths of six-inch stripe. Legend, which includes railroad markings, pedestrian crosswalks and stop lines, will be measured by the square foot or linear foot. Pay areas of individual letters and symbols will usually be shown on the plans and measured by the square foot. Transverse railroad bands, pedestrian crosswalks and stop lines will generally be measured by the linear foot, in which case, stripes more than six inches in width will be converted to equivalent lengths of six-inch widths.

625.05 Basis of Payment . Painted traffic markings will be paid for at the contract unit

price per mile, linear foot, or square foot as applicable, which price shall be full compensation for co mpleting the work. Payment will be made under: 625-A: Traffic Stripe, Skip White * - per linear foot or mile 625-B: Traffic Stripe, Skip Yellow * - per linear foot or mile 625-C: Traffic Stripe, Continuous White * - per linear foot or mile 625-D: Traffic Stripe, Continuous Yellow * - per linear foot or mile 625-E: Detail Traffic Stripe * ** - per linear foot 625-F: Legend * ** - per square foot or linear foot * Indicate High Build if applicable ** Indicate Blue - ADA if applicable SECTION 626 - THERMOPLASTIC TRAFFIC MARKINGS

626.01 Description . This work consists of furnishing materials and placing thermoplastic

pavement markings of the type specified in reasonably close conformity with these specifications and the details shown on the plans or established. All pavement marking material, excluding edge lines over rumble strips, shall be applied using the extrusion/ribbon method. Edge lines placed over rumble strips shall be applied using the atomization/spray method. Section 626 Section 626 Cold plastic traffic markings may be used in lieu of hot applied thermoplastic markings. Substitution will only be allowed for pay items 626-A through H. Substituted cold plastic markings shall be of the same color and width as that required for the hot applied stripe. Unless otherwise specified, the markings, whether hot applied or cold plastic, shall be of the same type of material for the entire projec t. Material and construction requirements for substituted cold plastic traffic markings shall meet the requirements of Section 628 of the Standard Specifications. The layout and spacing for substituted cold plastic traffic markings will remain as shown in the plans, or in the contract documents, for hot applied thermoplastic markings. Measurement of substituted cold plastic traffic markings shall be made in accordance with Section 628 of the Standard Specifications. Payment for substituted cold plastic traffic markings shall be made at the unit price for the appropriate hot applied thermoplastic marking.

626.02 Materials . The Department reserves the right to perform additional testing of

thermoplastic traffic marking materials at an y time. Upon request of the State Materials Engineer, samples of the thermoplastic compound, glass beads and epoxy resin shall be furnished. Blue - ADA thermoplastic marking material shall meet the requirements of Subsection

720.02 with the exception that the color shall be blue-ADA. In lieu of the above material

requirements, the Contractor may use hot a pplied thermoplastic materials meeting the satisfaction of the Engineer. 626.02.1--Thermoplastic Material. Thermoplastic material shall meet the requirements of Subsection 720.02, except an alkyd resin shall be used in the formulation when used in construction of stop lines, crosswalks, and legends.

626.02.2 Glass Beads . Glass beads shall meet the requirements of Subsection 720.01.

Unless otherwise noted, Class A glass beads shall be used.

626.03 Construction Requirements .

626.03.1 Thermoplastic Traffic Stripe.

626.03.1 1--Equipment . Equipment for hot application shall be of sufficient size and

stability to ensure smooth, uniform, properly aligned markings of the dimensions specified. The application equipment shall be capable of automatic placement of intermittent and continuous line patterns in single or double line applications simultaneously. The intermittent timer mechanism shall provide a variable ratio of materials applied and variable cycle length such that accurate placement of new patterns, or replacement of existing patterns can be achieved. When edge lines are placed over rumble strips , the equipment must be able to apply the marking material using the atomization/spray method instead of extrusion/ribbon method. To ensure the proper alignment of the rumble stripes, the Contractor will be required to place a layout line to be followed during inst allation of the edge lines over the rumble strips. The equipment shall also be capable of applying the top dressing of glass beads in a manner Section 626 Section 626 that firmly embeds them into the surface of the thermoplastic ma terial for at least one half of the diameter of the larger gradation sizes of the beads. The dispensing equipment shall be equipped with an automatic cut-off control for the application of the beads that is synchronized with the cut-off of the thermoplastic material.

626.03.1 2--Construction Details . Application of thermoplastic material shall be made

only in periods of dry weather and when the temperature of the pavement surface is at least 55°F. The pavement shall be surface dry, to the satisfaction of the Engineer, before application will be permitted. The application temperature of the thermoplastic material shall be between 400° and 450°F. Upon request, the Engineer will establish the control points for ma rkings at necessary intervals not to exceed 600 feet on tangents and more often on curves. All additional work necessary to establish intermediate control points shall be performed by the Contractor. On curves, unsightly variations from the normal curvature will not be permitted unless specifically shown on the plans or ordered by the Engineer. Immediately before application, the areas to receive markings shall be cleaned thoroughly in accordance with Subsection 625 .03.2. On areas of paveme nt cured with compound, the membrane shall be removed completely by shot blasting, sand blasting or other approved method. Unless otherwise directed by the Engineer, tr affic stripes that are coincidental with the thermoplastic stripe shall be removed prior to placement of the thermoplastic material, except that temporary paint stripe may be left in place when satisfactorily placed in the proper location. Any temporary stripe not covered shall be removed. Payment for removal of stripe, except temporary stripe, will be made under Section 202. When thermoplastic material is to be applie d to concrete pavements or bridge surfaces, a binder-sealer of the type and amount recommended by the manufacturer of the thermoplastic material shall be applied prior to placement of the thermoplastic material. On other pavement surfaces, a binder-sealer shall be applied under those conditions recommended by the manufacturer of the thermoplastic material. The thickness of the thermoplastic material, when measured above the surface plane of the pavement, shall be within tolerance of the specified thickness. Unless otherwise specified in the plans or contract documents, the thickness shall be 90 mils for edge lines, center lines, lane lines, barrier lines and detail stripe including gore markings, and 120 mils for crosswalks, stop lines, and railroad, word and symbol markings. The measured thickness at the center of the line shall be no less than the specified thickness with the edge of the line not thinner than 75% of the specified center thickness and will be checked at intervals of one mile or less as directed by the Engineer. Any thermoplastic traffic marking less than th e required thickness shall be corrected by overlaying with an additional application of thermoplastic material. Any such required overlay will be no less than 30 mils. Although a tolerance of 25 percent from center to edge is allowed, a consistent underrun of any amount in thickness will not be acceptable. Additional beads by the drop-on method shall be applied at a rate of not less than three pounds of beads per 100 feet of six-inch stripe. When double drop thermoplastic stripe is Section 626 Section 626 called for in the contract, additional beads by the drop-on method shall be applied as follows:  Class A glass beads at a rate of not less than three pounds of beads per 100 feet of six-inch stripe. Class B glass beads at a rate of not less than three pounds of beads per 100 feet of six-inch stripe.  The Class B glass beads shall be applied to the newly placed stripe first, followed by the application of the Class A glass beads. All newly applied thermoplastic material shall be protected from traffic until the material is sufficiently dry so as not to sustain damage from vehicle tires. Any material so damaged, marred or picked up by traffic shall be repa ired, and the thermoplastic material tracked onto the pavement shall be removed. The length and width of lines shall be within a tolerance of plus or minus three inches and plus or minus 1/8 inch, respectively. For skip markings, the tolerance for intervals shall not exceed the line length tolerance.

626.04 Method of Measurement . Thermoplastic stripe completed in accordance with

the plans and specifications will be measured by the mile or by the linear foot, as indicated, from end-to-end of individual stripes. In the case of skip lines the measurement will include skips. The length used to measure centerline, lane lines and edge stripes will be the horizontal length computed along the stationed control line. Detail traffic stripe will be measured by the linear foot from end-to-end of individual stripes. Measurements will be made along th e surface of each stripe and will exclude skip intervals where skips are specified. Stripes more than six inches in width will be converted to equivalent lengths of six-inch stripe. Legend, which is to include railroad markings, pedestrian crosswalks and stop lines, will be measured by the square foot or linear foot. Pay areas of individual letters and symbols will usually be shown on the plans and measured by the square foot. Transverse railroad bands, pedestrian crosswalks and stop lines will generally be measured by the linear foot, in which case, stripes more than six inches in width will be converted to equivalent lengths of six-inch widths.

626.05 Basis of Payment. Thermoplastic traffic markings will be paid for at the contract

unit price per mile, linear foot, or square foot, as applicable, which shall be full compensation for co mpleting the work. Payment will be made under: 626-A: 6" Thermoplastic * Traffic Stripe, Skip White - per linear foot or mile 626-B: 6" Thermoplastic * Traffic Stripe, Continuous White - per linear foot or mile 626-C: 6" Thermoplastic * Edge Stripe, Continuous White - per linear foot or mile 626-D: 6" Thermoplastic * Traffic Stripe, Skip Yellow - per linear foot or mile 626-E: 6" Thermoplastic * Traffic Stripe, Continuous Yellow - per linear foot or mile Section 626 Section 626 626-F: 6" Thermoplastic * Edge Stripe, Continuous Yellow - per linear foot or mile 626-G: Thermoplastic * Detail Stripe, Color ** - per linear foot 626-H: Thermoplastic * Legend, Color ** - per linear foot or square foot * Indicate Double Drop if applicable ** Indicate Blue - ADA if applicable SECTION 627 - RAISED PAVEMENT MARKERS

627.01 Description . This work consists of furnishing and placing pavement markers of

the types, colors, shapes, and dimensions specified and in reasonably close conformity with the location, lines, and details shown on th e plans or as directed by the Engineer.

627.02 Materials . Pavement and jiggle markers of the types specified shall conform to

the applicable requirements of Subsection 720.03 and shall be listed on the Department's APL. Type B through G High Performance reflective markers shall be listed on the Department's APL for high performance raised pavement markers. The bituminous adhesive for pavement markers shall meet the requirements of Subsection

720.03.7 627.03--Construction Requirements .

627.03.1 General . Unless waived by the State Construction Engineer on the basis of

known performance qualifications, the Contractor or approved Subcontractor shall certify to the Engineer that sufficient experience has been acquired in the placement of the required markers, or the Contractor or approved Subcont ractor shall require the manufacturer of the markers to have a qualified technical representative on or immediately available to the project during the application of the markers to assist the Contractor's personnel in the proper application of the adhesive and markers and to render technical assistance to the Engineer as may be deemed desirable. Any such waiver shall be subject to the conditions set forth in the waiver.

627.03.2 Construction Details . The markers shall be installed when the relative

humidity of the air is 80% or less, the pavement surface is dry and the temperature of the pavement surface is no less than 50°F. Ot her pavement marking materials, such as thermoplastic, cold plastic and paint, shall be placed prior to installation of markers. The portion of the highway surf ace to which the marker is to be bonded shall be cleaned so as to be free of dirt, curing compound, grease, oil, moisture, loose or unsound layers, paint and any other material which would adversely affect the bond of the adhesive. The bituminous adhesive shall be melted and heated in either thermostatically controlled double boiler type units utilizing heat transfer oil or thermostatically controlled electric Section 627 Section 627 heating pots. Direct flame melting units shall not be used. The melter/applicator unit shall be suited for both melting and pumping application through heated applicator hoses. The adhesive shall be heated to between 375°F and 425°F and applied directly to the pavement surface from the melter/applicator by either pumping or pouring. It is important that application temperature be mainta ined between 375°F and 425°F as lower temperatures may result in decreased adhesi on while higher temperatures may damage the adhesive. The adhesive should be applied in a puddle approximately two-thirds to three-fourths the diameter of the marker. Markers should be applied to the adhesive within 10 seconds to assure bonding. The marker shall be placed in position by applying downward pressure until the marker is firmly seat ed with the required adhesive thickness and squeeze out. Excessive adhesive squeeze out shall be remove d from the pavement and adhesive on the exposed surfaces of the markers shall be imme diately removed. Soft rags moistened with mineral spirits conforming to Federal Specification TT-T-291 or kerosene may be used if necessary, to remove adhesive from exposed f aces of pavement markers. No other solvent shall be used. All markers shall be installed in a uniform line, with controls established by the Engineer. The Engineer will establish controls for each line of markers by setting control points at not less than approximately 600-foot intervals on tangents and 50-foot intervals on curves. All additional work necessary to establish intermediate control points and individual marker points shall be performed by the Contractor, including smoothing out minor irregularities in any line established by the Engineer. On curves, the line of markers on lane lines and edge lines shall follow the nor mal curvature of the curve and placement on chords or other variations from the normal curvature will not be permitted, unless specifically shown on the plans or ordered by the Engineer. Reflective markers shall be installed in such a manner that the reflective face of the marker is perpendicular to a line parallel to the road way centerline. No markers shall be installed over longitudinal or transverse joints of the pavement surface. The marker shall be protected against impact until the adhesive has hardened. The Engineer shall be the judge as to the mini mum time necessary to cure the adhesive for sufficient set to bear traffic. The adhesive may be reheated and reused . However, the pot life at application temperatures shall not be exceeded. Clean-out of equipment and tanks may be performed using petroleum solvents such as diesel fuel or similar materials. CAUTION: Be sure that a ll heating is off before cleaning operations are begun. All solvent must be removed from the equipment tanks and lines before the next use of the melter.

627.04 Me thod of Measurement . Raised pavement markers of the type specified will

be measured per each as determined from actual count in place.

627.05 Basis of Payment . Raised pavement markers of the type specified will be paid

for at the respective contract unit price pe r each, which shall be full compensation for completing the work. Section 627 Section 627 Payment will be made under: 627-A: Type A, Non-Reflective Whit e Raised Jiggle Markers - per each 627-AY: Type AY, Non-Reflective Yello w Raised Jiggle Markers - per each 627-B: Two-Way Clear Reflectiv e Raised Markers - per each 627-C: Red-Clear Reflective Raised Markers - per each 627-D: Two-Way Yellow Reflective Raised Markers - per each 627-E: One-Way Clear Reflective Raised Markers - per each 627-F: One-Way Yellow Reflective Raised Markers - per each 627-G: Yellow-Clear Reflectiv e Raised Markers - per each 627-H: Chip Seal Reflectiv e Raised Markers - per each 627-J: Two-Way Clear Reflectiv e High Performance Raised Markers - per each 627-K: Red-Clear Reflective High Pe rformance Raised Markers - per each 627-L: Two-Way Yellow Reflective High Performance Raised Markers - per each 627-M: One-Way Clear Reflectiv e High Performance Raised Markers - per each 627-N: One-Way Yellow Reflective High Performance Raised Markers - per each 627-O: Yellow-Clear Reflective High Performance Raised Markers - per each 627-P: Two-Way Blue Reflective High Performance Raised Markers - per each SECTION 628 - COLD PLASTIC PAVEMENT MARKINGS

628.01 Description. This work consists of furnishing materials and installing cold plastic

pavement markings of the type specified in r easonably close conformi ty with the plans and these specifications. Cold plastic traffic markings may be used in lieu of hot applied thermoplastic markings. Substitution will only be allowed for pay items 626-A through H. Substituted cold plastic markings shall be of the same color and width as that required for the hot applied stripe. Unless otherwise specified, the markings, whether hot applied or cold plastic, shall be of the same type of material for the entire projec t. Material and construction requirements for Section 628 Section 628 substituted cold plastic traffic markings shall meet the requirements of this section of the Standard Specifications. The layout and spacing for substituted cold plastic traffic markings will remain as shown in the plans, or in the contract documents, for hot applied thermoplastic markings. Measurement of substituted cold plastic traffic markings shall be made in accordance with this subsection of the Standard Specifications. Payment for substituted cold plastic traffic markings shall be made at the unit price bid for the appropriate hot applied thermoplastic marking.

628.02 Materials. Cold plastic marking material shall meet the requirements of

Subsection 720.04. High performance cold plastic marking material shall meet the requirements of Subsection 720.07.

628.03 Construction Requirements .

628.03.1 Equipment . The material manufacturer sha ll furnish a mechanical applicator

for the application of 16-inch wide film. When high performance profile cold plastic pavement markings are used, the manufacturer shall provide application equipment, manual or automatic as necessa ry for the job requirements. These applicators shall be capable of applying markings to the required alignment and dimensions shown on the plans or in the contract documents. The mechanical applicator shall be provided on location at the time designated and for the duration of the application period. The material manufacturer shall provide technical assist ance for operation and maintenance of the mechanical applicator at th e discretion of the Engineer.

628.03.2 General . The free-air temperature shall be at least 60°F. The pavement surface

shall be dry and clean. All dirt, loose particles of pavement, and other foreign material shall be removed prior to application of the pavement marking material. All longitudinal stripes shall be mechanically applied. Detail stripe and legend may be applied manually. Only butt splices wit hout overlay will be permitted fo r multiple piece and line type markings. Except for legend, the specified width of the markings shall be made in a single tape application. Where possible the markings shall be placed adjacent to rather than on longitudinal construction joints in the pavement . Placement tolerance will be as set out in Subsection 625.03.3. Markings not meeting these tolerances shall be removed and replaced at the Contractor's expense.

628.03.3 Application. Both mechanical and manual application shall be in accordance

with the manufacturer's instructions. A liquid contact shall be used at the rate recommended by the manufacturer for detail stripe and legend symbols. Liquid contact cement shall not be used elsewhere unless specified by the manufacturer. When liquid contact cement is used, the newly placed marki ngs shall be protected from traffic for the period of time recommended by the manufacturer of the cement.

628.04 Method of Measurement. Cold plastic pavement markings will be measured for

payment in accordance w ith Subsection 626.04.

628.05 Basis of Payment. Cold plastic pavement markings will be paid for at the contract

unit price per mile, linear foot or square foot, as applicable, which shall be full compensation for co mpleting the work. Payment will be made under: Section 628 Section 628 628-A: 6” Cold Plastic Traffic Stripe, Skip White - per linear foot or mile 628-B: 6” Cold Plastic Traffic Stripe, Continuous White - per linear foot or mile 628-C: 6” Cold Plastic Traffic Stripe, Skip Yellow - per linear foot or mile 628-D: 6” Cold Plastic Traffic Stripe, Continuous Yellow - per linear foot or mile 628-E: Cold Plastic Detail Stripe, Color - per linear foot 628-F: Cold Plastic Legend, White - per square foot or linear foot 628-G: 6” High Performance Cold Plastic Traffic Stripe, Skip White - per linear foot or mile 628-H: 6” High Performance Cold Plastic Traffic Stripe, Continuous White - per linear foot or mile 628-I: 6” High Performance Cold Plastic Traffic Stripe, Skip Yellow - per linear foot or mile 628-J: 6” High Performance Cold Plastic Traffic Stripe, Continuous Yellow - per linear foot or mile 628-K: High Performance Cold Plastic Detail Stripe, Color - per linear foot 628-L: High Performance Cold Plastic Legend, White - per square foot or linear foot SECTION 629 - VEHICULA R IMPACT ATTENUATORS

629.01 Description . This work consists of furnishing all materials, components and

accessories and installing impact attenuator systems meeting all of the requirements specified on the plans or in the contract documents, and assembled and constructed at the location(s) indicated on the plans or as established by the Engineer. This work shall also include the installation of median barrier end sections in accordance with the plans, specifications, and the manufacturer's recommendations.

629.02 Materials . Materials used in the construction of the vehicular impact attenuator

system shall all be new and shall conform to the applicable requirements of the respective section(s) of Section 700, as may be supplemented by requirements in other contract documents for the particular system installation. Approved impact attenuator systems shall meet standardized testing defined in NCHRP Report 350 or MASH. In addition, documentation from FHWA must accompany the devices, indicating that the devices meet the ap propriate crash test criteria and can be used on the National Highway System (NHS). Prior to installation, the Contractor shall provide two copies of the manufacturer’s installation de tails to the Project Engineer. The Project Section 629 Section 629 Engineer shall keep one copy in project file and provide one copy to District Maintenance Engineer. The installation details shall be engineering drawings, a minimum of 11"x17" in size. Reflective adhesive sheeting with alternating black and yellow stripes (sloping downward at an angle of 45 degrees in the direction traffic is to pass) shall be required on the end of the attenuator section. The type of system installed shall be written on the device with a Permanent Marking Stick or some ot her means of permanent identification. The impact attenuators used must be as shown on the Department's APL. Replacement packages shall consist of spare parts of the e xpected type and number needed to repair one hit for each attenuator unit installed.

629.03 Construction Requirements . The system assembly shall be constructed in

accordance with the requirements for the fabrication and cons truction of the attenuator system as detailed on the plans and in the contract documents. For manufactured products specified, unless otherwise indicated in the co ntract, the system shall be fabricated and installed in accordance with the manufactur er's recommendation. In such case, the Contractor shall obtain the manufacturer's recommended installation instructions, including erection diagrams, and shall furnish the Engineer with a complete copy of such recommended installations and instructions. In the fabrication and construction of any vehicular impact attenuator system, sharp edges, projections, and any misfits of fabrication or construction shall be avoided. Installation of impact attenuators shall be accomplished by experienced workmen in accordance with the recommendations of the manufacturer. As a replacement supply, the Contractor shall furnish a spare parts package. The quantity and materials of this package will be that necessary to repair one hit for each attenuator unit installed. The Contractor shall use these parts to maintain the attenuator until release of maintenance. Upon completion of the work the replacement pack ages shall become the property of the Contractor. The median barrier end section and vehicular attenuator back-up wall shall be constructed in accordance with the plans, the manufacturer's recommendations, applicable provisions of Section 615 and other applicable provisions of the Standard Specifications.

629.04 Method of Measurement . Vehicular impact attenuators will be measured as a

unit for each complete attenuator installed and accepted. One replacement package shall be included in the bid price for each attenuator. Median barrier end sections and vehicular attenuator back-up wall will be measured as a unit for each complete and accepted section. Foundations for attenuators and median barrier end sections are considered parts of the respective units and will not be measured for separate payment.

629.05 Basis of Payment. Vehicular impact attenuators, median barrier end sections and

vehicular attenuator back-up wall will be paid for at the contract unit price per each. In the event an additional replacement package is requi red during the life of the contract, 25% of the lump sum price will be allowed to place the unit back in operation. Payment for the above listed units shall be full compensation for the work and materials required under this Section. Section 629 Section 629 Payment will be made under: 629-A: Vehicular Impact Attenuator, Speed Rating - per each 629-B: Median Barrier End Section - per each 629-C: Vehicular Impact Attenuator Back-up Wall - per each SECTION 630 - TRAFFIC SIGNS AND DELINEATORS

630.01 Description . This work consists of furnishing and installing delineators, traffic

signs, sign supports, framing, and panels in reasonably close conformity with the requirements shown on the plans an d set out in these specifications. The work and materials shall conform to the requirements of the MUTCD, current on the date of receipt of bids, except as modified by these specifications or as shown on the plans. The Bidder or the Bidder’s proposed supplier may be required to show satisfactory evidence of successful experience in fabrication of reflectorized multi-panel highway signs prior to award of the contract. Bidders may al so be required to show evidence of successful experience or capability in erection of reflectorized multi-panel highway signs. 630.01.1--Contractor Designed Supports. When specified as Contractor Designed Metal Overhead Sign Supports, the Contractor will be responsible for the design of the metal overhead sign support(s) and overhead sign support(s) on bridges. The design shall meet the latest requirements of the AASHTO Standa rd Specifications for St ructural Supports for Highway Signs, Luminaries and Traffic Signals. The Contractor shall submit to the Director of Structures, State Bridge Engineer, a design using steel. The design shall be a rectangu lar box truss connected at both the top and bottom to the vertical support posts. With the exception of cantilever mounts, overhead support structures shall have two vertical sup port posts at each end of the truss. Design drawings, calculations and other necessary suppo rting data shall be submitted as soon as possible after the Pre-Construction Conference. The controlling sign configuration and total area of design sign shall be labeled on the design drawings. The design shall be prepared by a Professional Engineer registered in the State of Mississippi proficient in the design of overhead sign structures. The Contractor shall provide a detailed cross s ection at the location of each new sign truss. At the locations where the truss will span exis ting roadways, the Contractor shall obtain a surveyed cross section extend ing beyond the limits of the truss. The cross section will show the horizontal dimensions and elevations of ditches, edge of travel lanes, shoulder lines, pavement crown lines, barriers and retaining walls, etc. The truss and signs shall be located on the cross section and shall include both vertical and horizontal dimensions to the finished roadway surface. The overhead sign truss details provided in the plans or documents will not be acceptable as the Cont ractor’s detailed cross section. The cross section information shall be of sufficient accuracy to verify the sign truss dimensions required for each specific location. This information shall be submitted for review with the sign truss shop drawings and calculations. Section 630 Section 630 The Contractor is responsible for designing and constructing modifications to barriers and retaining walls as necessary to carry sign tru ss loads for sign truss assemblies attached to such structures. Barrier faces must smoothly transition back to the existing barrier section as specified in the plans. All designs and proposed modifications must be stamped by the Contractor’s engineer and submitted to the Engineer for review. Bridge information plans are provided to assist the Contractor’s Engineer in designing attachments to bridges. All bridge attachments must be submitted to the Director of Structures, State Bridge Engineer through the Project Engineer for review. Use of chemical adhesive anchors is prohibited. Mechanical anchors are permissible as approved by the Director of Structures, State Bridge Engineer . Mounting holes for sign assemblies attached to prestressed concrete girders shall be placed at locations where the prestressing strands are not damaged by drilling. Mounting sign assemblies to steel girders by welding is prohibited. A limited number of mounting holes may be drilled only in the steel girder webs at locations that do not interfere with existing members such as bolts, stiffeners, and splice plates. Attachments that cause concentrat ed loads on girder webs will be spread out along the web both vertically and horizontally by use of steel plates so as to not cause distortion in the web. Drilling in steel girder bottom flanges is prohibited. The design wind speed shall be as shown in the design specifications with a minimum of 90 mph. In addition to the loads required in the design specifications, overhead sign supports shall be designed to support a uniform load of 40 pounds per linear foot applied vertically to the truss to which the signs are attached, extending along the truss across the roadway below from points four feet outside each outer edge of exterior travel lane, unless otherwise specified. Appropriate damping or energy absorbing devices shall be installed in the event that an overhead structure is erected without installation of the permanent sign panels or if the area of permanent sign panels installed is not sufficient to prevent detrimental wind-induced vibration. The larger of the following sign configurations shall be used in the design of overhead sign support structures:

630.02 Materials . Materials for signs and delineators shall meet the requirements of

Section 721. Although certain particular brands, makes of materials, devices, processes, and/or equipment are named herein for the purpose of establishing minimum acceptable standards, it is neither implied nor intended that those named are to be considered to the exclusion of comparable brands, materials, de vices, processes, or equipment. All warranties, guaranties, and instruction sheets normally furnished by the manufacturer for materials and supplies used in the work shall be delivered to the Engineer prior to final Section 630 Section 630 acceptance of the project. Material for Contractor designed metal overhead sign supports shall meet the following: Reinforcing Steel. Reinforcing steel used in reinforced concrete footings shall be in accordance with Subsection 602 and meet the requirements of ASTM A 615, Grade 60. Anchor Bolts. Material for anchor bolts shall meet the requirements of ASTM A 36. Anchor bolts shall be hot-dipped galvanized in accordance with ASTM A 153, Class C. Threads and nuts for anchor bolts shall be lubr icated with a visible dye so that a visual check can be made for proper lubrication prior to installation. Structural Steel. Material for posts, chords and bracing members shall meet the requirements of ASTM A 501 or ASTM A 53, Grade B. Material for structural shapes, plates, posts and chord caps shall meet the requ irements of ASTM A 36. Material for round tapered monotube shall meet the requirements of ASTM A 595, Grade A.

630.02.1 Fabrication of Signs and Sign Panels . Signs shall be fabr icated in a properly

equipped shop owned and operated by the Contractor or approved Subcontractor or supplier.

630.02.2 Fabrication of Aluminum Extrusions and Sheets . The fabrication of

aluminum extrusions and sheets shall generally conform to or be equivalent to the fabrication methods and practices recommended in the handbook of the major producers of aluminum materials and the following specific requirements:

630.02.3 Preparation of Aluminum for the Application of Reflective Sheeting .

Extruded aluminum and flat sheet aluminum sign panels to which reflective sheeting is to be applied shall be prepared as follows: Preliminary Cleaning. The panel shall be co mpletely submerged in a six percent (6%) solution of an inhibited alkaline cleaner at 160°F to 180°F for three minutes, followed by a thorough rinse with clean, running cold water. A grease solvent such as mineral spirits or naptha, conforming to ASTM D 235, or trichloroethylene, conforming to ASTM D 4080, Section 630 Section 630 may be used. Surface Preparation. For flat sheet aluminum, preliminary cl eaning shall be followed by a surface treatment with a six to eight percent (6 % to 8%) solution of phosphoric acid applied to the surface by immersion or brushing. Th e solution shall be allowed to remain on the surface for five minutes and then thoroughly rinsed with running cold water followed by hot water tank rinse. Drying. The panels shall be dried by the use of forced warm air. Handling. Metal shall not be handled except by device or clean canvas gloves between all cleaning and etching operations and the appli cation of reflective sheeting. There shall be no opportunity for metal to come in contact with grease, oils, or other contaminants prior to painting.

630.02.4 Preparation of Aluminum for Painting . Aluminum that is to be painted shall

be cleaned and prepared by a process conforming to ASTM D 1730, Type B Chemical Treatment. Metal shall not be handled except by device or clean canvas gloves between all cleaning and etching operations and the application of paint. There shall be no opportunity for metal to come in contact with greases, oils, or other contaminants prior to painting.

630.02.5 U-Section Posts . Ground mounted U-section posts shown in the plans or

referenced in the contract documents may be steel U-section posts or Tubular Type posts meeting the requirements of Subsection 721.02.2. Regardless of whether U-section posts or Tubular Type posts are used, measuremen t and payment will be under pay item 630-C, Steel U-Section Posts.

630.02.6 Blank.

630.02.7 Reflective Sheeting . Reflective sheeting shall be applied to properly treated

base panels with mechanical equipment in a manner specified for by the sheeting manufacturer. Type II adhesive coated sheeting shall be pre-perforated. Sign faces comprising two or more pieces of pa nels of reflective sheeting shall be carefully matched for color at the time of sign fabrication to provide uniform appearance and brilliance during both day and night. Alternate, successive widt h sections of either sheeting or panels must be reversed and consecutive to ensure that corresponding edges of reflective sheeting lie adjacent on finished sign. Non-conformance may result in non-uniform shading and an undesirable contrast between ad jacent width of applied sheeting, which will not be acceptable. At splices, Type I adhesive coated sheeting shall be over-lapped at least 3/16 inch. Type II adhesive coated sheeting may be spliced with an overlap of at least 3/16 inch or butted with a gap not to exceed 1/32 inch. Only butt splices will be permitted with transparent screen processing. Sheeting applied to extruded sections shall extend over top edges and down side legs a minimum of 1/16 inch. Reflective sheeting splices and sign edges shall be sealed with materials supplied and in the manner specified by the sheeting manufacture. Section 630 Section 630

630.02.8 Removable Copy . Route markers used on structural panels with removable

copy shall be made up as standard route mark ers on flat sheet metal as specified and shall be riveted to the structural panel. These rout e markers will not be paid for as separate signs but shall be considered as part of the major sign to which they are affixed.

630.02.9 Silk Screening . Where specified on the plans, sign letters, numerals, symbols,

and border shall be applied to the sign panel by direct or reverse silk screen method. The letters shall be in accordance with the plans and series letters as set out by "Standard Alphabets for Highway Signs" which can be obtained from FHWA. Unless otherwise specified, all silk screen legend shall be on silver-white or yellow reflective sheeting background. Screening shall be accomplished in the manner specified by the sheeting manufacturer. Processing may be accomplished either before or after application of the sheeting to the flat, smooth base panels.

630.02.10 Packing, Storing and Shipping Signs . Signs shall be slip sheeted and packed

in such a manner as to ensure their arrival at their destination in undamaged condition. Signs shall be stored on edge in a cool, dry place, and shall not be allowed to become wet during shipment or storage.

630.02.11 Shop Drawings . The Contractor shall submit fo r the approval of the Engineer

scale drawings of all sign faces, showing arrangements and spacing of all letters, numerals, symbols, and border. For each type of sign support to be used with each different type of sign panel, the Contractor shall submit detailed drawings of the proposed method of attaching the sign to the supports on all signs not detailed on the plans.

630.02.12 Welding . Any welding shall conform to the requirements of Subsection

630.03.8 Welding for Contractor designed metal overhead sign supports shall conform to

the latest edition of AWS D1.1 for structural steel.

630.03 Construction Requirements .

630.03.1 Construction Stakes . Unless the contract requires construction staking by the

Contractor, the Engineer will furnish and set construction stakes for signs and will furnish the Contractor with all required information relating to lines and grades. The Contractor shall check all leading dime nsions and clearances measured from such stakes and thereafter will be responsible for orie ntation, elevation, offset, and level of all signs so erected.

630.03.2 Sign Positioning . The glossy surface on sign faces may produce specular

reflection. Signs shall be positioned to e liminate or minimize specular reflection.

630.03.2 1--Overhead Signs . Unless otherwise directed by the Engineer, signs shall be

erected at right angles to the road and so that the sign face is tilted back or is vertical as determined by the approach grade of the roadway or as shown on the plans.

630.03.2 2--Ground-Mounted Signs . Signs shall be erected so that the sign face is truly

vertical and at 93 degrees away from the cente r of the lane that the sign serves and the Section 630 Section 630 direction of travel unless otherwise directed by the Engineer. Where lanes divide and on curves, sign faces shall be oriented so as to be most effective both day and night and to avoid the possibility of specular reflection. 630.03.2.3--Vertical and Horizontal Clearances . All signs shall be installed so as to meet the vertical and horizo ntal clearances shown on the plans or if not shown the minimum clearance given in the MUTCD shall apply.

630.03.3 Excavation . The Contractor shall perform the excavation required for sign

installation to neat lines by suitable means.

630.03.4 Posts . All posts shall be set at the requir ed line and grade. Unless otherwise

shown on the plans, all posts except delineato r posts shall be set in Class "B" concrete. Any required reinforcing steel will be shown on plans. Exposed concrete shall be finished with a steel float to the slope shown on the plans. Footings for overhead sign sup ports shall be Class "B" concrete and shall be in accordance with the required dimensions, alignment, grad es, reinforcement, and method of placement shown on the plans. Treated timber posts shall be set in holes of the specified depth and of sufficient diameter to allow proper tamping and compaction or back fill. The backfill shall be made with the most suitable earth available and shall be tamped until the post is firm and rigid in a vertical position. Pipes used for posts shall be capped by suitable means to exclude moisture.

630.03.5 Framing . Framing for ground-mounted signs shall be as shown on the plans.

Holes may be field punched as permitted by the Engineer. All steel used for framing shall be galvanized.

630.03.6 Erection of Signs . Signs shall be erected in a neat and workmanlike manner.

After installation is complete, signs will be insp ected at night by the Engineer. If specular reflection is apparent on a sign, its positioning shall be adjusted by the Contractor to eliminate this condition.

630.03.7 Erection of Delineators . The location of each type of delineators shall be as

shown on the plans. The post shall be driven and a driving cap used to protect the curb. Posts shall be driven vertically and driving caps used to protect the posts. Delineator shall be attached to the posts as shown on the pl ans by means of a huck or cherry tool and aluminum fastener.

630.03.8 Overhead Sign Supports .

630.03.8 1--Fabrication . Metal overhead sign support struct ures shall be steel. They shall

be fabricated as shown on the plans in a pr operly equipped plant. All welds shall be performed in the shop by certified welders. Welding for steel structures shall conform to the requirements of Subsections 810.03.5 and 810.03.6. Unless a particular edition of the AASHTO sp ecifications is indicated on the plans, the Section 630 Section 630 edition current at the time of receipt of bids shall be applicable. Each Contractor-designed metal overhead sign support structure shall be match-marked and assembled in the shop for inspection prior to shipment.

630.03.8 2--Shop Drawings . Shop drawings of the structures shall be submitted for

review in accordance with Subsection 810.02.2. They shall show the required vertical camber for the horizontal support and method of fabricating, including welding procedure. Shop drawings and design calculations for Contractor designed metal overhead sign supports shall be submitted to the Bridge Engineer in triplicate for review prior to fabrication. Shop drawings shall show all members, connections (welds), footings and details necessary for a complete structure. The required truss camber and method of fabricating shall also be shown.

630.03.8 3--Inspection and Testing . Unless waived in writing by the Engineer, inspection

of the fabrication will be required. Each structure shall be match marked and assembled in the shop prior to inspection. Steel structures to be galvanized shall be match marked and assembled for inspection prior to galvanizing. Additional inspections for galvanized steel structures may be required before and/or after galvanizing. The Engineer shall be notified at least 24 hours prior to the time that an inspection is sche duled. The structures shall be checked for alignment, sound welds, and general workmanship. Four copies of a certification by the galvanizer that galvanizing meets the appropriate specification shall be furnished to the State Materials Engineer. Mill test reports on material in primary members shall be submitted in accordance with Subsection 810.03.25. Shop inspection is required for Contractor designed metal overhead sign supports to ensure that fabrication and welding comply with the contract requirements. A commercial testing laboratory retained by the Department will perform the inspection but such inspection does not relieve the fabricator of any responsibility regarding compliance with the contract requirements. A pre-fabricatio n conference shall be required unless waived by the Bridge Engineer. No fabrication of any structure shall begin until approved drawings and welding procedures have been distributed, the pre-fabrication conference held, and authorization for the work to begin given by the Bridge Engineer.

630.03.9 Removal of In-Place Signs, Markers and Posts . The Contractor shall salvage

existing signs, markers, and posts and stockpile them at the locations shown on the plans. Signs and markers shall be removed from posts and stacked on edge with paper separators between units. Posts shall be pulled without being bent and stockpiled off the ground. Care shall be taken with all handling, hauling, and storing to avoid damage. This work shall be incidental to items of the contract, and separate payment will not be allowed.

630.03.10 Bolt Connections for Contractor Designed Metal Overhead Sign Supports .

High-strength bolts shall meet the requirements of ASTM A 325, Type I and shall be no larger than one inch (1”) in diameter; bolts other than high-strength shall meet the requirements of ASTM A 307, Grade A. Nuts for all bolts shall meet the requirements of ASTM A 563. Nuts for high-strength bolts shall be heavy hex, Grade DH. Nuts for all other bolts shall be hex, Grade A. All nuts sh all be lubricated with a visible dye so that a visual check can be made for proper lubrica tion prior to installation. All washers shall meet the requirements of ASTM F 436. All fa steners (bolts, nuts and washers) shall be galvanized in accordance with ASTM A 153, Class C. All connections using high strength Section 630 Section 630 bolts require Direct Tension Indicators (DTIs). DTIs shall meet the requirements of ASTM F 959 and shall be mechanically galvanized in accordance with AS TM B 695, Class 50 coating. 630.03.11--Galvanizing for Contractor Designed Metal Overhead Sign Supports . Steel assemblies shall be galvanized after fabrication in accordance with the latest requirements of ASTM A 123. Damage to the galvanized coating shall be repaired subsequent to erection by a method approved by the Bridge Engineer. Holes may be drilled in structural steel members as needed for venting during galvanizing. Such holes shall be in accordance with the following requirements:

630.03.12 Final Cleaning Up . The Contractor shall remove all rejected and unused

materials and debris from the right-of-way. Shoulders and slopes shall be restored to their original condition. Excess excavation shall be disposed of off the right-of-way at the Contractor's expense unless otherwise directed by the Engineer. Before final inspection, the Contractor shall perform such touching up of paint finishes, cleaning of exposed sign and support surfaces, and other cleaning up as ma y be necessary to ensure the effectiveness and neat appearan ce of the work.

630.04 Method of Measurement . Standard sheet aluminum signs will be measured by

the square foot of sign face for each specified thickness. Extruded aluminum signs, including removable copy, will be measured by the square foot of sign face. Built-up steel panel signs, including removable copy, will be measured by the square foot of sign face. Structural steel used in building up the sign pa nel system will not be measured for separate payment. In determining the area of sign faces, no de duction will be made for corner radii or mounting holes. The area of octagonal signs, U.S. shields, and Interstate shields will be computed as the area of the circumscribing squa re or rectangle. The area of the triangular signs will be computed as the area of the triangle. Section 630 Section 630 Steel U-section posts, square tube posts, and square tube post inner sleeve will be measured by the linear foot of each specified size. Timber posts will be measured by the unit. Structural steel beams for vertical sign supports will be measured by the linear foot of each specified size. Structural steel angles and bars, or channels, used for lateral bracing of vertical sign supports, will be measured by the pound. Steel pipe posts will be measured by the linear foot of each specified size. Concrete for overhead sign support foundations will not be measured for separate payment. Such costs shall be included in the cost of the overhead sign assembly. Concrete for roadside signs will be measured in cubic yards in accordance with Section 601. In computing the volume, the neat dimensions shown on the plans will be used except for variations as may be ordered by the Engineer. Reinforcement, when called for on the plans, will be measured in pounds in accordance with Section 602. Excavation will not be measured for separate payment and the cost thereof shall be considered incidental to and included in the unit prices for footings, posts, etc. Paint and painting will not be measured for separate payment and the cost thereof shall be included in unit prices for items painted. Metal overhead sign support assemblies will be measured by the unit. Delineators and object markers will be measured by the unit, including post, fastener, and single or multiple units as specified.

630.05 Basis of Payment . Signing items, measured as pres cribed above, will be paid for

at the respective contract unit or lump sum price, which price shall be full compensation for completing the work. Payment will be made under: 630-A: Standard Roadside Signs, Description - per square foot 630-B: Interstate Directional Sign s, Description - per square foot 630-C: * Posts, Weight - per linear foot 630-C1: Square Post Inner Sleeve - per linear foot 630-D: Structural Steel Beams, Description - per linear foot 630-E: Structural Steel Angles and Bars, Description - per pound Section 630 Section 630 630-F: Delineators, Mounting, Description - per each 630-G: Type ____ Object Markers, Description, Mounting, Color - per each 630-H: Treated Timber Posts, Size and Length - per each 630-I: Metal Overhead Sign Supports, Assembly No. ___, ** - lump sum 630-J: Overhead Sign Supported on Bridge, Assembly No. ___, ** - lump sum 630-K: Welded & Seamless Steel Pipe Posts, Size - per linear foot * Specify Steel U-Section or Square Tube ** Indicate when the sign is “Contractor Designed" SECTION 631 – TRAFFIC SIGNAL SYSTEMS - GENERAL

631.01 Description. This section together with the pay item sections covering individual

components and the plans are intended to describe and include materials and work necessary for completion of traffic signal installations and modifications. All work, materials, or methods which ma y be necessary for completion of the traffic signal system which are not specifically mentioned in thes e specifications or on the plans shall be furnished as incidental to the pay items of the contract and the cost included in the respective contract prices bid.

631.01.1 Scope of Work . Work shall consist of furnishing and installing, modifying, or

removing all components, equipment, and incidentals necessary for a fully functioning, tested and approved traffic control signal system, including communications connections as applicable in the plans. Where there is an existing system involved, th e Contractor shall reuse, take ownership, immediately remove, or stockpile materials from the project site, as indicated in the plans or contract documents. Stockpiled materials shall be safely stored at a specified location. Stockpile locations shall be determined and approved by the Engineer. Any existing materials or items not addressed for payment under pay items for Removal of Obstructions or Removal of Existing Traffic Signal Equipment shall be considered incidental and their reuse or removal cost included in other respective contract prices bid. All installations shall be carried out in strict conformity with all requirements stated or implied on the plans and in the specifications. Upon completion the signal installation shall present a neat and finished appearance. A ll work and materials shall be subject to inspection at all times. The locations shown on plans, unless otherwise noted, are approximated and based on the best available information at the time of design. Slight alterations or relocation of items may be required based on site conditions or as directed by the Engineer.

631.02 Materials.

Section 631 Section 631

631.02.1 General . All provided materials shall be of high quality and quality

workmanship. All materials shall be new, unused, and in strict accordance with the specifications and contract documents. All units of any one item used, shall be of the same make and model. Any reference to a specific manufacturer’s produ ct is intended to indicate the quality of acceptable materials. Any such reference is in no way restrictive of any product that meets requirements of the appli cable specifications, plans, and contract documents. The Contractor may propose the alternate use of other manufacturer's materials on a basis of equality for the purpose intended as long as these proposed alternate materials are fully compliant with the contract documents, plans, and specifications. The allowance of any alternate materials will be subject to approval by the Engineer.

631.02.2 Equipment List and Engineering Data . The Contractor shall submit to the

Engineer five (5) printed copies and an elect ronic copy of the list of materials which the Contractor proposes to install. The list shall identify the manufacturer and contain the quantity, model, and identifying descriptions of each item. Adequate engineering data, essential shop drawings, and schematic diagrams shall be provided for review. This list and accompanying engineer data and supplement al drawings will hereby be referred to as the “submittal.” The submittal shall be delivered within thir ty (30) days of contract execution. The Engineer shall report findings to the Contractor within fifteen (15) days of submittal receipt. If additional information is requested by the Engineer, the C ontractor shall provide the additional information within seven (7) days of the request. The Engineer shall report findings concerning the additional information to the Contractor within fifteen (15) days. If during the review process, the Engineer requires the Contractor to submit product samples, the product samples shall remain the property of the Contractor only if requested in writing at the time of submission. At th e completion of review , the article will be returned to the Contractor without cost to th e State. A product sample request shall be considered as a request for additional information. The Engineer will notify the Contractor in wr iting of the submittal review findings. Any approval given will be an indication that the Engineer has considered that the materials or products, if manufactured and furnished in accordance with the data submitted, could be certified by the manufacturer in accordance with the provisions and requirements of Subsection 106.04, and any approval given shall be subject to such subsection and other applicable provisions of the contract.

631.02.3 Regulations and Code . All work and materials shall be performed in strict

accordance with applicable requirements of Lo cal Codes, ASTM, ICEA, IMSA, ITE, NEC, NEMA, UL and the local electric utility. Abbreviations are contained in Subsection 101.01. When terms are not clearly defined herein, their meaning shall be understood to be that defined or used by the industry or tr ade. Clarifications s hould be made in writing to the Engineer prior to the work being performed. After January 1, 2018, the Contractor shall ha ve at least one certified IMSA Traffic Signal Construction Technician Level II employee overseeing the construction of all traffic signal work. Section 631 Section 631

631.02.4 Operations . The Contractor shall furnish all labor, tools, equipment, means to

power equipment, barriers, and related items required or necessary to perform the work under the contract in an expeditious, careful, and safe manner. The Contractor shall conduct the work at all ti mes in such a manner as to ensure the least possible inconvenience to traveling public, and to property owners on the streets, alleys, and other public places where th e construction will take place. If underground utilities are in place or are encountered during excavation or other operations, all necessary protection from injury and damage thereof shall be provided by the Contractor. In order to facilitate such pr otection, it shall be the responsibility of the Contractor to solicit the assistance and coopera tion of the owners of any utility or structure that may be in conflict with any of the Cont ractor's operations, and the Contractor shall fully cooperate with such u tility in accordance with the prov isions and requirements of Subsection 107.18. The Contractor shall save the Department harmless from any additional cost incurred because of injury or damage by Contractor operations to any utility or structure. The repairs of any utility must be satisfactory to the owners, and insofar as intended function, physical condition and presence of the repaired utility shall be satisfactory to the Engineer. Unless otherwise specified in the contract, fo r any traffic signal system where an existing system is used to provide control of the movement of the traffic, the following shall be applicable:

631.02.5 Electri cal Service. It shall be the Contractor's responsibility to make the

necessary arrangements with the local power company to provide the power supply assembly for any new installation. The Contractor shall pay for, at no cost to the Department, all deposits, hook-up charges, or other service fees required by the power company for the establishment of new service. The Contractor shall be responsible for payment of the monthly service bill during the life of the project. The cost of all such fees shall be considered incidental and absorbed within existing pay items. The Department or the local agency will be responsible for payment of the monthly service bill for the new power service installation after Project Acceptance. When electric power service exists and is used for the operation of an existing system, the monthly service fees shall continue to be paid by the Department or the local agency. If the existing power service is intended for use with a new signal system, then any service charge fees shall be the responsibility of the Contractor. Similarly, if an existing power service is to be disconnected any service charge fees shall be the responsibility of the Contractor. The cost of all such fees shall be considered incidental and absorbed within existing pay items.

631.03 Construction Requirements.

631.03.1 General . The installation of the various types of equipment shall be carried out

in compliance with the requirements stated in the sections herein covering the individual components required to complete the traffic signal system and in conformity with the details shown on the plans. Upon completion of the work, all equipment shall present a neat and workmanlike finished appearance. Upon completion of the work and before final payment is made, the Contractor shall re move all excess materials from excavation, reshape disturbed portions of the highway, replace grass or sod in-kind, and leave the project site in a neat and sightly condition.

631.03.2 Electrical Service Equipment. The power supply assembly shall consist of all

equipment mounted on a service pole or pedestal as shown on the plans and as required by the service provider. The configuration and installation of the equipment mounted on the assembly shall meet the safety requirements and approval of the utility company or municipality furnishing power for operation. Service poles shall consist of wood poles w ith required pole line hardware, conduit, ground Section 631 Section 631 rods, guy wires and anchors and all other accessories and appurtenances mounted on the pole, except those items furnished by the utility company or municipality, or as specified separately in the co ntract or plans. Main disconnect switches shall be separately housed on the power supply assembly. Circuit breaker cabinets and meters shall not be installe d on the street or walk side of the pole or pedestal. Electrical service equipment shall meet the requirements of Subsection 722.13.

631.03.3 Performance Tests . The Contractor shall provide certified documentation of

the results of the following performance tests to the Engineer at the Engineer’s request. All testing required must be performed with a Department representative present. The Engineer and/or the Engineer’s representativ e reserve the right to attend and observe all tests.

631.03.3 1--Circuit Continuity and Short Circuit . All circuits shall be tested to

determine that they are continuous and free from short circuits, cross-circuits, or any other improper connection. No continuity shall exist between any conductor and another conductor including ground.

631.03.3 2--Freedom from Unspecified Grounds . All circuits shall be tested to

determine whether they are free from undesirable grounds.

631.03.3 3--Resistance to Ground . All non-grounded conductors shall be tested with a

1000-volt DC megohmmeter. The insulation resistance measured to ground shall be a minimum of ten (10) megohms for each conductor terminating at the signal controller cabinet. Loop detector wires tests shall be performed only after the installation of roadway loop sealant.

631.03.3 4--Ground Resistance . The resistance to ground shall be tested to the standards

set forth in Subsection 722.09.

631.03.4 Satisfactory Performance Period . Contractor shall develop a turn-on

procedure, compliant turn-on plan, and receive the Engineer’s acceptance of that plan prior to the signal installation being placed in operation. Final acceptance will not be made until each traffic signal installation has operated satisfactorily for at least 30 consecutive days under actual traffic conditions. During each 30-day performance period, if failure should occur in any system component, the cause of the failure shall be determined and reported to the Engineer. Upon acceptance of the caus e of failure by the Engineer, the necessary replacement(s) and repairs shall be made and all failed components presented to the Engineer for inspection. Upon successful repair , the system shall be operated satisfactorily for an additional 30 consecutive days. Contract time shall not be stopped due to the re- start of the satisfactory performance period(s). Time to perform the satisfactory performance period has been included in the Contract Time. When the Contractor has satisfactorily completed all items of work on the project including the satisfactory performance period, the Engi neer will make a final inspection of the completed work in accordance with Subsection 105.20. At the request of the Engineer, the Contractor shall be present at the time of final inspection. If all items of work are found to be satisfactory, the Executive Director will release the Cont ractor from maintenance. Section 631 Section 631 Project acceptance shall not occur prior to this final inspection and the burn-in period has been completed. Final acceptance is also subject to the guaran ty and warranty provisions of Section 100, Subsection 631.02.4, and other provisions of the contract.

631.03.5 Training . Training requirements, if any, shall be listed and described under the

specific section of the specifications to which th ey apply. The Contractor shall refer to the contract documents and plans for alternate or additional training re quirements when none are listed in the specifications. SECTION 632 - TRAFFIC SIGNAL CABINET ASSEMBLIES

632.01 Description . This work consists of furnishing, assembling, configuring and

installing all component materials and software required to form completed traffic signal controller assemblies, closed loop master controller assemblies and signal system installation of the types specified, in conformity with these specifications, to ensure fully operational traffic signal installations as shown on the plans.

632.02 Materials .

632.02.1 Cabinet Assembly. Cabinet Assemblies shall meet the NEMA 3R requirements

and be constructed principally of 0.125-inch thick, 5052-H32 aluminum. The aluminum shall have a mill finish per NEMA TS-2 7.7.3. Intermittent welds may be used for construction and any un-welded cabinet seams sh all be sealed with clear RTV silicone. All external fasteners shall be stainless steel and no holes will be allowed in top of cabinet. The door handles shall be stainless steel or cast aluminum. Door hinges shall be of the continuous type with a stainless steel hinge pin. Rivets are not be used to attach the hinge. The main door stop rod shall be constructed us ing stainless steel. The door stop mechanism shall be adjustable and capable of being securely latched in multiple opened positions including 90 degrees and a maximum of 120 degrees. The brackets attaching the stop rod to the door and cabinet shall be aluminum an d welded in place. Th e main door cylinder lock shall be a #2 key type lock. Two (2) traffic industry standard No. 2 keys shall be provided with each cabinet and shall be made using heavy duty key blanks. An access door which allows access to the back side of th e terminal facility sha ll be provided unless a pole mounted cabinet is required. Extruded aluminum channels permanently attached to the right and left cabinet sides shall be provided for attaching adjustable shelving and mounting of other component panels. The cabinet shall have two (2) shelves installed. Both shelves shall be provided with the front edge pre-drilled with 0.25-inch holes located twelve (12) inches apart. When base mounted, a 2-chamber cabinet with a traffic signal controller and an Uninterruptible Power Supply (UPS) system will be specified in the plans. The signal controller side of the dual chambered cabinet shall be provided with a rear access door to the terminal facility unless otherwise stated in the plans or contract documents.

632.02.2 Physical Features.

Section 632 Section 632

632.02.2 1--Pull Out Drawer. A pull out drawer shall be installed and centered under the

bottom shelf. The drawer shall be made of 0.080-inch thick, 5052-H32 aluminum and come out on full extension drawer slides. The pull out drawer shall provide an approximate 16-inch x 14-inch working area and have the ability to bear a constant 25 pound burden. There shall be a compartment for document storag e. The lid shall be hinged at the rear, to gain access to the storage area. The drawer will be used to store documents as well as support a notebook computer. The drawer slid es shall be of the full extension ball bearing type. Dimensions of the drawer shall be large enough to support a notebook computer and a drawer of sufficient size to hold at least two (2) copies of the cabinet drawings and other related cabinet documentation. The surface of the lid shall have a non-slip surface.

632.02.2 2--Cabinet Lighting. Cabinets shall be provided with a minimum of two (2)

white light LED modules. One (1) lighting module shall be installed along the front top section of the cabinet and the second lighting module shall be installed underneath the bottom cabinet shelf in such a location as to pr ovide direct lighting of the load bay area of the cabinet but must not interfere with the cabinet drawer operation. Both LED lighting modules shall be controlled by a NEMA rated, commercial quality, pushbutton door switch. The cabinet lighting shall turn on when the cabinet main door is opened and shall turn off when the main door is closed or an ON/OFF NEMA rated, commercial quality, toggle switch mounted on the inside cabinet door service panel shall be provided to turn both LED lighting modules on or off.

632.02.2 3--Police Panel Switches . Police panel switches sha ll be provided with all

controller cabinets. All switches shall be ha rd wired and labeled as to their function. NORMAL-FLASH: When this switch is in the FLASH position, all signal indications shall transfer to the flashing mode. AC power shall be removed from the load switches when the signal indications transfer to the flashing mode. The controller unit shall operate in accordance with appropriate speci fications during the flashing mode. When the switch is placed in the NORMAL position, transfer from the flash mode to normal operation shall be made in accordance with uniform code flash requirements. SIGNAL ON-OFF: AC power shall be removed from the signal heads and the intersection will become dark when this switch is in the OFF position. MANUAL CONTROL ON-OFF: When this switc h is in the ON position, a logic ground shall be applied to the manual control enable input of the controller unit. INTERVAL ADVANCE INPUT JACK: A manual jack shall be installed on the police panel. The jack shall inter-mate with a 3-circ uit, ¼-inch diameter phone plug. The tip and ring (middle) circuits of the jack shall be connected to the logic ground and the interval advance inputs of the controller unit. When the manual hand cord is plugged into the jack and the pushbutton is pressed, logic ground shall be connected to the interval advance input of the controller unit. When specified in the contract documents , a manual pushbutton with cord shall be provided. The cord shall have a minimum length of three (3) feet. It shall have a ¼-inch diameter, three circuit plug connected to one end and a manual pushbutton enclosed in a Section 632 Section 632 hand held enclosure at the other end. A co mplete cycle (push-release) of the manual pushbutton shall terminate the controller unit interval which is active except the vehicular yellow and red clearance intervals. Cyclin g the push-button during the vehicular yellow or all red clearance intervals shall not terminate the timing of those intervals.

632.02.2 4--Service Panel Switches. Service panel switches shall be hard wired and

clearly labeled to identify as to their functions. Service panel switches shall be mounted on the service panel located on the inside of the main cabinet door. Alternate switch locations may be described in the plans or contract documents but final switch design and location shall be approved by the Engineer prior to cabinet fabrication. NORMAL-FLASH: When this switch is in the FLASH position, all signal indications shall transfer to the flashing mode. AC power shall be removed from the load switches when the signal indications transfer to the flashing mode. The controller unit shall operate in accordance with appropriate speci fications during the flashing mode. When the switch is placed in the NORMAL position tran sfer from the flash mode to normal operation shall be made in accordance with uniform code flash requirements. CONTROLLER ON-OFF: When this switch is in the OFF position, AC power shall be removed from the controller. When this switch is returned to the ON position, the controller unit shall perform normal start up functions and resume normal operation in accordance with the app licable specification. STOP TIME-RUN-NORMAL: A 3-position manual switch shall be provided which places the controller into Stop Time mode manually or through remote input. VEHICLE DETECTORS: A 3-po sition switch shall be prov ided for each vehicle and pedestrian detector circuit. All switches shall be located on a panel mounted on the inside of the main cabinet door. The switch panel shall be labeled CALL SWITCH. Labeling of phase number and intended function (vehicles or pedestrian calls) shall be provided for each switch. The vehicle detector switch functions are defined as follows: Locked Call Call is continually placed into the controller unit. Off (center) Vehicle detector is co nnected to the controller unit vehicle detector input, i.e. normal detector operation. Momentary Call Call is continuous as long as the switch is manually held in this position.

632.02.2 5--Police and Service Panel Locations. The police and service panels shall be

constructed of 5052-H32 0.125-inch thick aluminum. The police panel shall be located behind the police door which is enclosed within the main door. The police door shall be hinged and provided with a neoprene gasket seal. Access to any portion or equipment contained behind the main cabinet door shall not be accessible through any part of the police panel. The police panel shall be of appropriate dimensions to accommodate all switch or devices describe d within this specification, the plans or Section 632 Section 632 contract documents. The police door shall be provided with a treasury #2 key type lock and two (2) keys for the police door lock shall be provided with each cabinet. The service panel shall be mounted on the inside portion of the main cabinet door, adjacent to the back side of the police panel or on the left hand side of the cabinet.

632.02.2 6--Cabinet Ventilation. Cabinets shall be vented to allow dissipation of the heat

generated by the equipment contained within. All cabinets shall have a thermostatically controlled exhaust fan located at the top of the cabinet that is capable of 100 cubic feet per minute air displacement. The thermostat shall be mounted on the inside top of the cabinet and shall have a nominal temperature range from 80°F to 170°F. The intake vent shall be louvered or equivalent design to prevent rain infiltration. The vent area will be located along the bottom portion of the cabinet door. A 16-inch x 12-inch x 1-inch disposable pleated air filter shall be provided on the inside portion of the cabinet and shall fully cover the vent area.

632.02.2 7--Air Filter Assembly. Air filters shall be one piece and shall be held firmly in

place against the cabinet door in order to preven t dust from bypassing the perimeter of the filter and shall fully cover the vent area. Wi ng nuts or thumbscrew s are preferred. Air filter shall be a 16-inch x 12-inch x 1-inch disposable pleated filter.

632.02.2 8--Cabinet Sizes.

632.02.2 8.1--Type I Cabinet. A Type I cabinet, 51”H x 30”W x 18”D, may be used for

both pole and base mounted cabinets that require a maximum eight (8) position load bay.

632.02.2 8.2–-Type II Cabinet. A Type II cabinet, 51”H x 30”W x 18”D, may be used

for both pole and base mounted cabinets that require a maximum twelve (12) position load bay.

632.02.2 8.3--Type III Cabinet. A Type III cabinet, 56”H x 44”W x 27”D, shall be used

for base mount installations and shall require a sixteen (16) position load bay.

632.02.2 8.4--Type IV Cabinet. A Type IV dual chamber cabinet, 56”H x 57”W x 29”D,

shall be used for base mount installations and shall require a sixteen (16) position load bay.

632.02.2 8.5--Type V Cabinet. A Type V cabinet, 77”H x 44”W x 27”D, shall be used

for base mount installations and shall require a sixteen (16) position load bay.

632.02.3 Power Distribution Panel. The power panel shall be wired to provide the

necessary power to all equipment. It shall be manufactured from 0.125-inch thick, 5052- H32 aluminum. The power panel shall house the following components: Main Breaker, Auxiliary Breakers, and Terminal Block. The panel shall be of such design so as to allow a technician to easily access the main and auxiliary breakers. A 3-position terminal block with a remova ble insulated cover accepting up to AWG #4 stranded wire shall be supplied for accepting only the incoming power lines. This terminal block shall be in advance of and supply only the 15-amp main breaker, 10-amp and 5-amp Auxiliary breakers, AC neutral buss and earth ground buss. Section 632 Section 632

632.02.3 1--Ground and Neutral Busbars. Cabinet grounding shall meet the

requirements set forth in Subsection 722.09 for grounding and ground rods. A solid copper ground busbar shall be mounted on the side of the cabinet wall adjacent to the power panel for the connection of chassis ground wires. If more than one (1) ground busbar is used in a cabinet, a minimum of a AWG #6 copper wire shall be used to bond them. The copper ground busbar shall have a minimum of thirteen (13) connector points, each capable of securing at leas t one (1) AWG #6 conductor. A solid copper neutral busbar shall be mounted on the side of the cabinet wall adjacent to the power panel for the connection of AC neutral wires. The copper neutral busbar shall have a mini mum of thirteen (13) connector points, each capable of securing at leas t one (1) AWG #6 conductor.

632.02.3 2--Terminal Strips. Conductors shall be terminated on terminal strips with

insulated terminal lugs. When two (2) or more conductors are terminated on field wiring terminal strip screws, a terminal ring lug shall be used for termination of those conductors. The voltage and current rating of terminal strips shall be greater than the voltage and current rating of the wire which is terminated on the terminal strip.

632.02.3 3--Cabinet Receptacles. A 3-wire 115 Volt AC (15A) Ground Fault Circuit

Interrupt (GFCI) duplex receptacle shall be provided in the cabinet for maintenance use. It shall be securely mounted near the bottom right side of the cabinet and easily accessible. Two (2) 3-wire 115 Volt AC (15A) non-GFCI protected outlets shall be installed, one on each side of the cabinet. These two (2) ou tlets are used for communication or other auxiliary equipment.

632.02.3 4--Operati ng Line Voltage. All equipment shall be designed to operate from a

120 volt, 60 cycle AC supply. Operation shall be satisfactory at voltages from 105 volts to 130 volts. All operating voltages into and out of the controller shall be NEMA level DC voltages except for the controller AC power source (Connector A, Pin p – AC-Control and Pin U – AC Common).

632.02.3 5--Circuit Breakers . Circuit breakers shall meet the requirements set forth in

Subsection 722.07. A 15-amp main breaker, with a minimum of 10,000 amp interrupting capacity, shall be provided for all cabinets to supply power to the controller, MMU, signals, and rack power supply. Two (2) auxiliary breake rs shall be provided. The first breaker, 10-amp, shall supply power to the fan, light, GFCI utility receptacle and two (2) auxiliary standard receptacles. The second breaker, 5-amp, shall be installed to supply power for the Controller Unit and MMU2. The above circuit breakers line side sh all be jumpered together and will be fed from an external main circuit.

632.02.3 6--Main Line Arrestors. Surge protection shall be provided that meets the

requirements set forth in Subsection 722.12. A main line arrestor shall be provided to reduce the effects of voltage transients on the AC power line. It shall be installed after the circuit breaker. The main line arrestor shall be sufficient to protect all equipment and devices as per the plans and the following minimum specifications. Section 632 Section 632  Multi-stage Hybrid Design  Series induction filtering  Thermally protected Metal Oxide Varistors (TMOV’s)  Operating Voltage: 120 VAC  Clamping Voltage: 395 VAC  Operating Current: 15 A  Peak Surge Current: 50 kA/Mode, 100 kA/Phase  Operating Frequency: 47-63Hz  EMI Attenuation: 40 dB Typ  SPD Technology: TMOV’s w/ W-C Filter  Modes of Protection: L-N, L-G, N-G  Status Indication: Power On & TMOV’s Functional  Connection Type: ¼-20 Stainless Steel Stud  Operating Temperature: -40°F to +185°F

632.02.3 7--Solid State Main Line Relay (SSR). A normally-open, 75-amp, hybrid SSR

shall be provided on the power distribution panel. The relay shall include a LED indicator to verify circuit power.

632.02.4 Terminal Facilities Board. The Terminal Facility shall be a hardwired load

bay for NEMA TS2 Type 1 actuated controllers. The load bay shall include either eight (8), twelve (12) or sixteen (16) load switch positions, as specified by the plans, and shall be centered along the back of th e cabinet below th e bottom shelf. All wires terminated behind the backboard, as well as any additional panels, shall be soldered. No pressure or solderless connectors shall be used , unless they are soldered to the wire and tab after connection.

632.02.4 1--Load Switches and Flashers. Solid State Load Switches, compatible with

low wattage LED signals, shall be provided for the sequence called for on the plans. The load switch sockets shall be wired for trip le-signal load switches conforming to NEMA TS1-1994 and NEMA TS2-2003 requirements. The flasher socket shall be wired for and provid ed with a Type 3, two (2) circuit Solid State Flasher conforming to NEMA TS1-1994 and NEMA TS2-2003 requirements. It shall be possible to flash either the amber or red indication on any load switch outputs. It shall be possible to easily change the flash indication from the front side of the panel using readily available tools such as a screwdriver. A nom inal flash rate of 50 to 60 FPM shall be provided. Flash rate shall be stable when used with generators or inverters. Support(s) shall be provided to support the Flasher and Load Switches at some point approximately half of the total length from the panel surface. Sufficient area beneath the Load Switch or Flasher shall be clear in order to allow for free flow of air across the Load Switches or Flasher. Load Switches and Flashers must be provided with LED indicator lights on the side facing the cabinet door.

632.02.4 2--Flash Transfer Relay. All flash transf er relays, as a minimum, shall meet

NEMA TS1 requirements. The number of rela ys that shall be supp lied with each cabinet Section 632 Section 632 shall accommodate the number of signal phases as indicated in the project plans. The coil of the flash transfer relay must be de-energized for flash operation.

632.02.5 Cabinet Wiring. Controller cabinets shall be wired in accordance with the

signal phasing plans. If phases are indicated as omitted for future use, or if phases are not shown to be used in the plans, the cabinet shall be wired for use of the phases shown as future or unused. Load Switches shall not be provided for future or unused phases. Wiring in the cabinets shall conform to the requirements of the National Electrical Code (NEC) and all of these specifications. All c onductors in the cabinet shall be stranded copper. All wiring shall be laced. All wiring shall be in accordance as specified by Section 636 and Subsection 722.03 for Electric Cable and IMSA Specification 19 and/or 20 for Signal Wiring. Connector harnesses for controller, conflict monitor, vehicle detectors, and accessory equipment (including NEMA defined Card Rack with power supply and pre-wired optical detection slots) shall be provided and wired into the cabinet circuitry. Connecting cables for controller and conflict monitor harnesses shall be sleeved in a braided mesh. All wires shall be securely terminated on terminal stri ps. The lay of the interconnect cable between the components must be such that when the door is closed , it does not press against the cables or force the cables against the various components inside the cabinets. All communication wiring shall be bundled and routed independently of all other wiring. All live conductors shall be covered with suitable insulating material. All equipment grounds shall run directly and independently to the grounding bus. All wires shall be cut and terminated as cl ose as possible to the proper length before assembly. Consideration of equipment location adjustments must be made when determining appropriate wire lengths. Excessive lengths of wire or cable shall not be allowed. All line voltage conductors used in controller cabinet shall conform to the following color code: AC Neutral: White AC Hot: Black Safety Ground: Green

632.02.5 1--Signal Termina l Arrestor Grounding Bar. A field terminal arrestor

grounding bar shall be provided along the back portion of the cabinet for the installation of signal arrestors. This bar shall be attached using a AWG #10 stranded copper to the earth ground circuitry.

632.02.5 2--Signal Terminal Arrestors. The field terminal arrestor shall be a three (3)

circuit protective device in tended for use on traffi c control load relay outputs. The arrestor shall be furnished with three (3) leads and a grounding stud which will be used to attach the arrestor to the grounding bar. The fiel d terminal arrestor shall meet the following minimum specifications:  Operating Voltage: 120 VAC  Clamping Voltage: 475 VAC  Peak Surge Current: 10 kA  Operating Frequency: 47 – 63 Hz Section 632 Section 632  SPD Technology: MOV’s  Connection Type: Wire Leads  Lead Wire: 14 AWG 12” Length  Ground Stud: 10 x 32 5/8” Length  Operating Temperature: -40°F to +185°F

632.02.6 Accessory Components.

632.02.6 1--Traffic Actuated Controller Unit. The fully actuated controller unit shall, at

a minimum, meet the requirements of both NEMA TS1 – 1989 and NEMA TS2 -2003 requirements for actuated controller units. The controller shall be of the TS2 Type 2 configuration. The controller shall be provided with the multiple communication interface devices or properties as defined below.  10 Base-T Ethernet with front panel RJ-45 connector  IEEE defined MAC address  EIA-232 port  Serial Fiber options for both single and multi-mode (optional as per plans)  FSK 1200 bps modem (optional as per plans)  D connector with 37 pin configuration for TS1 compatibility  USB port for signal controller database upload/download to the controller flash  Controller  NTCIP Compliant The controller unit must have an alphanumeric backlit LCD display with a minimum of eight (8) lines at 40 characters per line. The controller must be air-cooled with sufficient ventilation openings and capable of operating between -30°F and 165°F. The controller unit must be provided with a time-of-day clock, automatic daylight savings time adjustment and a power supply for maintaining SRAM during a power outage. The controller unit shall be capable of being used in a Closed-Loop System and must be capable of operating in the role of master controller in a Closed Loop System. The controller unit firmware shall be fully compatible with the Department’s existing Traffic Signal Management Software. The Contractor shall ensure all controller firmware versions are compatible with the existing Traffic Signal Management Soft ware that the Regional Department staff currently utilizes prior to submitting the controller for approval. The Contractor shall notify the Department if any special controller configuration or firmware is needed prior to submitting the controller for approval based on project requirements. Where Flashing Yellow Arrow (FYA) operations are being used, all traffic signal controller firmware shall be capable of delaying the onset of the flashing yellow arrow. All operator entered data shall be stored and backed up on to a flash memory device provided with the controller unit at no cost. This flash memory device shall require no battery to support value storage. No internal components of circuitry shall require battery support. The database shall be able to be ba cked up to a USB driv e via the USB drive on the controller. Traffic Actuated Controllers shall be of the Type shown on the plans. Type 1 Controllers shall have a Linux based processor and a minimum of one (1) USB port. Type 2 Controllers shall have the same features as Type 1 Controllers with the addition of an ATC backplane Section 632 Section 632 and a minimum of three (3) additional USB ports. Type 3 Controllers shall have all features of the Type 2 Controller with the addition of the ATC module. Actuated controllers should have Master controller capability and shall be designated with ‘M’. 632.02.6.2--Closed Loop Master Controller Unit. When called for in the plans, this work also consists of furnishing, installing and configuring the equipment, software and accessories necessary to connect one (1) traf fic Closed-Loop Master Controller to its corresponding central or portable PC-based Traffic Computer Facility Control System via a communications connection. The communicati ons or network connection device will be either existing or provided by the Contractor.

632.02.6 2.1--General. The Master shall monitor intersections in the system, display

status and operational state and provide traffic flow data from intersection vehicle detectors. The Master shall include all communications equipment and software necessary to provide reporting to a remote terminal as well as upload/download of all local intersection data and provide timing synchronization. Communications to local controllers from the Master and from the Master to the central-office computer facility shall be by FSK, 900 MHz Radio, Broadband Radio, Serial Fiber, Ethernet, Fiber, Cell Modem or Leased Line, as indicated in the plans. Th e Master shall be able to run on the same controller simultaneously operating the intersecti on, with the local signal control software, on any given controller unit.

632.02.6 2.2--System Configuration. The system architecture shall be designed to

minimize the effect of equipment failures on system operation and performance. The system consists of four (4) principal elements:  Local System Intersection Controllers  Communication (Telemetry Links)  On-Street Master(s)  Central-Office Computer Software

632.02.6 2.3--Local Syst em Intersection Controller. The local system intersection

controllers connected to the Master controller unit shall be capable of controlling a fully actuated two (2) to sixteen (16) phase inte rsection and shall meet or exceed NEMA TS1- 1989 and TS2-2003 standards for fully actuated traffic control units. The local controller shall have internal communication capability with direct access to the data memory. The local system controller shall be capable of processing controller and detector data and provide all necessary intersection control functions. The local system intersection controller shall meet the requirements of the Traffic Actuated Controller Unit.

632.02.6 2.4--Communications (Telemetry) Links. The communications links for the

“Closed-Loop” System shall perform the following functions:  Provide the medium (radio/fiber/hardwire/etc.) for two-way communications between the On-Street Master and the local intersection controllers.  Provide the medium for two-way communi cation between the On-Street Master and the central-office computer facility.  Error checking shall be incl uded in both mediums to assure transmission and reception of valid data. Section 632 Section 632

632.02.6 2.5--On-Street Master. The On-Street Master may be located at an intersection

and connected via the communication network to at least 32 local intersection controllers. The Master shall be capable of implementing Traffic Responsive Control, Time Base Control, Manual Control or Remote Control modes of operation. Analysis of sampling sensor data from at least 64 system detectors and corresponding selection of the best Traffic Responsive timing pattern shall be provided by the On-Street Master during the Traffic Responsive mode of operation. Automatic and continuous monitoring of system activity shall be provided by the On-Street Master to include both Master and intersection alarm conditions. System parameter entry shall be provided via the On-Street Master including all Master and local intersection assignment and group para meters. Master parameters shall include:  System coordination setup and pattern data entry by group  System time base event scheduler  System traffic responsive computational and pattern selection setup by group  Intersection system group and detector assignments The On-Street Master shall provide comprehensive system report generation including, as a minimum: system, intersection, detector and failure status and history reports in addition to system performance reporting. A RS-232C interface shall be provided on the On-Street Master to allow for printing of reports or for interconnecting to a remote central site. To enhance overall system operation and increase system management flexibility, the On-Street Master shall also support two-way dial-up communications to a central office computer for control, monitoring, data collection and for timing pattern updating purposes, all from a remote central office location. Continuous, seven (7) days/week - 24 hours/day, system monitoring shall be enhanced by the On-Street Master's capability to automatically dial-up the central office computer upon detec tion of user defined critical alarm conditions.

632.02.6 2.6--System Functional Requirements.

632.02.6 2.6.1--Operator Interface. In order to provide ease in programming and

operation, the system shall provide a simplified user-friendly menu format at each local, master and central office facility. No special programming skills shall be required for the user to fully access and operate this control and monitoring system at any level. All programming, both of the local intersection controllers and the On-Street Master(s) shall be via a front panel keyboard and display, driven by English Language menus. All data change entries will be automatically verified against established ranges prior to acceptance to prevent programming data errors. Data access shall be controlled by user-definable access controls.

632.02.6 2.6.2--System Traffic Control. The system shall have the capability of

controlling a minimum of sixteen (16) vehicle phases and eight (8) pedestrian phases. The Section 632 Section 632 system shall have the capability of implementing a minimum of four (4) timing rings, fifteen (15) alternate sequence s, and sixteen (16) offsets. The system shall provide the capability of selecting any of the following operational modes on a group basis:  Traffic Responsive  Time Base (Time-of-Day/Day-of-Week)  Remote (External Command)  Manual (Operator Entry) The system shall be capable of implementing system FLASH and system FREE operation. The system shall have the capability to command, on/off based on time, up to eight (8) independent special functions.

632.02.6 2.6.3--Detectors. The system shall have the capability of accepting and

processing data from at least 632 system detectors for Traffic Responsive program selection.

632.02.6 2.6.4--Pattern Selection. In addition to providing Manual and Remote program

selection capability, the Master shall provide for Traffic Responsive and Time Base modes of operation for timing pattern selection.

632.02.6 2.6.4.1--Traffic Responsive Mode. Traffic plan selection in the Traffic

Responsive mode shall be user-enabled and supplied with the controller, per the plans and specifications. The pattern selection shall be based on sampling detector volume and occupancy analysis by the On-Street Master.

632.02.6 2.6.4.2--Time Base Mode. The system shall provide the capability of

implementing time-of-day, day- of-week and week-of-year cont rol for each of the two (2) groups using an internal time clock referenc ed to the 60-Hz AC power line frequency for its time base. The Time Base mode shall contain automatic adjustment for leap year and daylight savings time changes. The system Time Base mode shall provide, as a minimum, 100 events each capable of requesting any of the 48 traffic control patterns along with Traffic Responsive override enable or auxiliary events consisting of enable/disable any of up to four (4) system-wide special functions and setting sample and log interval time periods.

632.02.6 2.6.5--System Control Priority. The system coordination control (program-in-

effect) for each group shall be selected on a pr iority basis. The priority from highest to lowest shall be as follows:  Manual Control Entry  External Control (Remote Command)  Time Base Control (Time-of-Day/Day-of-W eek) (Traffic Responsive control will prevail whenever Traffic Responsive Ove rride Enable is active and the selected cycle length is greater than that being commanded by Time Base)  Traffic Responsive Control Section 632 Section 632

632.02.6 2.6.6--Measures of Effectiveness. The system shall have the capability to report

selected Measures of Effectiveness (MOE's) on an intersection basis. MOE calculations shall be made on all phases by the local syst em intersection controller and as a minimum shall include measures such as: volume, number of stops, delays and green utilization. These measures shall be calculated on the ba sis of the active timing plan. Alternate ways of reporting MOE'S may be approved on a case-by-case review. 632.02.6.2.6.7--Uploading and Downloading. The system shall provide, for any selected local system intersection controller, the capability of uploading and downloading any or all, new or modified local intersection parame ters from the central-office computer and the Department Central Traffic Signal Management Software, and shall include, as a minimum, all: Phase Timing and Unit Da ta; Coordination Data, Time Base Data; Preemption Data, System Communication Parameters, System Traffic Responsive Data, and any other System Data residing at the inte rsection such as Detector Diagnostic Values, Report Parameters and Speed Parameters. During either uploading or downloading operations, normal traffic control operations shall not be suspended. All data shall be conti nually accessible and may be displayed at the On- Street Master or the central office computer.

632.02.6 2.6.8--System Monitoring and Diagnostics. The system shall automatically and

continually monitor system activity and log/report occurrences of Master and intersection alarm conditions. All alarm condition events shall include at the intersection, (Master and central-office computer) an alpha-numeric descri ption of the event as well as the time and date of occurrence. As a minimum, monitored master alarms conditions shall include:  Insufficient or Improper Data  Failed Computational Channels  Failed System Detectors  Intersection Communication Failure  Failed Controllers  Minimum of six (6) special user defined alarms for user application flexibility  Monitored intersection alarms conditions shall include as a minimum:  Cycle Faults and Failures  Coordination Failures  Voltage Monitor  Conflict, Local and Remote Flash Conditions  Preempt  Local Free  Minimum of six (6) special user define d alarms for additional user flexibility. When the Master detects a critical alarm condition, as defined by the user, it shall automatically dial-up the central office computer and report the condition. On a BUSY or NO ANSWER, the system may be programmed , at user option, to alert a secondary computer. The system shall also automatically and continually monitor, verify and attempt to correct Sync Pulse, Time Base Clock and Pattern-In-Effect. Section 632 Section 632 The system shall provide capabilities to perform diagnostics on system and local detectors, communications and intersection operations. When a fault has been detected, an indication shall be provided. It shall be possible to isolate the fault to the failed unit from controls and indicators available on the Master unit. Auxiliary equipment such as a data terminal or CRT shall not be required to identify the failure.

632.02.6 2.6.9--Real Time Display. The Master shall provid e for any selected local

system intersection controller, real-time status information on its front panel. Real-time intersection status information shall include simultaneous display of: vehicle and pedestrian signal and detector status by phase, overlap signal status and cars waiting count by phase. Real-time controller status information shall include simultaneous display of: two (2) Ring Active timers, On/Next, Call/Recall and Hold/Omit Status by phase, Coordination, Preempt and Stop Time Status. 632.02.6.2.6.10--S ystem Management. The system, without hardware changes but with its ability to directly modify Master and in tersection parameters, shall provide the user system configuration and operational controls of the following functions: add/delete controllers and system detectors, enable Traffic Responsive mode, assign intersections to groups, assign system detectors to computational channels and channels to pattern select routines, and assign special and/or standard detectors as system detectors for use with computational channels or to track activity.

632.02.6 2.6.11--System Logging and Reports. The system shall automatically and

continually process system data and log/report on occurrence of changes in intersection status, system detector status, communications status, controller status and local detector status in addition to system program changes, Traffic Responsive computations, measures of effectiveness and performance.

632.02.6 2.6.12--Security. The On-Street Master shall provide for a user-specified

security code entry before any data may be altered. In order to view any parameter, security code entry shall not be required. Security access shall be automatically rescinded approximately ten (10) minutes after either access was gained or the last parameter change was entered. The Master and local controller shall have the ability via keyboard to disable security code requirements, allowing for perpetual acces s without requiring hardware changes.

632.02.6 2.7--Design Characteristics. The On-Street Master shall be designed to operate

in either an office or field environment and shall be suitably housed in a separate enclosure or in a local intersection cabinet. The Master shall be designed to meet the following electrical and mechan ical requirements:

632.02.6 2.7.1--Programming and Security. Operator programmable data entry shall be

accomplished through panel keyboard(s). The Master shall prevent the alteration of keyboard set variables prior to the user ha ving entered a specific access code through the keyboard. The Master shall maintain user-programmable variables in non-volatile memory with a battery-backed RAM to assure continued efficient system operation.

632.02.6 2.7.2--Test and Repair. To enhance maintenance and trouble-shooting

activities, On-Street Masters shall include reside nt diagnostics as a standard. No extender- cards, special tools or PROMs shall be necessary to fully maintain these components. The Section 632 Section 632 Master unit design shall ensure that all printed circuit boards be readily accessible for maintenance testing purposes. All fuses, connectors and controls shall be accessible from the front of the Master unit. 632.02.6.2.8--Traffic Signal System Software. All Traffic Signal System Software shall be compatible with the latest version of the Department’s existing Master and local controllers and existing Traffic Signal Management Software for the Department region.

632.02.6 2.8.1--Traffic Signal Closed Loop Software. The Traffic Signal Closed-Loop

Software shall provide the ability to manage Master and local controller databases including the uploading and downloading of data parameters. The software shall provide status information and provide reporting capabilities for Master and local controller data, alarms and logs.

632.02.6 2.8.2--Traffic Signal System Workstation Software. The Traffic Signal

System Workstation shall provide the ability to manage Master and local controller databases including the uploading and downloading of data parameters. The software shall provide status information and provide reporting capabilities for Master and local controller data, alarms and logs. The Traffic Signal System Workstation Software shall also be capable of operating as a network-connected user workstation to existing centralized signal systems and their associated databases. When disconnected from the centralized signa l system, the software shall be capable of running as a standalone system similar to th e Closed-Loop Software. Under this mode, the software shall provide management, report and status functions for Master and local controllers. Under Standalone Mode of oper ation the software shall allow for its own database(s) for data management without the need for connecting to a centralized signal system database.

632.02.6 2.9--Services. Technical services shall be provi ded, as required, to assist in

installation and initial setup of the Closed-Loo p Master System and its sub-components. Technical assistance with database migration an d/or setup, as well as the development of graphics (such as master maps and local intersection depictions) and the assignment of associated attributes such as detectors, phasing, signals, etc., shall be provided as required. Additionally, training shall be provided on a basic or advanced target user level, as required.

632.02.6 3--Malfunction Management Unit (MMU2). The Malfunction Management

Unit (MMU2) shall be a shelf-mountable, sixteen (16) channel, solid-state, IP addressable MMU. The MMU2 shall accomplish the detection of, and response to, improper and conflicting signals and improper operating volta ges in a traffic signal controller assembly, including support for four (4) section Flashing Yellow Arrow (FYA) left turn displays. The MMU2 shall be capable of running a minimum of twelve (12) different modes of FYA operation. The MMU2 shall meet or exceed Section 4 requirements of th e NEMA Standards Publication No. TS2-2003 including NEMA TS2 Amendment #4-2012 and provide downward compatibility to NEMA Standards Publication No. TS1-1989: Type 12 Operation, in addition to those specifications set forth in this document. Section 632 Section 632 The MMU shall include a graphics based Liquid Crystal Display (LCD) to view the current monitor status and navigate the unit’s menus. An RJ-45 Ethernet Port shall be provided for communications. A built-in Diagnostic Wizard shall be provided that displays detailed diagnostic information regarding the fault being analyzed. This mode shall provide a concise view of the signal states involved in the fault, pinpoint faulty signal inputs and provide guidance on how the technician should is olate the cause of the malfunc tion. The Diagnostic Wizard shall be automatically invoked when the MMU2 is in the fault mode and the HELP button is pressed. It shall also be automatically invoked when the MMU2 is in the Previous Fail (PF) event log display and the HELP button is pressed. A built-in Setup Mode shall be provided that automatically configures the Dual Indication Enable, Field Check Enable, Red Fail Enable and Minimum Yellow Plus Red Clearance Enable parameters from user input consis ting only of channel assignment and class (vehicle, ped, pp-turn, FYA, etc.) responses. The MMU2 shall be capable of operating in the Type 12 mode with SDLC communications enabled on Port 1. The Channel Status display shall operate in the Type 12 configuration and provide the Field Check function for up to four (4) Pedestrian Walk inputs. In the interest of reliability and repair ability, printed circuit board mounted MS connectors shall not be acceptable. Internal MS harness wire shall be a minimum of nineteen (19) strand AWG 22 wire.

632.02.6 4--NEMA defined Ca rd Rack and Power Supply. A minimum of one (1)

NEMA compliant detector card rack with ten (10) slot positions shall be provided in each cabinet. The detector rack shall be installed on the bottom shelf of the cabinet. The power supplies for the NEMA defined card slots shall be provided as a 175W minimum with four

632.02.6 4.1--Optical Detection Pre-Wired Card Slots. There shall be two (2) additional

slots to the right of the standard NEMA defined slots. The two (2) additional slots shall be fully wired, whether or not emergency vehicle preemption power supply and phase selector modules are included in the project plans, for use with emergency vehicle preemption power supply and phase selector modules. Card Guides shall be provided on the top and bottom of th e card rack for each connector position.

632.02.6 5--In-Cabinet Network.

632.02.6 5.1--Communications Arrestor. The Controller Cabinet network shall consist

of an SDLC connection between the Controller Unit and MMU2. Surge suppression for Section 632 Section 632 this network shall meet the requirements set forth in Subsection 722.12 and the following minimum requirements below:  Operating Voltage: 5 VDC  Clamping Voltage: 8 VDC  Operating Current: 1.5 A  Peak Surge Current: 47 A (10x1000 μs)  Frequency Range: 0 to 20 MHz  Insertion Loss: < 0.1 dB at 20 MHz  SPD Technology: SAD  Connection Type: DB-15  Operating Temperature: -40°F to +185°F

632.02.6 6--System Communications.

632.02.6 6.1--Traffic Signal Ethernet Switch. When specified in the plans or contract

documents, a traffic signal Ethernet switch shall be installed in the cabinet assembly. It shall meet the requirements for the type specified in Section 663. Ethernet patch cables of sufficient length shall be provided for all supplied Ethernet ready cabinet components. The switch and all components shall be connected and configured.

642.02.6 6.2--Fiber Optic Patch Panel. When specified in the plans or contract

documents, fiber optic attenuator patch cords shall be installed in the cabinet assembly as specified in Section 661.

632.02.6 6.3--Wireless Communications. When specified in the plans or contract

documents, wireless communication components shall be installed in the cabinet assembly and shall be as specified in Section 662.

632.02.6 6.4--Serial Port Server or Terminal Server. When specified in the plans or

contract documents, serial port servers shall be installed in the cabinet assembly and shall be as specified in Subsection 663.02.2.

632.02.6 6.5--GPS Clock. This work includes furnishing a Global Positioning System

(GPS) Synchronization clock that can be used to sync the internal clocks in traffic signal controllers when coordination is desired, but communication is not necessary. The GPS Clock System shall provide GPS based time and date synchronization to provide coordination of traffic controllers to a comm on time base. The system shall process GPS Time data using a tamper/vandal resistan t GPS antenna and correct for Time Zone, Daylight Savings Time, Leap Years, and GPS Leap Seconds. The processed time information shall be sent to the traffic controller in the native format for the respective controller. A contact closure synchronization pulse with variable pulse width shall be available for a once per day update. If the GPS antenna is blocked for up to one (1) hour prior to scheduled time of synchronization, the system shall synchronize the traffic controllers with less than 0.4 seconds varian ce from the accuracy provided under normal operation with GPS satellites in view.  The GPS Clock shall also meet the following minimum specifications:  Input Voltage: 9-24 VDC  Current Draw: 150 mA (max) at 12 VDC : 125 mA (max) at 24 VDC Section 632 Section 632  Contact Closure: 750 mA at 30 VDC  Temperature Rating: -29.4°F to +167°F GPS unit shall be mounted to the traffic signal controller cabinet as per the manufacturer’s recommendation. Any and all ho les created in the cabinet for the purpose of mounting the GPS unit shall be sealed to the satisfactio n of the Engineer at no direct pay.

632.02.6 6.6--Power-Over -Ethernet Arrestor. Surge suppression that meets the

requirements set forth in Subsection 722.12 shall be provided. In addition, the following minimum specifications shall be supplied for loads that require Power-Over-Ethernet with isolated shielded or non-shielded cable:  Operating Voltage: 48 VDC  Clamping Voltage: 68 VDC  Operating Current: 0.75 A per Pin Continuous  Peak Surge Current: 10 kA  Insertion Loss: < 0.1 dB  SPD Technology: GDT, SAD, with series PTC  Modes of Protection: All Lines (1-8) Protected (L-L) and (L-G): Signal High-Low; High-Ground; Low-Ground  Transmission Speeds: 10BaseT; 100BaseT; 1000BaseT  Connection Type: RJ-45  Operating Temperature: -40°F to +185°F

632.02.7 Detector Panel. A vehicle detector harness shall be provided to connect the

detector panel to the card rack. The detector panel shall accept the connection of sixteen

632.02.7 1--Detector Input Arrestors. Field Loop and Pedestrian input arrestors shall

meet the requirements set forth in Subsection 722.12. Field loop arrestors shall have differential and common mode protection and be provided with the following minimum specifications:  Operating Voltage: 75 VDC  Clamping Voltage: 130 VDC  Peak Surge Current: 250 A  SPD Technology: Silicon Break-Over  Operating Temperature: -40°F to +185°F Pedestrian input arrestors shall be a four (4) circuit device provided with the following minimum specifications:  Operating Voltage: 30 VDC  Clamping Voltage: 36 VDC  Operating Current: 0.15 A  Peak Surge Current: 10 kA (8 x 20 μs)  Frequency Range: 0 to 20 MHz  Insertion Loss: < 0.1 dB at 20 MHz  SPD Tech nology: GDT, SAD, with Series PTC Section 632 Section 632  Connection Type: Terminal Block with co mpression lugs; Terminals accept up to 10 AWG  Operating Temperature: -40°F to +185°F

632.02.8 System Detectors. The controller shall have the ability to receive input data

from up to eight (8) special system detectors in addition to the normal actuated controller unit phase detectors. The user shall have the op tion to assign any of the phase detectors as “system detectors”.

632.02.9 Preemption. The cabinet shall be completely wired to accept and service calls

from preemption phase selector modules, associated optical detector units and GPS units. Optical detector units and GPS unit cabinet components shall be as specified in Section 639. Provision for two (2) standard card modules shall be accommodated in a separate card rack for preemption. The preemption card rack shall provide a minimum of eight (8) positions. Provisions shall also be made in the ca binet to accommodate Railroad Preemption when specified in the plans or contract docume nts. Railroad Preemption shall meet the requirements set forth in Section 639. While it is not necessary that a Railroad Preemption interface board be provided with the cabinet, the cabinet and back panel shall be designed so that a Railroad Preemption in terface panel that uses a relay to isolate the track switch from the controller cabinet circuitry can be installed. Preempt 1 and 2, in the case of gate down preemption, shall be reserved for Railroad Preemptions; all subsequent preemptions shall be reserved for Emergency Vehicle, Fire Station, or Police Preemption.

632.02.10 Uni nterruptable Power Supply. When specified in the plans or contract

documents an Uninterruptable Power Supply (UPS) System shall be installed in the cabinet assembly. The UPS shall be installed in the cabinet and meet the requirements set forth in Section 633.

632.03 Construction Requirements.

632.03.1 Mounting. Traffic Signal Cabinet Assemblies shall be Wall or Pole Mounted,

Base Mounted on a Concrete Cabinet Pad, or Mounted using a Composite Enclosure as specified below and as shown in the plans.

632.03.1 1--Wall or Pole Mounted. Wall or pole mount hardware shall be provided for

mounting cabinets in specific installations as indicated in the design plans. Wall or pole mounted cabinets shall be manuf actured with rigid tabs, rigid brackets or other acceptable configuration for attachment of the cabinet to the wall or pole support. Rigid attachment devices must allow for field alignment of cabinet to the wall or pole support.

632.03.1 2--Concrete Cabinet Pad. Concrete foundations shall be constructed of Class B

concrete in specific installations as indicated in the design plans. Cabinets for installation on a concrete base shall be manufactured with rigid tabs, rigid brackets or other acceptable configuration for attachment of the cabinet bottom to its flat support structure. Rigid attachment devices mu st allow for field alignment of cabinet with the support base. Concrete base construction details shall be provided in the design plan drawings. Section 632 Section 632

632.03.1 3--Composite Enclosure. Cabinets for installation on a composite enclosure

base shall be manufactured with rigid tabs, ri gid brackets or other acceptable configuration for attachment of the cabinet bottom to its’ flat support structure. Rigid attachment devices must allow for field alignment of cabinet with the composite enclosure. Composite enclosure attachment details shall be provided as shown in the plans.

632.03.2 Documentation. Documentation packages shall be delivered for each unit at

the same time as the equipment to which it pertains. A minimum of two (2) sets of complete schematic drawings and equipment documentation shall be supplied with each cabinet. The first copy shall be placed in a clear re-sealable print pouch of sufficient size to accommodate one (1) complete set of folded cabinet prints and placed in the pull-out drawer of the cabinet and the second copy shall be provided to the Department. Comprehensive controller data shall be included as part of the cabinet documentation package and shall be placed in the cabinet drawer pouch. The documentation packages shall contain a schematic wiring diagram of the controller cabinet assembly and all auxiliary equipment. The schematic wiring diagram, including a symbols legend, shall show in detail all integrated circuits, transistors, resistors, capacitors, inductors as well as switches and indicators. All parts shown shall be easily identified on both in the cabinet and on the schematic diagram. Model numbers shall be used on schematic diagram when available. A complete physical description of the signal cabinet assembly shall be provided to include at least the physical dimensions of the unit, weight, temperature ratings, voltage requirements, power requirements, material of construction, and complete performance specifications. A complete set of operation guides, user manuals, and performance specifications shall be provided. Detailed programming instructions, preventative maintenance requirements, and troubleshooting procedures shall also be provided for the controllers. These documents shall fully cover all programming procedures and programmable options capable of being made to the controllers and associated traf fic control equipment. Instructions for modifications within the range of the capabilities of the unit such as changes in phases or sequences and programming matrix boards shall be included. An intersection diagram shall be provided on the cabinet door showing geometric configuration, lane use assignments, controller cabinet and signal pole locations, vehicle and pedestrian signal head locations, vehicle and pedestrian detector zone locations, ring-barrier phasing diagram, and detector channel assignments. The intersection diagram shall be labeled with, at a minimum, a North Arrow, main street name(s), side street name(s), signal pole numbers, vehicle and pedestrian head type(s), detector zone designations, volume density and phase recall requirements, fl ash sequence. All field wires within the cabinet shall be labeled to coincide with those shown on the intersection diagram. 632.04--Meth od of Measurement. Traffic Signal Cabinet Assemblies will be measured as a unit per each. Section 632 Section 632 Remove and Replace Existing Traffic Signal Ca binet Assembly will be measured as unit per each. Modify Existing Traffic Signal Cabinet will be measured as a unit per each.. Solid State Traffic Actuated Controller of the type specified in the project plans will be measured as a unit per each. Signal Software Licenses of the type specified in the project plans will be measured as a unit per each. Malfunction Management Units of the type specified in the project plans will be measured as a unit per each. Card Racks of the type specifi ed in the project plans will be measured as a unit per each. Global Positioning System (GPS) Clocks as specified in the project plans will be measured as a unit per each. All pay items shall be inclusive of all materi als, work, system integration, testing and incidentals necessary for a complete and opera ble unit in place and accepted. All removal, turn on, and acceptance of equipment, devices, traffic signals, and traffic signal assemblies shall follow Section 631 Traffic Signal Systems-General prior to payment.

632.05 Basis of Payment. Traffic Signal Cabinet Assembly, measured as prescribed

above, will be paid for at the contract unit pr ice per each for each type(s) specified in the contract, which price shall be full compensati on for furnishing, installing, configuring, wiring, testing, and mounting foundation construction, cabinets, relays, terminals, circuit breakers, modules, coordination and time base control programs, connectors wiring, overlap equipment, load switc hes, power cables, power supplies, controller mechanism and housing, GPS clock, mounting material, all other materials, and all equipment, labor, tools, and incidentals necessary to complete the work. Remove and Replace Existing Traffic Signal Ca binet Assembly, measured as prescribed above, will be paid for at the contract unit pr ice per each for each type(s) specified in the contract, which price shall be full compensati on for furnishing, installing, configuring, wiring, testing, and mounting foundation construction, cabinets, relays, terminals, circuit breakers, modules, coordination and time base control programs, connectors wiring, overlap equipment, load switc hes, power cables, power supplies, controller mechanism and housing, GPS clock, mounting material, all other materials, removal, disposal, transfer, storage, and/or resetting of components that are existing, all other components included in the traffic signal cabinet, and all equipment, labor, tools, and incidentals necessary to complete the work. Modify Existing Traffic Signal Cabinet, measured as prescribed above, will be paid for at the contract unit price per each, which pri ce shall be full compensation for furnishing, installing, configuring, and mounting all components, wiring, and devices; rewiring, reconfiguring, removal, disposal, transfer, storage, and/or resetting of existing components and devices, installing or changing coordination and time base control programs in the traffic signal cabinet assemblies, testing, final cleanup, all equipment, labor, tools, and incidentals necessary to complete the work. Section 632 Section 632 Solid State Traffic Actuated Controller, measured as prescribed above, will be paid for at the contract unit price per each for each type(s) specified in the contract, which price shall be full compensation for all labor, equipment, tools, materials inclusive of the controller mechanism(s) and housing(s), all power cables, power supplies, wiring, factory and manufacturing inspection, attachment hardware, testing, storage, packaging, shipping, warranty, and all work, equipment, and appu rtenances, and all incidentals necessary to provide a fully functional traffic controller ready for use. It shall also include all documentation including operations and maintenance manuals and other material necessary to document the operation of the traffic controller. Signal Software Licenses, measured as prescribed above, will be paid for at the contract unit price per each for each type(s) specified in the contract, which price shall be full compensation for all labor, equipment, tools, materials inclusive of furnishing, installing and configuring the Signal Software, all power cables, power supplies, wiring, factory and manufacturing inspection, testing, storage, packaging, shipping, warranty, appurtenances, and all incidentals necessary to provide fully functional Signal Software ready for use. It shall also include all documentation including operations and maintenance manuals and other material necessary to document the operation of the Signal Software. Malfunction Management Unit, measured as pr escribed above, will be paid for at the contract unit price per each for each type(s) speci fied in the contract, which price shall be full compensation for all labor, equipment, tools, materials inclusive of furnishing, installing and configuring the Malfunction Management Unit(s), all power cables, power supplies, wiring, attachment hardware, factory and manufacturing inspection, testing, storage, packaging, shipping, warranty, and all work, equipment, and appurtenances, and all incidentals necessary to provide a fully functional Malfunction Management Unit ready for use. It shall also include all documentation including operations and maintenance manuals and other material necessary to document the operation of the Card Rack. GPS Clock, measured as prescr ibed above, will be paid for at the contract unit price per each for each type(s) specified in the contract, which price shall be full compen sation for all labor, equipment, tools, materials inclusive of furnishing, installing and configuring the Global Positioning System (GPS) Clock(s), all power cables, power supplies, wiring, attachment hardware, factory and manufacturing inspection, testing, storage, packaging, shipping, warranty, and all incidentals necessa ry to provide a fully functional GPS Clock ready for use. It shall also include all documentation including operations and maintenance manuals and other material necessary to document the operation of the GPS Clock. Payment will be made under: 632-A: Solid State Traffic Signal Cabinet Assembly, Type __ Cabinet, Type __ Controller - per each 632-B: Remove and Replace Existing Traffic Signal Cabinet Assembly, Type __ Cabinet, Type __ Controller - per each 632-C: Modify Existing Traffic Signal Cabinet Assembly - per each 632-D: Solid State Traffic Actuated Controller, Type __ - per each Section 632 Section 632 632-E: Single-user Workstation Signal Software License - per each 632-F: Single-user Server Signal Software License - per each 632-G: Malfunction Management Unit - per each 632-H: Card Rack, ___ Position - per each 632-I: GPS Clock - per each SECTION 633 - UNINTERRUPTABLE POWER SUPPLY

633.01 Description. This section describes the minimum requirements for battery backup

systems including uninterruptable power supply and power conditioner.

633.01.1 Uninterruptable Power Supply (UPS). If required by the contract documents

or design plans, the cabinet assembly shall be provided with a UPS System. The UPS system shall be a turn-key, true on-line, solid state, microprocessor controller power conditioner and/or UPS system. The system shall continuously regenerate and condition the AC sine wave, where 100% of the power to the load, whether on utility or batteries, is generated by the on-board inverter. The UPS system shall be capable of operating, up to the rated power levels, in extreme environments (-40°F to +165°F) with existing cabinet equipment, including any and all signal heads whether Incandescent, LED or Neon.

633.02 Materials. The UPS system shall consist of three (3) major components: the

Electronics Module, the Manual By-pa ss Switch, and the Battery System.

633.02.1 Electronics Module. The Electronics Module shall be provided as follows:

 True Sinewave, Micro Processor controlled high frequency inverter.  A temperature compensated battery charger.  Local and remote control of UPS functions.  Local and remote communicates capabilities.  Utility By-pass Switch for by-passing the UPS for repair or removal.

633.02.2 The Manual Bypass Switch. A Manual By-pass Switch shall be provided as

follows:  The UPS shall incorporate an automatic, internal safety by-pass capability and a Manual By-pass Switch.  An optional interface connector shall be avai lable that allows an external generator or vehicle inverter to supply utility power when commercial utility has failed.  The UPS shall supply 120 VAC, 60 Hz, True Sinewave power when connected to either a generator or digital inverter power system

633.02.3 The Ba ttery System. The battery shall be comprised of extreme temperature,

deep cycle, AGM-VRLA (Absorbed Glas s Mat – Valve Regulated Lead Acid). Section 633 Section 633

633.02.4 UPS Operation.

633.02.4 1--UPS System. A UPS System shall be provided as follows:

633.02.4 2--System Batteries. The system batteries shall meet the following:

633.02.4 3--Electrica l Specifications.

633.02.4 3.1--Input Specification. The following are input electrical specifications.

Nominal Input Voltage 120 VAC, Single Phase Input Voltage Range 75 VAC to 155 VAC (without drawing energy from batteries) Input Frequency 50 or 60 Hz Input Configuration 3-Wire (Hot, Neutral & Ground) Maximum Input Current 30 amps

633.02.4 3.2--Output Specification. The following are output electrical specifications.

Nominal Output Voltage 120 VAC, Single Phase Power Rating 1.25 - 2.0 KVa continuous watts Output Frequency 50 or 60 Hz Output Configuration Keyed, connectors and duplex receptacle Output Wave Form True Sine wave Fault Clearing Current limit and automatic shutdown Short Circuit Protection Current limit and automatic shutdown Efficiency 85% at full load

633.02.4 4--UPS Electronics Module, Physical Specifications. The following are the

physical specification for the UPS. Height: 3.5” to 5.25” Depth: 8.75” to 10.5” Width: 15.5” to 19”

633.02.4 5--Environ mental Specifications. The UPS system shall meet or exceed NEMA

temperature standards from -40°F to +165°F. The UPS system shall be field proven to meet or exceed NEMA temperature standards.

633.02.4 6--Battery Specifications.

The UPS system batteries shall be field te sted and proven to meet or exceed NEMA temperature standards of -40°F to +165°F. Hydrogen gas emissions shall meet Mil-Spec, MIL-B-8565J.

633.02.4 7--Communications, Controls and Diagnostics. The UPS system shall provide

standard Alarm Function Monitoring indicating loss of utility power, inverter failure, low battery condition and USB connectivity for system up/down loads. An RS232 or USB Interface shall be provided that allows full interactive remote computer monitoring and control of the UPS functions. Section 633 Section 633 The UPS shall have an Ethernet communica tion interface for user configuration and management. A Confirmation Light shall be included on th e external top of the cabinet enclosure.

633.02.4 8--Warranty. The UPS System and Cabinet Assembly shall be protected by a

minimum 2-year warranty.

633.02.4 9--Options. The UPS shall include an optional SNMP interface that provides

Web-based Ethernet access.

633.03 Construction Requirement. The Contractor shall be responsible for all testing

and documentation required for establishi ng approval and acceptance of the product. Field tests shall be perform with various ITS devices as noted in design plans to verify that each device operates optimally. As a minimum, the following tests shall be conducted:

633.04 Method of Measurement . Uninterrupted power supply of the type specified will

be measured as a unit per each.

633.05 Basis of Payment. Uninterrupted power supply, m easured as prescribed above,

will be paid for at the contr act unit prices per each, which pr ice shall be full compensation for all labor, tools, materials, equipment, furnishing all materials and installation, all modules, battery(s), connection hardware, grounding, wiring, all related appurtenances as necessary, and all incidentals necessary to prov ide a UPS service to each site. This price shall also include coordination effort s necessary to complete the work. Payment will be made under 633-A: Uninterruptable Power Supply per each SECTION 634 - TRAFFIC SIGNAL AND ITS EQUIPMENT POLES

634.01 Description . This work consists of furnishing all component materials required

to form completed independent traffic signal equipment poles and extensions of the types specified for assembling, constructing, erecting and installing same in conformity with these specifications to ensure support poles in accordance with the design(s) and at the lines and grades shown on the plans or as directed by the Engineer. This work also consists of furnishing and installing support poles and foundations for Intelligent Transportation Systems (ITS) equi pment. This work shall consist of assembling, constructing, erecting and installing ground mounted equipment poles with foundations, and equipment poles attached to existing or proposed structures, in conformity Section 634 Section 634 with these specifications and in accordance with the design(s) shown on the plans or as directed by the Engineer.

634.02 Materials . The materials used in construction shall conform to the general

requirements of these specifications and the specific requirements set out herein.

634.02.1 Poles . All poles shall meet the applicable requirements of Subsection 722.02.

Determination of required sizes, lengths, and gauges of poles shall be the responsibility of the Contractor in accordance with the plans an d specifications. The various pole types are as follows:  Type I – Strain  Type II – Single mast arm  Type III – Double mast arm  Type V – Pedestal pole for traffic signal  Type VI – Pedestal pole for pedestrian signal  Type VII – Pedestal pole for detector equipment  Type VIII – Galvanized Steel Poles for Cameras  Type IX – Galvanized Steel Pole for Detectors  Type X – Aluminum Pole for Detector  Type XI – Structure-mounted ITS equipment Signal pole heights shall be as specified in the plans. If a luminaire is required, the pole type designation shall be followed by “(L)” to indicate that a luminaire shall be included with the pole (example: Type III (L) – Double Mast Arm with Luminaire). If Luminaire is included, the luminaire type shall be as directed in the plans.

634.02.1 1--Traffic Signal Poles. Traffic signal poles shall meet the requirements of

Subsection 722.02. The traffic signal equipment pole shaft extension shall meet the requirements in the plans. All poles shall meet the design requiremen ts of Subsection 722.02.3 unless specified otherwise in the plans. Poles shall be provided with the following elements or accessories:  Self-supporting straight, upsweep mast arm(s), or in accordance with Plan details. Where possible, the mast arms shall match the adjacent signal poles in the area unless otherwise stated;  Stainless steel tag attached to the pole shaft using 3/16-inch stainless steel pop rivets with properties and information as follows: o Minimum 1/16 inch thickness o Minimum ¼-inch stamped legend with following information:  Manufacturer name  Month/year of manufacture  Unique identifying number for future manufacturer reference  External project number from the plans cover sheet (example: STP- XXXX-XX…)  Tag installed on shaft side opposite the mainline highway and located approximately 48 inches above the foundation; Section 634 Section 634  Minimum size of six (6) inches wide by 18 inches tall reinforced handhole with included terminal block(s);  A one-half inch coarse thread grounding stud shall be located on the interior side of the pole handhole opening;  J-hook provided near top of pole for wire strain relief;  Shaft and arm end caps;  Nut covers shall be provided to cover the top anchor bolt nut and washer;  Tapered poles and mast arms shall taper uniformly along their length;  Other required features, elements or accessories as shown in the plans;  Consideration shall be given for all parts of the structure;  Consideration shall be given for all possible loading combinations including wind loads;  Computations shall include design st resses and allowable stresses for all components which comprise the proposed structure;  All complete shop drawings and design computations shall bear the stamp of a Professional Engineer registered in the State of Mississippi;  Shop drawings shall be approved by the Engineer prior to fabrication. Approval of the shop drawings does not relieve the Contractor of responsibility for the design, fabrication and erection of the structure; For each pole shown in the plans, the following information shall be provided:  Top/bottom diameter, taper rate, wall thickness, section modulus, moment of inertia, and cross sectional area for each pole section.  The centroid, weight, projected area, drag coefficient, velocity pressure, and wind force of each trapezo idal pole section.  The axial force, shear force, primary moment, total moment, axial stress, bending stress, allowable axial stress, allowable bending stress, allowable shear stress and combined stress ratio (CSR) at each pole section.  The pole’s angular and linear deflection at each section. Pole and arm finish may be hot-dip galvanized, hot-dip galvanized followed by powder coating of the color specified in the plans, or other coating as approved by the Engineer as specified in the plans. Powder coating shall be provided with a minimum of two coats. Manufacturer provided touch-up paint in the specified color shall be provided when powder coating is required. If no finish deta ils are provided in the plans, then the poles and arms shall be provided with a hot-dip galvanized finish.

634.02.1 2--Galvanized Steel Poles for Cameras. Ground mounted camera poles and

foundations, conduits, connections, clamps, anchor bolts, shoe bases and all other members shall be designed and fabricated in accordan ce with the standards and requirements listed below. Design and materials documentation shall be furnished as part of the approval request submittal. Certifications shall be furnished upon request by the Engineer. Poles shall be designed in accordance with the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals, current edition, including all interims and updates. Design life shall be 50 years for all poles. The design wind speed for all parts of the structure shall be as shown in the design specifications with a minimum of 90 mph. For projects that are in areas with higher wind standards, the higher standard shall be used. The pole shall meet design wind loading with camera(s) installed. Section 634 Section 634 The Contractor shall submit manufacturer’s shop drawings, layout drawings and specifications for equipment and appurtenances for approval by the Engineer no later than thirty (30) days after notice to proceed. Pole fabricator shall be certified under Catego ry I, “Conventional Steel Structures” as set forth by the American Institute of Steel Cons truction Quality Certification Program. Proof of this certification shall be provided to the Engineer. All welding shall be in accord ance with Sections 1 throug h 8 of the American Welding Society (AWS) DI. 1 Structural Welding Code. Tackers and welders shall be qualified in accordance with the American Welding Society Structural Welding code. Tube longitudinal seam welds shall be free of cracks and excessive undercut, performed with automatic processes and be visually inspected . Longitudinal welds suspected to contain defects shall be magnetic particle inspected. All circumferential butt welded pole and arm splices shall be ultrasonically and radio graphically inspected. All inspection records shall be furnished to the Engineer. Camera pole system shall consist of a pole, anchor bolts, base plate, ground rod array, communication and power conduits to nearest pull box, grounding conduit, spare conduit and foundation. Design computations for the camera poles sha ll be complete and shall include but not be limited to the following:  Consideration shall be given for all parts of the structure.  Consideration shall be given for all possible loading combinations including wind loads.  Computations shall include design st resses and allowable stresses for all components which comprise the proposed structure.  Top of pole deflection shall not exceed one (1) inch deflection from center due to 30 mph (non-gust) winds for the 50-foot poles.  All complete shop drawings and design computations shall bear the stamp of a Professional Engineer registered in the State of Mississippi.  Shop drawings shall be approved by the Engineer prior to fabrication. Approval of the shop drawings does not relieve the Contractor of responsibility for the design, fabrication and erection of the structure.  The Engineer reserves the right to reject a pole design if the calculated deflection exceeds that specified herein.  The foundation design shall be based on actual soil conditions from soil borings conducted by the Contractor. The cost of the soil borings shall be included in the cost of the pole.  The calculations shall include a pole, base plate and anchor bolt analysis. The pole calculations shall be analyzed at the pole ba se, 5-foot pole intervals, and at each slip joint splice. For each pole shown in the plans, the following information shall be provided:  Top/bottom diameter, taper rate, wall thickness, section modulus, moment of inertia, and cross sectional area for each pole section. Section 634 Section 634  The centroid, weight, projected area, drag coefficient, velocity pressure, and wind force of each trapezo idal pole section.  The axial force, shear force, primary moment, total moment, axial stress, bending stress, allowable axial stress, allowable bending stress, allowable shear stress and combined stress ratio (CSR) at each pole section.  The pole’s angular and linear deflection at each section.

634.02.1 2.1--Pole Mounted Ca binet Access Conduit Nipple. Each pole shall be

manufactured with a two (2)-in ch diameter rigid threaded nipple for conduit connection to a pole-mounted cabinet. The height of this nipple above the base of the pole shall be such that a cabinet mounting height of three (3) feet above ground can be provided.

634.02.1 2.2--Hand Holes. Hand hole openings shall be reinforced with 2-inch wide hot

rolled steel bar. The opening shall be rectangular and 5-inch X 8-inch nominal. The cover shall be 11-gauge steel and shall be secured to a clip-on lock with a tamper- proof screw. The reinforcing rim shall be provided with a ½-inch tapped hole and ½-inch hex head cap screw for grounding. Hand holes on poles with pole-mounted cabinet s and transformers shall be placed toward oncoming traffic. For all other poles, hand holes shall face away from traffic. The section with hand holes shall be reinforced to have equivalent section modulus as the section without the hand hole. 634.02.1.2.3--Cable Supports (J-Hooks & Eyelets) . Top and bottom J-hooks and eyelets shall be located within the pole directly aligned with each other.

634.02.1 2.4--Base Plate . Base plates shall conform to ASTM A572 (50 ksi minimum

yield). Plates shall be integrally welded to the tube s with a telescopic welded joint or a full penetration butt weld with backup bar. Plates shall be hot dip galvanized.

634.02.1 2.5--Anchor Bolts. Anchor bolts shall conform to the requirements of AASHTO

M314-90 (105 ksi minimum yield). The upper 12 inches of the bolts shall be hot dip galvanized per ASTM A153. Each anchor bolt shall be supplied with two (2) hex nuts and two (2) hardened washers. The strength of the nuts shall equal or exceed the proof load of the bolts. The top nut shall be torqued so as to produce 60% yield stress of anchor bolt. Section 634 Section 634 The Contractor shall use non-shrink grout, or other methods as approved by the Engineer, between bottom of base plate and top of concrete foundation. Pole heights shall be as indicated in the plans.

634.02.1 3--Galvanized St eel Poles for Detectors. Ground mounted detector poles and

foundations, conduits, connections, clamps, anchor bolts, shoe bases and all other members shall be designed and fabricated in accordan ce with the standards and requirements listed below. Design and materials documentation shall be furnished as part of the approval request submittal. Certifications shall be furnished upon request by the Engineer. Poles shall be designed in accordance with the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals , current edition, including all interims and updates. Design life shall be 50 years for all poles. The design wind speed for all parts of the structure shall be as shown in the design specifications with a minimum of 90 mph. The Contractor shall submit manufacturer’s shop drawings, layout drawings and specifications for equipment and appurtenances for approval by the Engineer no later than thirty (30) days after notice to proceed. Pole fabricator shall be certified under Catego ry I, “Conventional Steel Structures” as set forth by the American Institute of Steel C onstruction Quality Certif ication Program. Proof of this certification shall be submitted to the Engineer. Poles shall be formed from a single sheet of hot rolled weldable grade steel, galvanized in accordance with ASTM A 123. Unless otherwise noted in the plans, poles shall be made from steel meeting the requirements of ASTM A 572 Grade 55, or A 595 Grade A. Minimum yield strength shall be 48,000 psi after fabrication. Design wind loading shall be as indicated on the plans. The pole shall meet design wind loading with detector(s) installed. Poles shall have a constant taper of 0.14-inch nominal per foot. All poles shall be equipped with a breakaway device which conforms to the latest AASHTO and FHWA requirements, which have been approved by same. At the request of the Engineer, the Contractor shall subm it a manufacturer's certification with the pole shop plans stating that the device m eets, or exceeds, these standards. Pole heights shall be as indicated in the plans. Detector pole system shall consist of, but not be limited to a pole, anchor bolts, breakaway base, base plate, ground rod array, communication and power conduit to nearest pull box, grounding conduit, spare conduit and foundation as shown in the plans. Anchor bolts, washers and hex nuts shall be made of steel in accordance with ASTM F 1554, Grade 55, and shall be galvanized as per ASTM A 153. Anchor bolts shall be provided for each pole with two (2) hex nuts and washers per bolt. Anchor bolts shall be “L” shaped; minimum yield strength shall be 50,000 psi. A bolt layout template shall be provided by the manufacturer for proper bolt installation. The number of anchor bolts and design yield strength shall be as recommended by the manufacturer. Section 634 Section 634

634.02.1 4--Aluminum Poles for Detectors. Ground mounted detector poles and

foundations, conduits, connections, clamps, anchor bolts, breakaway bases and all other members shall be designed and fabricat ed in accordance with the standards and requirements listed below. Design and materials documentation shall be furnished as part of the approval request submittal. Certificati ons shall be furnished upon request by the Engineer. Poles shall be designed in accordance with the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals , current edition, including all interims and updates. Design life shall be 50 years for all poles. The design wind speed for all parts of the structure shall be as shown in the design specifications with a minimum of 90 mph. The pole shall meet design wind loading with detector(s) installed. The Contractor shall submit manufacturer’s shop drawings, layout drawings and specifications for equipment and appurtenances for approval by the Engineer no later than thirty (30) days after notice to proceed. Poles shall be spun or formed from aluminum seamless tubing meeting requirements of ASTM B 210, Alloy 6063-T4 and after fabrication shall have mechanical properties not less than those specified for Alloy 6063-T6. The poles may also be formed from aluminum plates or sheets meeting the requirements of ASTM B 209, Alloys 5052-H34 or 5086-H34. External surface of poles shall have a satin-type finish, clean and smooth, with all details defined and true to pattern. Poles shall have a constant taper of 0.14 inch nominal per foot. All poles shall be equipped with a breakaway device which conforms to the latest AASHTO and FHWA requirements, which have been approved by same. At the request of the Engineer, the Contractor shall subm it a manufacturer's certification with the pole shop plans stating that the device m eets, or exceeds, these standards. Pole heights shall be as indicated in the plans. Detector pole system shall consist of, but not be limited to a pole, anchor bolts, breakaway base, base plate, ground rod array, communication and power conduit to nearest pull box, grounding conduit, spare conduit and foundation as shown on the plans. Anchor bolts, washers and hex nuts shall be made of steel in accordance with ASTM F 1554, Grade 55, and shall be galvanized as per ASTM A 153. Anchor bolts shall be provided for each pole with two (2) hex nuts and washers per bolt. Anchor bolts shall be “L” shaped; minimum yield strength shall be 50,000 psi. A bolt layout template shall be provided by the manufacturer for proper bolt installation. The number of anchor bolts and design yield strength shall be as recommended by the manufacturer.

634.02.1 5--Structure-Mount ed ITS Equipment Poles. Structure-mounted equipment

poles and conduits, connections, clamps, mounting hardware and all other members shall be designed and fabricated in accordance with the standards and requirements listed below. Design and materials documentation shall be furnished as part of the approval request submittal. Certifications will be furn ished upon request by the Engineer. Section 634 Section 634 Poles shall be designed in accordance with the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals , current edition, including all interims and updates. Design life shall be 50 years for all poles. The design wind speed for all parts of the structure shall be as shown in the design specifications with a minimum of 90 mph. For projects that are in areas with higher wind standards, the higher standard is required. The pole shall meet design wind loading with all equipment installed. The Contractor shall submit manufacturer’s shop drawings, layout drawings and specifications for equipment and appurtenances for approval by the Engineer no later than ninety (90) days after notice to proceed. Pole fabricator shall be certified under Catego ry I, “Conventional Steel Structures” as set forth by the American Institute of Steel Cons truction Quality Certification Program. Proof of this certification shall be submitted to the Engineer. All welding shall be in accord ance with Sections 1 throug h 8 of the American Welding Society (AWS) DI. 1 Structural Welding Code. Tackers and welders shall be qualified in accordance with the American Welding Society Structural Welding code. Tube longitudinal seam welds shall be free of cracks and excessive undercut, performed with automatic processes, and be visually inspected. Longitudinal welds suspected to contain defects shall be magnetic particle inspected. All circumferential butt welded pole and arm splices shall be ultrasonically and radio grap hically inspected. All inspection records will be furnished to the Engineer. ITS equipment pole system shall consist of a pole, connectors, clamps, mounting hardware, ground wires and rods, grounding conduit, and communication and power conduits to nearest pull box. Design computations for structure-mounted poles shall be complete and shall include but not be limited to the following:  Consideration shall be given for all parts of the structure.  Consideration shall be given for all possible loading combinations including wind loads.  Computations shall include design st resses and allowable stresses for all components which comprise the proposed structure.  Top of pole deflection shall not exceed 1-inch deflection from center (2-inch deflection diameter) due to 30 mph (non-gust) winds.  All complete shop drawings and design computations shall bear the stamp of a Professional Engineer registered in the State of Mississippi.  Shop drawings shall be approved by the Engineer prior to fabrication. Approval of the shop drawings does not relieve the Contractor of responsibility for the design, fabrication and erection of the structure.  The Engineer reserves the right to reject a pole design if the calculated deflection exceeds that specified herein.  The calculations shall include a pole, base plate, and anchor bolt analysis. The pole calculations shall be analyzed at the pole ba se, 5-foot pole intervals, and at each slip joint splice. Section 634 Section 634 For each pole shown in the plans, the following information shall be given:  Top/bottom diameter, taper rate, wall thickness, section modulus, moment of inertia, and cross sectional area for each pole section.  The centroid, weight, projected area, drag coefficient, velocity pressure, and wind force of each trapezo idal pole section.  The axial force, shear force, primary moment, total moment, axial stress, bending stress, allowable axial stress, allowable bending stress, allowable shear stress and combined stress ratio (CSR) at each pole section.  The pole’s angular and linear deflection at each section.

634.02.1 5.1--Hand Holes. Hand hole openings shall be reinforced with 2-inch wide hot

rolled steel bar. The opening shall be rectangular and 5” x 8” nominal. The cover shall be 11-gauge steel and shall be secured to a clip-on lock with a tamper- proof screw. The reinforcing rim shall be provided with a ½-inch tapped hole and ½-inch hex head cap screw for grounding. Section with hand hole to be reinforced to have equivalent section modulus as the section without the hand hole.

634.02.1 5.2--Cable Supports (J-Hooks & Eyelets). Top and bottom J-hooks and eyelets

shall be located within the pole di rectly aligned with each other. Pole heights shall be as indicated in the plans.

634.02.1 6--Traffic Signal Strain/Mast Arm Poles . Traffic signal strain/mast arm poles,

mast arms, and extensions shall be steel meeting the requirements of Subsection 722.02.

634.02.1 7--Wood Poles. Wood poles shall meet the requir ement in accordance with plan

details and Subsection 722.02.7.

634.02.1 8--Foundations. Cast-in-place foundations for co ncrete, steel, and/or aluminum

shafts shall be provided as specified on the pl ans, and shall be cast of reinforced Class "B" structural concrete or Class “DS” Concrete, as specified on the plans, conforming to the requirements of Sections 601 and 602. All reinfor cement steel shall be in accordance with Section 711. The sizes for the foundation and re inforcement shall be as shown in the plans. Anchor bolts, washers and hexagon nuts for use in the foundation shall conform to Subsections 722.02 and 722.11. The anchor bolts shall be galvanized only through the threaded section and a minimum of six (6) inches below the top of the concrete foundation. Conduit for electric cable shall co mply with the requirements fo r such materials as set out in Subsection 722.05. 634.03--Construction Requirements .

634.03.1 Foundations. Pole foundations shall be constructed as per the details in the

plans, these specifications, and Section 803. Casings, as required, will be in accordance with Section 803. Excavation for concrete fou ndations or butts shall be opened vertically Section 634 Section 634 in accordance with the me thods of Section 801 with a tolera nce of plus two (2) inches from neat lines and grades as shown in the plans or required by local conditions. Adjacent earth shall be compacted sufficiently to withst and the loadings set out under Subsection

722.02.3 Before placing concrete, the Contractor shall place reinforcing bars, conduit and

anchor bolts, all in accordance with plan details , and tied rigidly in place. Prior to placing concrete, the anchor bolt orienta tion shall be verified so that the tensile load is divided between a minimum of two (2) anchor bolts. The foundation bolts shall be set in the concrete foundation to fit the bolt circle of each type of pole and shall be supported with a template to provide the proper bolt circle for the applicable pole. All reinforcing steel shall be wire tied together or may be wire tied to the anchor bolts. Concrete foundations shall be formed, cast and cured in accordance w ith Section 601. Concrete pours will be continuous and will only take place with the En gineer present. The final top surface shall be finished smooth, and sloped to drain. Due to soil conditions in certain locations, as noted on the plans, concrete shall be placed with a tremie. When a tremie is used, it sh all perform in accordance with the requirements in Subsection 803.03.2.7.2 and 804.03.6.1. It may be necessary to use slip casing to keep the holes open. Casing will be required in portions of the holes that are not stable. Casings authorized by the Engineer shall be of specified size and adequate strength to accommodate the drilling equipment and to withstand ground-pressures and removal operations without deformation of the poured shaft. When removed, the casings shall revert to the Contractor for disposal. The finished top surface of each foundation sh all be ±3 inches from the pavement edge elevation at the foundation location. Where fo undations are constructe d in areas where the pavement edge elevation and shoulder edge elevation differ more than twelve (12) inches, taller poles should be evaluated to minimize exposed foundation. All signal support poles shall be installed at locations shown in the plans or as directed by Engineer.

634.03.2 Setting and Aligning Poles. Poles anchored to the concrete foundation or with

precast butts shall have sufficient rake so as to assume a vertical pos ition when the load is applied. Poles with precast butt shall be we t-tamped in place with crushed aggregate, concrete or satisfactory cement stabilized so il, as directed. Poles set on concrete foundations shall not be installed until a minimum 70% of the 28-day concrete compressive strength has been achieved. A minimum of two successful cylinder tests must be performed to verify minimum required strength and test results must be accepted by the Engineer. For poles installed on concrete foundations, the following procedure for installing nuts shall be followed:

634.03.3 Installation of Traffic Signal and ITS Equipment Poles. All equipment shall

be installed according to the manufacturer’s recommendations. Materials and associated accessories/adapters shall not be applied cont rary to the manufacturer’s recommendations and standard practices. Equipment poles shall be installed as indicated in the plans and shall conform to the following requirements:

634.04 Me thod of Measurement . Traffic signal equipment pole of the type specified

will be measured as unit quantities per each. Traffic signal equipment pole shaft extension of the type specified will be measured as a unit quantity per each. Traffic signal equipment pole mast arm extension, as indicated, will be measured as a unit quantity per each. Pole foundations of the size specified will be measured by the cubic yard, which measurement shall be the area bounded by the vertical planes of the neat lines of the foundation. Camera pole with foundation and detector pole with foundation will be measured as a unit quantity per each. No separate payment will be made for camera and detector pole foundations. Measurement for progress payments for camera and detector poles may be made as follows.

634.05 Basis of Payment . Traffic signal equipment pole and traffic signal equipment

pole extension of the type specified, measured as prescribed above, will be paid for at the contract unit price per each, which price sha ll be full compensation for furnishing all materials, erecting, installing, connecting an d testing poles, pole bases, shaft, mounting attachments necessary to extend a shaft, mast arms, caps, covers, ground wire, ground rods, hardware and for all equipment, tools, labor and incidentals necessary to complete the equipment pole. Traffic signal equipment pole mast arm extensio n, measured as prescribed above, will be paid for at the contract unit price per each , which price shall be full compensation for furnishing all materials, for installing the mast arm extension, mounting attachments necessary to extend the arm, and for all equipm ent, tools, labor, an d incidentals necessary to complete the work. Traffic signal pole foundations, measured as prescribed above, will be paid for at the contract unit price per cubic yard, which pri ce shall include full comp ensation for structure excavation, reinforcing steel, anchor bolts; for placing, curing, and installing concrete; for replacing sod and final clean-up; and for all equipment, labor, tools and incidentals necessary to complete the foundation. Camera pole with foundation and detector pole with foundation, measured as prescribed above, will be paid for at the contract unit price per each, which price shall be full compensation for furnishing all materials, fo r excavating, backfilling, replacing sod, and for all constructing, placing, curing, erecting, installing, connecting and testing; for foundations, poles, pole bases, conduit inside foundation as indicated on the plans, connections to support structures, caps, covers, ground wire, ground rods, hardware and for all equipment, tools, labor and incidentals necessary to complete the work, including remote and local control of the camera s ite complete in place and ready for use. No separate payment will be made for camera and detector pole foundations. Structure-mounted equipment pole, measured as prescribed above, will be paid for at the contract unit price per each, which price sha ll be full compensation for furnishing all materials, for all constructing, placing, erecting, installing, connecting and testing, for poles, conduit between structure attachment lo cation as indicated in the plans; wiring between pole-mounted devices and field cabinet; all structure-mounting hardware indicated in the plans, caps, covers, ground wire, ground rods, hardware and for all equipment, tools, labor and incidentals necessary to complete the work, including remote and local control of the camera site complete in place and ready for use. Slip casings, measured as prescr ibed above, will be paid for at the contract price per linear foot, which price shall be full compensation for all materials, tools, equipment, labor, and incidentals necessary to complete to work. Section 634 Section 634 For wooden poles, attachment brackets and equipment as well as guy wire and anchors shall be included in cost of pole. Payment will be made under: 634-A: Traffic Signal Equipment Pole, Type __, __’ Pole, __’ Arm * - per each 634-B: Traffic Signal Equipment Pole Shaft Extension, ___’ ** - per each 634-C: Pole Foundations, Class ___ Concrete - per cubic yard 634-D: Slip Casing, ___” Diameter - per linear foot 634-E: Camera Pole with Foundation, ___’ Pole - per each 634-F: Detector Pole with Foundation, ___’ Pole - per each 634-G: Traffic Signal Equipment Pole Mast Arm Extension, ___’ ** - per each 634-H: ITS Equipment Pole, Structure Mounted, ___’ Pole - per each 634-I Wood Pole, Class ___ Height_____’ -per each * Multiple Arms may be indicated ** Additional information may be indicated SECTION 635 - TRAFFIC SIGNAL HEADS

635.01 Description . This work consists of furnishing traffic signal heads of the type

specified in the plans and installing them in accordance with these specifications and the details shown in the plans or as directed.

635.02 Materials . Materials furnished for traffic signal head installation shall conform

to the requirements of Subsection 722.14.

635.03 Construction Requirements .

635.03.1 Construction Details . Traffic signal heads shall be mounted on the messenger

cable, mast arms, or pedestal poles and conn ected to the signal supply cable as indicated on the plans and as required in these specifications. Initial location and alignment of signal heads shall be performed as indicated on plans. Final positioning and aligning shall be performed by field observation to obtain optimum visibility of the signal f aces by approach traffic. Ample slack shall be left in the signal supply cable to provide for field adjustment of head alignment and to form drip loops after heads are in final position. Section 635 Section 635 Traffic signal heads not in use shall be adequately covered by the Contractor to the satisfaction of the Engineer. The signal heads shall be covered with a durable, outdoor- hardened material designed for the specific si gnal head configuration. The color of this covering shall contrast with the color of the signal head. The covering material shall be approved by the Engineer and clearly designate to drivers that the covered signal heads are not in stop and go mode.

635.04 Me thod of Measurement. Traffic signal heads of the types specified will be

measured as a unit quantity per each. 635.05--Basis of Payment. Traffic signal heads of the types specified, measured as prescribed above, will be paid for at the cont ract unit price per each, which price shall be full compensation for furnishing housing, mounting attachments, lens, lamps, reflectors, visors, sockets, socket wiring, back plates wh ere specified, turn-signal signs, tether cable, and all other materials; for installing, mounting, connecting, aligning, testing, and for all equipment, labor, tools, and incidentals necessary to complete the work. Payment will be made under: 635-A: Traffic Signal Head, Type ___ - per each SECTION 636 - ELECTRICAL CABLE

636.01 Description. This work consists of furnishing new or removal of existing cable(s),

erecting, installing and/or relaying electric cable “mains” in conformity with these specifications and true to locations, line and grades as shown on the plans or as directed. It shall include excavating, laying or relaying of cable(s), placing tracer cable or tape, backfilling, replacing sod, aeri al supports and/or pull-through conduits as applicable.

636.02 Materials. The materials used in this construction shall be of the type and size

indicated on the plans and shall conform to the applicable requirements of Subsection 722.03.

636.03 Construction Requirements. Except where indicated on the plans or approved

by the Engineer, cables shall be spliced with a water proof enclosure only in pole bases, pull boxes or controller cabinets. At each splice, sufficient slack shall be left in the cable for re-splicing. The greatest care shall be ex ercised in handling all cable to avoid damage to the conductor and its coverings. No sharp bends shall be permitted to form; reels shall not be dropped; and cable with discernable damage in any part shall be rejected. All connections shall be made with approved terminal blocks meeting the applicable requirements of Subsection 722.08.

636.03.1 Direct Buried Cable. Trenches shall be excavated by hand or mechanical

methods to the depth and width indicated on the plans, or as directed. The cable shall be laid on a six (6)-inch cushion as shown on the plans or as directed and covered with a similar layer. A minimum cover of 24-inches total is required. The electric cable shall be "snaked" laid in the trench. The earth backfill then shall be placed in layers of eight inches (8”) or less, and each layers compacted by approved methods to the density of adjacent ground. Cable placed under traveled roadways shall be pulled through previously placed conduit, and such pulling shall be incidental to work. Section 636 Section 636 The ground surface of backfilled trenches shall be neatly dressed, all excess soil shall be removed from the right-of-way, and sod shall be replaced over the finished trench, all as directed.

636.03.2 Support of Aerial Conductor Cable. Aerial conductor cable normally shall be

supported by messenger cable affixed by approved devices to supporting structures. In all cases, the cost of messenger cable and other support devices will be included in the contract unit price bid for Electric Cable.

636.03.3 Cable and Conduit . Cable lengths required shall be obtained by accurate

measurement of the runs with liberal allowances made fo r slack in boxes, slack for terminating, and waste due to wire-grip damage. Open ends of cables shall be rubber taped at all times to avoid penetration of water or mo isture into the strands of the cable. Pull-in guides, cable feeders or drawing-in protectors shall be employed to prevent damage to the cable at the duct mouth. An individual pull-in grip shall be used on each single conductor in the cable core to provide equal strain on each conductor. Cable whose jacket insulation or conductors have been damaged or displaced by pull-in grip shall be cut off and discarded before terminating. Cable shall be fed manua lly into the pull-in guide, cable feeder, or protector in such manner as to avoid excessive friction on the cable. Pulling shall be instantly stopped if undue tension occurs. Powdered talc, water or other lubricant, approved by the cable manufacturer, shall be us ed to facilitate pulling in runs over 200 feet, and may be used if desired on shorter runs. In no case shall grease be used as cable lubricant.

636.03.4 Identifying and Tagging. Individual phases of each signal circuit shall be

identified by appropriate identif ying marks, at points near each end of the cables and in each hand hole or pull box. All cable entering controller cabinets, pull boxes and poles shall be identified with permanent labels or tags indicating the function of each conductor and which pole, pull box, or controller it goes to. All single-wire conductors and cables shall have clear, distinctive a nd permanent markings on the outer surface throughout the entire le ngth giving the manuf acturer’s name or trademark, the insulation type - letter designation, the conductor size, voltage rating and the number of conduct ors in the cable. When required in the plans, the installation of tracer cable shall be in accordance with the requirements herein, per the manufacturer’s recommendation, or as directed by the Engineer. When tracer cable is installed in an open trench, a non-detectable warning tape will be placed directly over the buried cable, four (4) to six (6) inches below finished grade.

636.03.5 Excavating Existing Cable. Existing cable and conduit, if indicated on the

plans, shall be removed by hand trenching, exercising extreme care to prevent damage to cable in trenching and relaying in the new trench. After cable has been removed from existing location, the trench shall be backfille d and compacted to the density of adjacent soil. Section 636 Section 636

636.03.6 Field Tests. The cable shall be tested for failure in accordance with Subsection

631.03.3 The test shall be made after cable has been installed and before connections have

been made.

636.03.6 1--Interp reting the Test. If a cable fails, the fault shall be located and the cable

replaced between terminal points. If failure oc curs in conduit, all cables in that conduit between the nearest pulling points on each side of the failure shall be withdrawn. If, in the opinion of the Engineer, the other cables in the same conduit have not been damaged, they may be reinstalled, but the cable which failed shall be replaced with new cable. After replacement of the faulty cable, and any damaged cables, all cables of that circuit shall be retested.

636.04 Meth od of Measurement. Electric cable of the type specified, constructed as

specified on the plans, will be measured by the linear foot. Measurement will be computed horizontally and vertically along the pole, conduit or messenger cable which the electric cable is placed, from center to center of the several installations comprising the circuits. No extra length will be allowed for cable inside signal heads, drip loops, or sag in aerial supported cable. Tracer tape used with tra cer cable will not be measured for separate payment but shall be included in the contract price for Tracer Cable. The terminals for the measurements of lengths will be considered sp ecifically as the center of the pull boxes, poles, signal heads or controller cabinets. Electric cable removal, repair, and removed and relaid will be paid by per linear foot. Excavation, sod and backfill will not be measured for separate payment but shall be included in the contract unit price per linear foot fo r associated Electric Cable pay items. Messenger cable and other supporting devices for Aerial Electric Cable will not be measured for separate payment, but shall be included in the cost of other items bid. 636.05--Basis of Payment. Electric cable of the type specif ied, measured as prescribed above, will be paid for at the respective contr act unit price per linear foot, which price shall be full compensation for furnishing, installing, connecting and testing all materials; for pulling through conduit and poles; for attaching to messenger cable; for final cleanup; and for all labor, equipment, tools, and incidentals necessary to complete the work. Electric cable removal, repair, and removed and relaid, measured as described above, will be paid for at the contract unit price per linear foot, which price shall be full compensation for excavation, removing existing cable and its protective covering; for excavating new trench; for laying cable as indicated on the plans; for backfilling old trench; for backfilling new trenches with selected sand, sand clay or clay gravel as indicated on the plans; for replacement of sod or grassing as appropriate; for final cleaning up; and for all labor, equipment, tools, testing, and incidentals necessary to complete the work. Payment will be made under: 636-A: Electric Cable, Direct Burial, Type, AWG ___, ___ Conductor - per linear foot 636-B: Electric Cable, Underground in Conduit, Type, AWG ___, ___ Conductor - per linear foot Section 636 Section 636 636-C: Electric Cable, Aerial Supported, Type, AWG ___, ___ Conductor - per linear foot 636-D: Electric Cable, Aerial Supported in Conduit, Type, AWG ___, ___ Conductor - per linear foot 636-E: Electric Cable, Underground in Conduit, Tracer Cable - per linear foot 636-F: Electric Cable, Repair - per linear foot 636-G: Underground Cable and Conduit, Removed - per linear foot 636-H: Underground Cable and Conduit, Removed and Relaid - per linear foot SECTION 637 - TRAFFIC SIGNAL CONDUIT AND PULL BOXES

637.01 Description . This work consists of furnishing all component materials required

to install enclosures and conduit in conformity with these specifications and at the locations and grades indicated on the plans or as dir ected. Enclosures shall house and protect equipment such as splice cases, exce ss cable and pull box equipment.

637.02 Materials .

637.02.1 Pull Box / Enclosures . Grade level pull box, enclosures, structural junction

boxes and covers shall meet the requirements of Subsection 722.06 and shall conform to the specific requirements set out hereunder. For grade level pull boxes and enclosures only, ANSI/SCTE 77 Tier 15 (15,000-pound design load, 22,500-pound test load) and Tier 22 (22,500-pound design load, 33,750-pound test load) enclosures with mi nimum size dimensions as shown in the detail drawings on the plans shall be installed for use in traffic signal construction. Enclosure boxes shall be open bottom. The cover supplied shall have a design load equal to that of the enclosure box. When multiple “Tiers” are specified the boxes must physically accommodate and structurally support compatible covers while possessing the highest Tier rating. In no assembly can the cover design load exceed the de sign load of the encl osure box. Stainless steel hex bolts and nuts shall be provided to secure the cover. Bolts and nuts shall withstand a minimum torque of 35 foot-pounds and a minimum of 750 pounds straight pull-out as a means to secure the cover to the box. Th e inside of the cover and the box shall be permanently marked (by impress or ink) with manufacturer’s name or logo, ANSI/SCTE Tier level and model number. If required by the Engineer, independent third party verification or test reports stamped by a registered Professional Engin eer certifying that all test pr ovisions of this specification have been met will be submitted with each subm ittal. All covers sha ll be provided with legend “Traffic Signal”, or as specified in pl ans, and the appropriate ANSI/SCTE Tier level embossed on their surface. Surface mounted junction boxes shall meet the requirements of Subsection 722.06 and shall conform to the specific requirements set out hereunder. Boxes shall be of size and characteristics as indicated on the plans. Section 637 Section 637

637.02.02 Conduit. All conduits shall meet the requirements of Subsection 722.05 and

shall conform to the specific requirements set out hereunder. Furnishing and installing plastic and steel conduit shall be in accor dance with these specifications and close conformity with the lines shown on the pl ans or as established by the Engineer. The Contractor may, at no additional cost to the Department, use larger size conduit, in which case it shall be for the entire length of the run with no reducing couplings permitted. Conduits for fiber optic cable shall be clear of obstructions. Water based lubricants shall be used to reduce the potential for outer sheath corrosion.

637.03 Construction Requirements .

637.03.1 Pull box/Enclosures. All enclosures shall be installed in accordance with the

manufacturer’s recommendations and as shown on the plans. Enclosures shall not be located in the roadway, side walk, driveway or other path way surfaces unless specifically required on the plans. Enclosures shall not be located in drainage collection areas and locations where drainage runoff occurs should be avoided whenever possible. The final grade of enclosure covers shall be flush with adjacent material when they must be installed within sidewalks, islands or barrier walls. The final grade of enclosure covers located in soil or sodded areas shall be approximately one (1) inch higher than adjacent earth or sodded areas. Enclosures located in soil or sodded areas shall be inst alled with a supporting poured concrete collar, as shown by details on the plans. Enclosures installed in driveways, sidewalks or similar areas shall also be insta lled with a poured concrete collar between the edge of the enclosure and the edge of the adjacent excavated material. When practical, enclosures shown in the near vicinity of concrete curbing shall be placed adjacent to the back of the curb. Positions of grade-level encl osures are shown on the plans in their relative positions only and if needed shall be repositioned with the approval of the Engineer. A minimum 1-foot depth of crushed gravel underlayment material shall be installed underneath all open bottom enclosures in acco rdance with details shown in the plans. Underlayment materials may be required in other installations if shown with details in the plans. All enclosure covers shall be secured to the enclosure box using bolts as indicated in detailed drawings in the plans. All pull boxes provided shall be of the following minimum dimensions for each respective pull box type. Pull Box Type Nominal Minimum Dimensions Width (inches) x Length (inches) x Depth (inches) Type 1 11” x 18” x 12” Type 2 13” x 24” x 18” Type 3 17” x 30” x 24” Type 4 24” x 36” x 24” Type 5 30” x 48” x 24”

637.03.2 Conduit. All material installed shall follow the following guidelines.

Blank duct plugs shall be used to seal the ends of all conduits immediately upon conduit placement. This includes, but is not limited to, intermediate/incomplete sections of conduit prior to conduit splicing or termination in pull boxes and empty conduits in pull boxes prior to cable installation. Section 637 Section 637 All conduits shall either be sealed with blank duct plugs or filled with duct putty or sealant, as approved by the Engineer. Conduit shall be installed in a straight line horizontal path between pull boxes and/or foundations except where shown otherwise in the plans.

637.03.2 1--Conduit Duct Bank . Continuous flexible conduit installation in earth shall

be trenched, horizontal directional bored or drilled, or plowed at the Contractor’s discretion, unless otherwise noted on the plans, at a minimum depth of 24-inches from the top of the conduit. Conduit duct banks shall be installed by configuring individual continuous flexible conduits into a continuous duct bank from termination point to termination point as shown in the Standard Details and other contract documents. All continuous flexible conduit located under the paved roadway in the plans shall meet the following requirements.

637.03.2 2--Rigid Galvanized Steel Conduit . Structural and Exposed conduit runs shall

be 2-inch rigid galvanized steel unless otherwise required by the plans. All conduit runs on structures and poles shall be properly terminated into the respective device, or a duct seal shall be installed so as to seal the conduit from moisture, insects, rodents and other foreign material. The costs of the galvanized steel conduit, and all associated fittings shall be included in the cost other items. Bushings shall be installed in conduit at all exposed conduit terminations for protection of the conductors.

637.03.2 3--Aerially Suppor ted Traffic Signal Conduits . The following requirements

are applicable to aerially supported installations:

637.03.2 4--Marking Tape. As shown in the plans Standard Details, marking tape shall

be installed above all underground conduit installed by trenching or plowing. Marking tape shall be installed in continuous manufactured lengths. No splicing or overlapping will be permitted. A minimum of four (4) feet of marking tape shall be installed into pull boxes where trenched conduit is terminating. Marking tape shall enter under the lower edge of the pull box. Section 637 Section 637 Marking tape will not be required when conduit is bored or plowed.

637.03.2 5--Conduit Detection Wire. One (1) conduit detection wire is required with all

conduits installed by any installation method, including trenching, directional boring, or plowing. Conduit detection wire will be re quired with all conduits installed by any installation method, including trenching, directional boring, or plowing. Only one (1) conduit detection wire will be required per installed conduit segment regardless of the number of conduits installed in that segment. Conduit detection wire shall be installed in conduit. Conduit detection wire will not be required for structure mounted conduit, except where underground segments of structure mounted conduit are greater than 20 feet in length. Conduit detection wire will not be required for conduit segments between pull boxes and pole/sign structure foundations, except where c onduit segments are great er than 20 feet in length. The conduit detection wire shall be continuous and unspliced between pull boxes and shall enter the pull boxes at the same location as the conduit with which it is installed, entering under the lower edge of the pull box. Four (4) feet of conduit detec tion wire shall be coiled and secured in each pull box or vault. Testing, as requested by the Engineer, shall be as follows:

637.03.2 6--Pull Tape. Pull tape shall be installed into each empty conduit and empty cell

within a multi-cell conduit. The pull tape shall be installed after conduit testing has been completed. Five (5) feet of slacked pull tape shall be installed and secured in each empty conduit or cell at each pull box. The pull tape shall be secured by tying it to the blank duct plug for the conduit in which it is installed.

637.03.2 7--Duct Plugs . Blank duct plugs shall be inst alled in each empty conduit that

enters a pull box, ground-mounted cabinet, pole foundation, hub, or building entrance. Section 637 Section 637 Cable duct plugs shall be installed in each conduit containing fiber optic or RDS communications cable that enters a pull box, ground-mounted cabinet, hub, or building entrance. Cable duct plugs shall not be used on conduits containing power service conductors.

637.04 Method of Measurement. Pull Box Enclosures of the type specified will be

measured as unit per each. Conduit of the type specified will be measured per linear feet to the nearest foot. All conduit types shall be measured along the conduit by the following:

637.05 Basis of Payment . Pull Box Enclosures, measured as prescribed above, will be

paid for at the contract unit price per each , which price shall be full compensation for furnishing all materials including the cover, installing, crushed gravel underlayment, poured concrete collars, replacement of sod or existing grassing, final clean-up and for all equipment, tools, labor and incident als necessary to complete the work. Conduit / Duct Bank, measured as prescribed above, will be paid for per linear feet, which price shall be full compensation for all materials, equipment, labor, trenching, installing, backfilling trench, plowing, directional boring, restoration, marking tape, pull tape, duct plugs, fittings, conduit detection wire, testing, bore logs, and all other incidentals necessary for the installation of the conduit system. Rigid Galvanized Steel, measured as prescrib ed above, will be paid for per linear feet, which price shall be full compensation for all materials, equipment, labor, all related materials including but not limited to couplings, mounting straps, bonding to ground, etc., Section 637 Section 637 that is installed on sign structures, poles or be tween the pull boxes, and all other incidentals necessary for the installation of the conduit system. Equipment cabinets will be included in the cost of other items and will not be measured separately. Marking Tape, Conduit Detection Wire, Pull Tape, Duct Plugs and Sealant will be included in the cost of the conduit and will not be measured separately. Payment will be made under: 637-A: Pull Box Enclosure, Type, Tier - per each 637-B: Pull Box Enclosure, Structure Mounted, Type - per each 637-C: Traffic Signal Conduit, Underground, Type, Size - per linear foot 637-D: Traffic Signal Conduit, Underground Drilled or Jacked, Type, Size - per linear foot 637-E: Traffic Signal Condu it, Structural Conduit, Type, Size - per linear foot 637-F: Traffic Signal Conduit, Aerial Supported, Type, No, Size - per linear foot 637-G: Traffic Signal Conduit, Underground Encased in Concrete, Type, Size - per linear foot 637-H: Traffic Signal Conduit Bank, Underground, Type, No., Size - per linear foot 637-I: Traffic Signal Conduit Bank, Underground Drilled or Jacked, Type, No., Size - per linear foot 637-J: Traffic Signal Conduit Bank, Structural Conduit, Type, No., Size - per linear foot SECTION 638 - FLASHER ASSEMBLIES

638.01 Description. This work consists of furnishing all components and materials

required to assemble flasher assemblies and School Zone Flasher Beacon assemblies, including options for solar powered applications, in accordance to these specifications and the details shown on the plans.

638.01.1 Operational Specifications. The two flashers on the flasher assembly shall

alternate on and off when recei ving a signal from the traf fic controller. The flasher assembly shall have beacons that flash at a rate of not less than 50 or more than 60 times per minute. The illuminated period of each flas h shall not be less th an 50% of the dwell time. The yellow signals shall be flashed a lternately. The beacons shall have a night dimming feature. Section 638 Section 638 The School Zone Flasher Beacon assembly shall be activated by an integrated, programmable microcontroller (Time Switch Un it). The Time Switch Unit shall store at least 500 days of flash data.

638.02 Materials. Materials for the assembly shall meet the following

Sections/Subsections: Traffic Signs and Sign Posts .............................................................. 721 Pull Boxe s ..................................................................................... 722.06 Traffic Signal Heads ..................................................................... 722.14

638.02.1 Solar/Battery Unit . All solar/battery units associated with flasher assemblies

shall include two (2) 10-watt solar panels no la rger than the footprint of the housing. The solar engine shall house two (2) field-replaceable , sealed lead-acid batteries no greater than 24 Ah each. The solar panel and battery system shall be 12 Volt DC. The solar panel shall meet the design qualification and type approval of photovoltaic modules in accordance with IEC 61215. This specification include s radiation testing, thermal testing, and mechanical testing for environmental conditions such as UV-exposure, thermal cycling, as well as degradation of maximum power output.

638.02.2 Solar Engine. All solar engine units associated with Flasher Assemblies shall

be constructed from powder coated aluminum. The solar panels shall be integrated into the solar engine. The solar engine shall have the provision to mount an external device for remote activation. The system shall have the capability to power such device. The solar engine must contain sufficient space to house a third party device inside a sealed enclosure located inside the solar engine.

638.02.3 Time Switch Unit . All time switch units associated with School Flasher

Assemblies shall be of solid state circuitry, continuous duty with a 7-day cycle clock operating from the 120 volt AC service line. Time switch unit shall automatically compensate for daylight savings time changes.

638.02.4 Hardwired option . Flasher assemblies shall have the option to operate on 120

volt AC electrical service. Flasher assemb lies operating on 120 volt AC shall be in accordance with Section 632.

638.03 Construction Requirements. Flashing Assemblies shall be installed at the

locations and as indicated in the plans and in conformance w ith the requirements herein.

638.03.1 Tests and Warranties. After completion of flasher units, the Contractor shall

demonstrate by tests to the Engineer's satisfaction that:  All circuits are continuous an d free from short circuits,  That all circuits are free from unspecified grounds,  That the resistance to ground of non-grounded conductors is at least one (1) megohm at 60°F measured with a 1000 ohms per volt megger, and  That the ground resistances are not more than 25 ohms. The system, including battery packs, solar panel, LED modules and all components, shall be guaranteed for a minimum of three (3) years. Section 638 Section 638

638.03.2 Solar/Battery Unit. The solar engine shall be installed, generally oriented

South, and in accordance with the manufactur er’s specifications. All batteries and electronics shall be mounted in the solar engine, with no external control cabinet or battery cabinet will be required. The solar engine shall be vented to provide cooling of the battery and electronic system. Venting shall be covered by wire mesh to prevent intrusion of insects.

638.03.3 Time Sw itch Unit. The time switch unit shall be installed in a sealed enclosure

that is mounted in the solar engine or alternatively in an external enclosure and in accordance with NEMA standards.

638.04 Method of Measurement. The Flasher Assembly and School Zone Flasher

Assembly will be measured as a unit quantity per each system installed. 638.05--Basis of Payment. Flasher Assembly and School Zone Flasher Assembly, measured as prescribed above, will be paid fo r at the contract unit price per each, which price shall be full compensation for furnishing labor, equipment, materials, solar powered options, the sign(s), the post, the post base and foundation, the flashing beacons, sign supports, solid state flasher unit( s), flasher panel, and applicable conduit and wiring on the post itself, stubbed out to the first pullbox, controller programming, final clean-up; and all incidentals necessary to complete the work. Conduit, pullboxes, and wiring necessary for communication from the traffic controller to the assembly shall be paid for under other item as shown in the plans. Payment will be made under: 638-A: Flasher Assembly * - per each 638-B: School Zone Flasher Assembly - per each 638-C: Flasher Assembly – Solar Powered - per each 638-D: School Zone Flasher Assembly – Solar Powered - per each * Additional information may be included SECTION 639 - TRAFFIC SIGNAL PREEMPTION SYSTEMS

639.01 Description. This item consists of providing Railroad Signal Preemption, Type

1 and Type 2 Emergency Vehicle Preemption fo r the traffic signal controller in accordance with Plan details, the Standard Specifications, these specifications, and as directed by the Engineer. The Type 1 Emergency Vehicle Preemption for the traffic signal controller shall utilize Radio/GPS to identify the presence of designated priority vehicles and cause the traffic signal controller to advance to and/or hold a desired traffic signal display selected from phases normally available. The Type 2 Emergenc y Vehicle Preemption for the traffic signal controller shall use optical communication to identify the presence of designated priority Section 639 Section 639 vehicles and cause the traffic signal controller to advance to and/or hold a desired traffic signal display selected from phases normally available.

639.02 Materials. All connections and equipment shall be new and constructed using the

highest quality, commercially available com ponents and techniques to assure high reliability and minimum maintenance of the emergency vehicle and railroad signal preemption systems. The requirements for the emergency pree mption vehicle equipment in Subsection

639.02.2 1 are to be furnished and installed by the local maintaining agencies and not the

responsibility of the Contractor. However, it is the responsibility of the Contractor to provide the intersection preemption equipment required in Subsection 639.02.2.2 and

639.03 that is compatible with the equipment listed in Subsection 639.02.2.1.

639.02.1 Railroad Preemption. The Railroad Signal Preemption shall consist of the

minimum following components:  Coordination  Flagger (as required)  Application Submittals (as required)  Connections to hardware (as required)

639.02.2 Type 1 and Type 2 Emergency Vehicle Preemption. Emergency Vehicle

Preemption Systems shall consist of the following principal Intersection Equipment components: Detectors/Receivers, Multimode Phase Selectors, and Auxiliary Interface Panel. The function intended for use with this system includes Emergency Vehicle Preemption to the traffic signal.

639.02.2 1--Vehicle Equipment.

639.02.2 1.1--Type 1 Emergency Vehicle Preemption .

639.02.2 1.1.1--Antenna. A GPS receiver and antenna shall obtain the vehicle position,

speed and heading from the GPS satellite system operated by the Department of Defense (DOD). The time information from the GPS satellites shall also be used to synchronize the frequency hopping of the 2.4 GHz radio. The Radio/GPS antenna cables shall consist of a pair of 25-foot coax cables with factory terminated SMA connectors. One of these connectors shall have a pin and the other shall have a socket.

639.02.2 1.1.2--Vehicle Control Unit. The vehicle control unit shall provide the interface

between the vehicle and the priority control system. The vehicle control unit shall also interface with the Radio/GPS module. The vehi cle control unit shall monitor the status of the vehicle turn signal via an interface cable that will connect between the vehicle control unit and the left and right turn signal lines in the vehicle. The vehicle control unit shall also monitor the disable input line as well as the remote activation input. Power to the vehicle equipment shall be provided through the vehicle control unit. The vehicle shall transmit the following information when within range of an equipped intersection: Section 639 Section 639  The priority level of the vehicle equipment. This shall be either high priority or low priority. The priority level shall be factory set. Each vehicle control unit shall be capable of setting 254 different agency IDs and 15 different vehicle type classifications with 9,999 different identification numbers per class.  The location, speed and heading of the vehicle.  The status of the vehicle’s turn signal.  The radio channel as assigned by the intersection and the serial number of the Vehicle Control Unit. The vehicle shall be capable of being wired so that the GPS data is available either while the equipment is requesting priority or when not requesting priority. The vehicle control unit shall be equipped with an ON/OFF switch to activate the system and request priority. The switch shall be depressed to activate the system. In addition, a remote activation line shall be provided to interface with other vehicl e equipment. This line shall have +12 VDC applied to request priority. The equipment sh all be configured to activate with the light bar/remote activation line or via the ON/OFF switch. The vehicle equipment shall be supplied complete with a 20-foot minimum installation cable as well as a 15-foot minimum vehicle interface cable. The vehicle control unit shall include multi-purpose communication ports compliant with the RS-232 communication standard. These ports shall enable unit configuration to be set into the vehicle control unit and read from vehicle control unit. It also shall allow real- time communication between the vehicle cont rol unit and the interface computer as well as interfacing with other devices. One of the ports shall be configured to output GPS data at a user selectable baud rate in the NMEA fo rmat while the vehicle control unit is turned On. It shall output the following messages (depending on the baud rate):  GGA Global Positioning System Fix Data (2400 baud and higher)  GSA GPS DOP and active satellites (2400 baud and higher)  GSV Satellites in view (4800 baud and higher)  RMC Recommended Minimum Navigation Information (1200 baud and higher) The vehicle control unit shall also have a series of indicator lights that will operate as follows:  A power indicator as well as an indicator light in the switch will indicate that the equipment is powered On.  A GPS indicator will indicate the status of GPS reception.  An indicator will indicate the status of the communication between the vehicle control unit and the Radio/GPS unit.  A disable indicator will indicate if the vehicle equipment is in a Disable mode. The disable indicator and the indicator in the power switch will flash green or any other color as approved by the Engineer.  The indicators shall be capable of being programmed to provide feedback for the following: o Phase selector has received preemption request. o Another vehicle approaching the inte rsection has received the preemption request. Section 639 Section 639 o Phase selector has received preemption request and another equipped vehicle is approaching the intersection from another direction. The vehicle control unit shall be equipped with a disable input that, when activated, will cause the radio to transmit that the vehicle is in Disable mode, thereby eliminating the possibility of the priority request continuing after the priority vehicle has arrived at its destination. The disable input shall be program mable to operate in either a latching or non- latching mode. The disable input shall be programmed so that the input may be activated by applying ground or by applying +12 VDC. Operation of the disable input shall be programmable using software. Additional inpu ts shall be included to temporarily switch the vehicle control unit to low priority and to Probe Mode. The vehicle equipment shall operate over a temperature range of -30ºF to 165ºF and a relative humidity range of 5% to 95%. Windows™ based software shall be available for programming the vehicle control unit through its RS-232 compatible multi-purpose port.

639.02.2 1.1.3--Radio. The Radio shall operate in the reserved Industrial, Scientific and

Medical (ISM) communications band, requiring no license. A 2.4 GHz spread spectrum/frequency hopping radio shall provide the communications from the vehicle to the intersection when within range of a Radio/ GPS equipped intersection. The radio shall have a transmit power of not more than one (1) watt. The radio shall have an unobstructed range of at least 2,500 feet. The radio shall m eet FCC Part 15 rules. Radio link association and coordination among intersections and vehicles shall be automatic.

639.02.2 1.2--Type 2 Emergency Vehicle Preemption.

639.02.2 1.2.1--Emitter. The emitter shall include a multi-purpose communication port

compliant with the SAE J1708 communication standard. This port shall enable unit configuration to be set into the emitter and read from the emitter. It also shall allow real- time communication between the vehicle and the emitter. An ON/OFF switch (available for each emitter) sh all be equipped with an indicator light providing internal diagnostics to assist in troubleshooting. While operating, the emitter shall conduct self-diagnostics designed to monitor data transmission integrity by checking for missing pulses. Any failures of the self-diagnostic tests shall be displayed by flashing of the ON/OFF switch indicator light. The emitter shall be equipped with a disabling input that, when activated, will cause the emitter to stop flashing. This input shall eliminate the possibility of inadvertent signal transmission after the priority vehicle has arrived at its destination. The disable input shall be programmable to operate in either a latching or non-latching mode. Operation of the disable input shall be programmable using software. The emitter shall provide operating modes th at allow it to be powered on with the strobe/LEDs for activation of the preempt. The emitter shall be powered by the DC voltage supplied from the battery of the vehicle, 10 to 32 volts DC. The unit shall be equipped with a weatherpro of in-line fuse holder and a weatherproof quick-disconnect plug. Section 639 Section 639 The emitter shall contain visible light LEDs which may be user configured as follows:  Flash at emitter flash rate during normal operation.  Flash at diagnostic rate when unit has failed or is in disable mode.  Off during normal operation, flash at diagno stic rate when unit has failed or is in Disable mode. The visible LEDs will be Off during normal operation.  Flash once per second for ten (10) seconds at power up.  Always Off: The visible LEDs will remain Off at all times. The Emitter shall be supplied complete with a two (2) foot installation cable. The flash sequence generated by the emitter shall carry three (3) types of information:  The first type shall be one (1) of three (3) distinctly different base frequencies of: o 10Hz for a low priority emitter; o 14Hz for a high priority emitter; or o 12Hz for Probe frequency.  The second type of information generated by the emitter shall be a vehicle classification and identification code that is interwoven into the base frequency flashes. Setting the vehicle classification and identification code shall be accomplished through Emitter Programming Software.  The third type of information generated by the emitter shall be reserved for setting the intersection detection range. A specially equipped emitter control module with a range setting command switch will enable th e Engineer to activate the range code from the vehicle. The emitters shall use infrared LEDs with an angle of half intensity of ±10 degrees to provide precise directionality control. The em itter shall operate over a temperature range of -30°F to +165°F. The emitter shall operate over a relative humidity range of 5% to 95%. Windows™ based software shall be available at no charge for programming the emitter through its SAE J1708 compatible multi-purpose port.

639.02.2 2--Inters ection Equipment.

639.02.2 2.1--Multimode Phase Selector. The multimode phase selector recognizes

inputs from both infrared and Radio/GPS activation methods at the intersection and supplies coordinated inputs to the controller. The multimode phase selector shall be designed to be installed in the traffic controller cabinet and is intended for use directly with numerous controllers. These include Type 170/2070 controllers with compatible software, NEMA controllers, or other controllers along with the system card rack and suitable interface equipment and controller software. The multimode phase selector shall include th e ability to directly sense the green traffic controller signal indications through the use of dedicated sensing circuits and wires connected directly to field wi re termination points in the traffic controller cabinet. This connection shall be made using the Auxiliary Interface Panel. Section 639 Section 639 The multimode phase selector will be a plug-in , 4-channel, multiple-priority, multi-modal device intended to be installed directly into a card rack located within the controller cabinet. The multimode phase selector shall be capable of using existing infrared or Radio/GPS system card racks. The multimode phase selector shall be powered from either +24 VDC or 120 VAC. The multimode phase selector shall support front-panel RS-232, USB and Ethernet interfaces to allow management by on-site inte rface software and central software. An RS- 232 port shall be provided on the unit. Additional RS-232 communication ports shall be available using the Auxiliary Interface Panel. The multimode phase selector shall have the capability of storing a minimum of 10,000 priority control calls. When the log is full, th e phase selector shall drop the oldest entry to accommodate the new entry. The multimode phase selector shall store each call record in non-volatile memory and shall retain the record if power terminates. The multimode phase selector shall support a minimum of 5,000 code pairs (agency ID, vehicle ID) for each of the priority leve ls, high and low, providing unique vehicle identification and system security im plementation at the vehicle level. The multimode phase selector shall include several programmable control timers that will limit or modify the duration of a priority control condition, by channel. The control timers will be as follows:  Max call time  Off approach call hold time  Lost signal call hold time  Call delay time The multimode phase selector shall have the ability to enable or disable all calls of all priority levels. This shall be independently settable by channel. A unique intersection name, which shall be broadcast, shall be settable for each Multimode Phase Selector. Up to 25 different radio channels shall be available to be assigned to the multimode phase selector. The multimode phase selector shall operate in a mode that shall vary the output based on the status of the approaching vehicle’s turn signal. Additional outputs available on an auxiliary interface panel may be needed. Setti ngs shall be available for this mode as follows:  Output mappings for each channel.  Separate setting for high and low priority levels.  Separate settings for each left turn, right turn or straight signal status for each of the four (4) channels and priority levels. The multimode phase selector’s default values shall be programmable by the operator on-site or at a remote location. Section 639 Section 639 The multimode phase selector shall be capable of three (3) levels of signal discrimination, as follows:  Verification of the presence of the signal of either high priority or low priority.  Verification that the vehicle is approach ing the intersection within a prescribed Estimated Time of Arrival (ETA).  Determination of when the vehicle is within the prescribed range, either by intensity level or distance from the intersection. The multimode phase selector shall include one (1) opto-isolated NPN, or sinking, output per channel that provides the following electrical signal to the appropriate pin on the card edge connector:  6.25Hz ±0.1Hz 50% on/duty square wave in response to a low priority call.  A steady ON in response to a high priority call.  The multimode phase selector will also have the option of providing separate outputs for High and Low priority calls for controllers that do not recognize a 6.25 Hz pulsed low priority request.  Additional outputs or output modes shall also be available on the Auxiliary Interface Panel in case of need for additional modes of operation. The multimode phase selector shall accommoda te the following three (3) methods for setting range thresholds for High and Low priority signals.  Based on the approaching vehicle’s Estimated Time of Arrival (ETA). This shall be settable between zero (0) and 255 sec onds in one (1) second increments.  Based on the approaching vehicle’s distance from the intersection. This shall be settable in one (1) foot increments.  Based on emitter intensity the system shall accommodate setting a separate range from 200 feet to 2,500 feet with range set points for both High and Low priority signals. The multimode phase selector will have the following indicators:  A status indicator that illuminates steadily to indicate proper operation.  A link indicator on the multimode phase selector illuminates if other radios are within range.  A radio indicator that indicates the status of the communication between the vehicle control unit and the Radio/GPS unit. The indicator illuminates to indicate that there is communication between the vehicle control unit and the Radio/GPS unit. The indicator illuminates to indicate that a GPS signal has been acquired and the 2.4 GHz radio is on the air.  LED indicators (one (1) for high priority, one (1) for low priority) for each channel display active calls as steady ON and pu lse to indicate pending preemption requests. The multimode phase selector shall have a test switch for each channel to test proper operation of High or Low priority. Section 639 Section 639 The multimode phase selector shall utilize the time obtained from the GPS satellites to time stamp the activity logs. The user will set th e local time zone (offset from GPS time) via the interface software. The interface software shall have the capability to set the multimode phase selector to automatically adjust the GPS time offset for changes in daylight savings time. An auxiliary interface panel shall be available to facilitate interconnections between the multimode phase selector and tr affic cabinet wiring as well as provide additional outputs. A multimode phase selector port may be configured to output GPS data at a user selectable baud rate in the NMEA 0183format. It will output the following messages depending on the baud rate:  GGA - Global Positioning System Fix Data (2400 baud and higher)  GSA- GPS DOP and active sate llites (2400 baud and higher)  GSV - Satellites in view (4800 baud and higher)  RMC - Recommended Minimum Navigation Information (1200 baud and higher) The following diagnostic tests are incorporated in the multimode phase selector:  Power up built in test  Communications port tests  Preemption output test call  Detector response test The multimode phase selector sha ll be capable of call bridging. When used with a GPS radio unit, the multimode phase selector shall relay a priority request to the next adjacent intersection based on the direction indicated by the vehicle’s turn signals. The multimode phase selector shall support evacuation mode for Low priority calls. The multimode phase selector shall allow relative priority.

639.02.2 2.2--Card Rack. The required card rack shall pr ovide simplified installation of

a multimode phase selector into controller cabine ts that do not already have a suitable card rack. The card rack shall be factory wired with on e (1) connector, located behind the card slot, and one (1) connector on th e front of the card rack. The card rack connector on the front shall provide for connections to the traffic controller. The Contractor shall verify card rack requir ements with the Engineer prior to submitting this equipment. One (1) version of the card rack shall contai n a 24 VDC power supply to power the phase selector. The power supply shall be capable of being powered by 100-240 VAC 50-60 Hz. Section 639 Section 639 Another version of the card rack shall pass 120 VAC through to the rear card rack connector. This version shall provide labeled terminal blocks for connecting the primary infrared detectors to a phase selector. Additionally, there shall be an optional card rack with a built-in Electromechanical Relay for use in switching high current loads such as flashers and gate operators. The relay shall be capable of switching the following loads. Resistive: 10 A, 240 VAC General Use: 7.5 A, 120 VAC 10 A, 30 VDC 7.5 A, 240 VAC 7 A, 30 VDC 1/6 hp, 120 VAC 1/3 hp, 240 VAC

639.02.2 2.3--Electri cal and Environmental Requirements. All equipment supplied as

part of the priority control system intended for use in the controller cabinet shall meet the following electrical and envir onmental specifications spelled out in the NEMA Standards Publication TS2 2003, Part 2: v02.06:  Line voltage variations per NEMA TS2 2003, Paragraph 2.1.2.  Power source frequency per NEMA TS2 2003, Paragraph 2.1.3.  Power source noise transients per NEMA TS2 2003, Paragraph 2.1.6  Temperature range per NEMA TS2 2003, Paragraph 2.1.5  Humidity per NEMA TS2 2003, Paragraph 2.1.5  Shock test per NEMA TS2 2003, Paragraph 2.2.9.  Vibration per NEMA TS2 2003, Paragraph 2.2.8  Non-Destructive Transient immunity NEMA TS2 2003, Paragraph 2.1.8.  Input-output terminals NEMA TS2 2003, Paragraph 2.1.7.  FCC Part 15 Subpart B Class A EMC Standard  Canada ICES-003, Issue 4:2004 Class A EMC Standard  EN50293: 2000 Electromagnetic Compatibility–Road Traffic Signal Systems– Product Standard.  EN 61326-1:2006 EMC Standard.  EN 55011:2007 +A2:2007 EMC Standard.

639.02.2 2.4--Type 1 Emergency Vehicle Preemption.

639.02.2 2.4.1--Intersection Radio/GPS Module. A GPS receiver and antenna shall

obtain the intersection position from the GPS satellite system operated by the DOD. The time information from the GPS satellites shall be used to synchronize the frequency hopping of the 2.4 GHz radio and to time stam p the activity log. Th e GPS receiver and the GPS antenna shall reside inside of the Radio/GPS module. A 2.4 GHz spread spectrum/frequency hopping radio shall provide the communications from the intersection to the vehicle as well as from intersection to intersection, or as shown in the plans. As an alternate, the following Radio/GPS unit and Radio GPS antenna may be used in the intersection. Section 639 Section 639 The Radio/GPS antenna shall be a hemispherical dome with a pair of 15-foot coax cables with factory terminated SMA connectors. One (1) of thes e connectors shall have a pin and the other will have a socket. This antenna sh all include one (1) element for receiving the GPS signal and one (1) element for transmitting and receiving the radio signal. This antenna, along with the radio/GPS module, may also be used in the intersection. The radio shall have a maximum transmit power of not more than one (1) watt. The radio shall have an unobstructed range of at least 2,500 feet. The radio will meet FCC Part 15 rules. The radio and the radio antenna shall reside inside of the Radio/GPS module. The Radio/GPS module shall be housed in an impact resistant poly carbonate housing that will include a water resistant wire entry point. It shall contain a water resistant access cover to facilitate cable termination. The Radio/GPS module shall be designed for mounting at or near an intersection on mast arms and span wire poles. Additional hardware may be needed. The Radio/GPS module shall communicate to the multimode phase selector via a Radio/GPS cable up to 250 feet in length.

639.02.2 2.4.2--Radio/GPS Cable. The Radio/GPS cable shall deliver sufficient power from the multimode phase selector to the Ra dio/GPS module and will deliver the necessary

quality signal from the Radio/GPS module to the multimode phase selector over a non-spliced distance of 250 feet. Coaxial cable will not be permitted for this cable. The Radio/GPS cable shall deliver sufficient power from the vehicle control unit to the Radio/GPS module and will deliver the n ecessary quality signal from the Radio/GPS module to the vehicle control unit over a non-spliced distance of 50 feet. The cable shall be of durable construction to satisfy the following installations:  Direct burial.  Conduit and mast arm.  Exposed overhead (supported by messenger wire) The outside diameter of the cable shall not ex ceed 0.4 inches. The insulation rating of the cable shall be 300 volts minimum. The temperature rating of the detector cable will be -40°F to +194ºF. The conductors shall be AWG #20 (7x28) stranded and individually tinned. The cable shall be shielded and have a drain wire to provide signal integrity and transient protection. When the aluminum enclosure version of the Radio/GPS module is used, the Radio/GPS cable assembly shall use a 15-pin connector that will mate with the connector on the Radio/GPS module.

639.02.2 2.5--Type 2 Emergency Vehicle Preemption.

Section 639 Section 639

639.02.2 2.5.1--Optical Detector.

639.02.2 2.5.1.1--General . The optical detector shall be a light-weight, weather proof device

capable of sensing and transforming pulsed optical energy into electrical signals for use by the traffic signal phase selection equipment.

639.02.2 2.5.1.2--Functional Requirements. The optical detector unit shall perform the

following functions and meet the requirements listed below.