925CONSTRUCTION SURVEYING AND LAYOUT

1102 922- 5 Basis of Payment: No direct payment will be made for furnishing and placing utility concrete. The cost will be considered as included in the price bid for the item of work in which the concrete is incorporated. SECTION 925 CONSTRUCTION SURVEYING AND LAYOUT : 925- 1 Description: The work under this section shall consist of furnishing all materials, personnel, and equipment necessary to perform all surveying, staking, establishment of all pit boundaries, l aying out of haul roads, and verification of the accuracy of all existing control points which have been provided by the Department. The control point verification process shall include locating and making ties to all section line, right -of-way, and roadw ay monuments in the vicinity of the proposed work. Included in this work shall be all calculations required for the satisfactory completion of projects, including grade and drain, overlay, safety, landscape, rest areas, structures, surfacing projects, or combinations thereof, in conformance with the plans and the specifications. The work shall include establishing and marking 'as- built' elevations on bridges, and culverts. The work shall be done under the direction of a registered professional engineer or a registered land surveyor employed by the contractor. The crew chief shall be (National Society of Professional Surveyors) NSPS Certified Level III, (National Institute for Certification in Engineering Technologies) NICET Certified Level III, or a registered Land Surveyor in Training. A minimum of 50 percent of the survey crew shall be either NSPS Certified Level II or NICET Certified Level II. All work affecting real property boundaries as described in Arizona State Board of Technical Registration Standards shall be performed under the direction of a registered land surveyor licensed in the State of Arizona. When construction of new right -of-way monuments is included with the project, the Department will establish all initial right -of-way monuments prio r to construction and forward a right -of-way staking plan to the contractor. Prior to completion of the construction project, as directed by the Engineer, the Department will supply, install, and stamp the final right -of-way markers. All other existing cadastral corners, such as section corners, quarter corners, intersecting street centerline monuments, and property corners that are destroyed by the contractor shall be re- established by a registered land surveyor employed by the contractor. Measurement of all pay quantity items will be the responsibility of the Department. TABLE OF CONTENTS INDEX 1103 When utility adjustments are a part of the contract, the contractor shall perform all layout work and set all control points, stakes and references necessary for carrying out all such adj ustments. The contractor shall not employ or engage the services of any person or persons in the employ of the Arizona Department of Transportation for the performance of any of the work as described herein. 925- 2 Materials, Personnel , and Equipment: Materials and equipment shall include, but shall not necessarily be limited to, vehicles for transporting personnel and equipment, properly adjusted and accurate survey equipment, straightedges, stakes, flagging, and all other devices necessary for checking, marking, establishing and maintaining lines, grades and layout to perform the work called for in the contract. The contractor shall furnish competent personnel to perform the survey work and layout. Traffic control devices and procedures for construction surveying shall be in accordance with the requirements of the MUTCD and associated ADOT Supplement. Field books or other electronic data collection records used by the contractor for recording survey data and field notes shall be available for inspection by the Department at any time and shall become the property of the Department upon completion of the work. 925- 3 Construction Requirements: 925- 3.01 General: Prior to beginning any survey operations, the contractor shall fur nish to the Engineer, for approval, a written outline detailing the method of staking, marking of stakes, grade control for various courses of materials, referencing, structure control, pavement markings, and any other procedures and controls necessary for survey completion. A part of this outline shall also be a schedule which will show the sequencing of the survey and layout work, throughout the course of the contract, listing a percentage of completion for each month. Section 1150, Chapter 11 of the ADO T Construction Manual shall be used by the contractor as a guide in the preparation of this outline. The ADOT Construction Manual is available on the Department’s website, through the Construction and Materials Group. When design survey is established and shown on project plans, the Department will provide a minimum of 3 control points within 1 mile of the project site, and centerline geometry information for the contractor’s use. Department furnished control points set in the field will be identified to the contractor. On projects without design survey, the Department will identify record drawings from which the contractor can establish construction survey. TABLE OF CONTENTS INDEX 1104 The contractor shall verify the accuracy of the control points established by the Department prior to use. The contractor shall, as part of the control point verification process, locate and make ties to any section line, right- of-way, and roadway monuments which will be affected by the proposed work. After verification of these points, the contractor shall notify the Department in writing of the results. The contractor shall establish an accurate construction centerline and bench marks for the proper layout of the work as described herein. Traverse and control points established by the contractor shall be provided to the Department as follows: For horizontal control, the contractor shall run a traverse from which construction centerline can be established. The control points, delineated by iron pins, marks in concrete, or similar devices, sh all be located to minimize the likelihood of their destruction during construction activities. Coordinates of these points or ties to construction centerline shall be provided to the Department . For vertical control, the contractor shall establish bench marks for the entire length of the project at horizontal intervals not to exceed 2,500 feet. Traverse or control points set by the contractor shall be identified in the field to the Department . When GPS is utilized, the contractor will furnish the GPS localization results to the Department at least seven days before beginning construction layout survey work. The Engineer may order the GPS localization calibration and associated 3D model to be broken into two or more zones to maintain the localized relationship between control points and original ground. The established initial right -of-way monuments shall be protected in place and re- established by the contractor , if disturbed, at no additional cost to the Department . For locating and establishing ties to section line, right -of-way, and roadway monuments, the contractor shall follow the standards listed in Subsection 925- 3.02(B) of the specifications. Throughout the work, when design survey is established and shown on project plans, the contractor shall set all stakes including centerline stakes; offset stakes; reference point stakes; slope stakes; pavement lines, curb lines and grade stakes; stakes for sewers, roadway drainage, pipe, under drains, clearing, paved gutter, guardrail, fence, survey monuments and culverts; blue tops for subgrade, subbase and base courses; control points for bridges, bridge piers, abutments, footings, pile cutoff, pile layout, pier caps, bridge seats, bridge beams, girder profiles and screed elevations; supplemental bench marks; permanent TABLE OF CONTENTS INDEX 1105 as-built elevation marks; and all other horizontal or vertical controls necessary for complete and accurate layout and construction of the work. Regardless of the staking method, construction stakes shall be marked in such a manner that all construction personnel can easily identify the stake location, elevation, and other appropriate information. The coordinates of any new control points established by the contractor during the course of the work shall be given to the Engineer within five working days of control point establishment. On surface treatment projects, and other projects wi thout horizontal control, stakes indicating locations shall be placed every 500 feet, unless otherwise defined in the Special Provisions. Locations may be painted on the pavement in place of staking when approved by the Engineer. If errors are discovered during the verification process, and control points do not agree with the geometrics shown in the plans, the contractor shall promptly notify the Engineer in writing, and explain the problem in detail. The Engineer will advise the contractor within five working days of any corrective actions which may be deemed necessary. Directed changes to the work shall be reimbursed under Subsection 925-5 of the specifications and additional contract time may be considered for any delays. The contractor shall be respon sible for the proper layout and accuracy of all property markers which are required by the project plans. Structure sites shall be accurately profiled and cross- sectioned, and structure control points shall be set and checked to assure the proper construction or installation of each structure. Profiles shall be approved by the Engineer prior to constructing or installing each structure. All profile survey data shall be entered in field books, or electronic reports satisfactory to the Engineer and preserved as a permanent project record. The contractor shall exercise care in the preservation of stakes, references and bench marks and shall reset them when any are damaged, lost, displaced or removed. On all projects, the centerline layout for the final surface course shall be established by instrument survey by the contractor and shall serve as marks for permanent traffic centerline striping. On projects requiring contractor striping, the contractor shall set points at intervals of not greater than 50 feet for each traffic lane at the beginning and ending of each yellow stripe, and at the beginning and ending of gores and tapers. The contractor shall also provide control points on the roadway, satisfactory to the Engineer, corresponding to the locations of all transition points for all lines of striping, including the beginnings, ends, TABLE OF CONTENTS INDEX 1106 breaks, and changes in the striping, including all tapers in the striping , and pavement edges when necessary to establish striping . A minimum of two weeks pr ior to any paving activities, the contractor, the contractor’s surveyors, the pavement marking subcontractor, and the Engineer shall meet to discuss the survey control for the applications of all temporary detour and permanent striping. At this meeting the contractor shall provide a written plan, satisfactory to the Engineer, to provide survey control and layout of the temporary detour and permanent striping in a timely manner. On projects that include no- passing zones, the contractor shall also coordinate the survey layout of such zones with the ADOT No Passing Zone Crew. The contractor shall contact the ADOT No Passing Zone Crew at the phone number provided on the project plans at least five working days before placement of the related pavement marking. On projects where traffic is being carried through the work zone, pavements shall be marked for traffic centerline delineation before the end of each work shift. Temporary pavement markings shall conform with the requirements set forth under Subsection 70 1-3.05 of the specifications and any subsequent modifications thereto. Any discrepancies in grade, alignment, earthwork quantities, locations or dimensions detected by the contractor shall immediately be brought to the attention of the Engineer. No changes in the project plans will be allowed without the approval of the Engineer. Requests for verification of earthwork quantities shall be in accordance with Subsection 203- 2.01 of the specifications. The Department reserves the right to make inspections and random checks of any portion of the staking and layout work. If, in the Engineer's opinion, the work is not being performed in a manner that will assure proper controls and accuracy, the Engineer will order any or all of the staking and layout work redon e at no additional cost to the Department. If any portion of the contractor's staking and layout work is ordered redone, resulting in additional rechecking by the Department, the Department shall be reimbursed for all costs for such additional checking. T he amount of such costs will be deducted from the contractor's monthly estimate. Inspection of the contractor's layout by the Engineer and the acceptance of all or any part of it shall not relieve the contractor of its responsibility to secure the proper dimensions, grades and elevations. TABLE OF CONTENTS INDEX 1107 925- 3.02 Resetting Monuments:

The contractor shall be responsible to maintain all existing monumentation, including section line, right -of-way, and roadway monumentation. Monumentation disturbed during construction shall be re-established by the contractor, and recorded at the appropriate county recorder's office, at no additional cost to the Department.

Section corner, quarter corner, and property corner monuments shall be re-established following the procedures in the Manual of Surveying Instructions 2009, published by the U.S. Department of the Interior, Bureau of Land Management, and all applicable statutes and requirements specified in the current Arizona State Board of Technical Registration's “Arizona Boundary Survey Minimum Standards.” The contractor shall also follow the ADOT Right -of-Way Standards when re- establishing right -of-way monuments.

Section line, right -of-way, and roadway monumentation re- established by the contractor shall bear the registration number of the Land Surveyor in responsible charge of the location. Monuments used to define section lines shall be stamped in accordance with Manual of Sur veying Instructions 2009, published by the Department of Interior, Bureau of Land Management. Roadway monumentation shall be stamped in accordance with the requirements of the appropriate municipal jurisdiction. Right -of-way monuments shall be stamped in accordance with the ADOT Right -of-Way Standards. Monuments that are re- established shall be recorded at the appropriate county recorder's office, and a copy of the Corner Recordation documentation shall be submitted to the Engineer within five working days of recordation. 925- 3.03 Office Survey Work: The contractor shall be compensated for office work associated with project survey under the following circumstances:

to lay out the project or any part thereof ;

erroneous plans information which results in the duplication of work; and TABLE OF CONTENTS INDEX 1108

which the contractor has already performed offic e work which results in the duplication of that work. The contractor shall not be compensated for any office survey wor k that includes the following :

complete and accurate to allow any additional information necessary for the complete layout of the project to be routinely calculated; and

office survey work. The contractor shall inform the Engineer in a timely manner of any omissions, ambiguities, or errors which the contractor feels may result in extra office survey work, so as not to delay the project or create unnecessary calculations. All office survey work shall be documented by the contractor and verified by the Engineer for compensation. Documentation shall consist of at least a detailed office diary specifically addressing the work involved in the alleged problem area. The contractor may be required to provide the calculations, charts, graphs, drawings, or other physical evidence which verifies the extra work. 925- 3.04 Survey Manager: The contractor shall be compensated for a survey m anager when deemed necessary for extra work ordered by the Engineer. The use of a survey manager, along with all survey manager duties required as a result of the additional work, must be authorized in advance by the Engineer. The survey manager shall be a Registered Land Surveyor in the State of Arizona. 925- 4 Method of Measurement: Construction surveying and layout will be measured on a lump sum basis. One -, two -, and three- person survey parties, survey managers, and office survey technicians will be measured by the hour to the nearest half hour. 925- 5 Basis of Payment: Payment for construction surveying and layout will be made at the contract lump sum price and will be made as follows: TABLE OF CONTENTS INDEX 1109 The approved schedule showing the sequencing and percentage of the survey and layout work, as submitted under Subsection 925- 3.01 of the specifications, shall be the basis on which monthly progress payments shall be made. This schedule shall be subject to periodic r eview, at the request of the contractor or the Department , if the survey and layout work lags or accelerates. If necessary the schedule will be revised to reflect changes in survey and layout progress. When approved by the Engineer , the revised schedule will become the basis of payment. If additional staking and layout are required as a result of additional work ordered by the Engineer, such work will be paid under items listed in the Special Provisions. Payment will be made at the respective predetermined unit prices listed in the table above. No additional payment will be made for overtime hours. Should such additional work require the contractor to pay travel and subsistence costs for the survey party or survey parties utilized, payment for travel and subsistence will be made under the provisions of Subsection 109.04 of the specifications, except that no mark- up will be allowed for profit and overhead. The Engineer will determine whether the additional work shall be performed by the contractor or by Department forces. The amount per hour for a one- person, two- person, or three- person survey party includes the cost of all work necessary to complete the extra work. Traffic control and flagging , including any necessary because of the additional staking and layout required as a result of extra work ordered by the Engineer, or additional work resulting from contract expansion and ordered by the Engineer, shall conform to the requirements of Section 701 of the specifications, Maintenance and Protection of Traffic , and will be measured and paid under the respective contract items. No payment will be made for the resetting of stakes, references, bench marks, and other survey control unless directed by the Engineer . The amount per hour for a survey manager and an office survey technician shall include all necessary office supplies and equipment . Unless otherwise directed by the Engineer, requests for payment for additional survey work performed shall be submitted prior to t he end of the monthly estimate billing period during which the work is performed. TABLE OF CONTENTS INDEX SECTION 926 1110 SECTION 926 ENGINEER’S FIELD OFFICE: 926- 1 Description: The work under this section shall consist of furnishing a separate field office for the use by the Department's Engineering Consultant (Engineer) within the limits of the project. The field office shall consist of a temporary building or trailer providing a minimum of 300 square feet of enclosed space and shall be provided with adequate lighting, ventilation and means of ingress and egress suitable to the intended use. The office shall be equipped with heating and cooling equipment capable of maintaining an ambient air temperature of 70 ± 5 degrees F, a potable water supply and a separate enclosed sanitary facility with flush toilet and lavatory conforming with applicable sanitary codes. The office shall be furnished with three office desks with chairs, a drafting table with stool, and two multi -station telephones with separate lines. The Engineer will designate the location of the office. The office shall remain on the project site for up to 30 calendar days following completion and acceptance of the work by the Department . If the project includes landscape establishment phase, the requirement specified will be applicable to the construction phase. The office shall be fully equipped with all utilities in service and shall be acceptable to the Engineer prior to commencement of any construction activity. The contractor shall be responsible for maintaining the office and all facilities and equipment therein in good working condition. Utility costs shall be the responsibility of the contractor as well as any fees for permits, sanitary, water, electrical or gas hookups, internet access charges, installation charges, etc. The cost of long distance telephone calls made by the Engineer will be paid for by the Engineer. Upon completion of the project and following removal of the office and any appurtenant structures, utilities, surfacing, etc., the affected areas shall be either restored to their former condition or improved as may be specified on the project plans. 926- 2 Blank : 926- 3 Blan k: 926- 4 Method of Measurement: The engineer’s field office will be measured on a lump sum basis or per month, as listed in the bidding schedule. TABLE OF CONTENTS INDEX 1111 926- 5 Basis of Payment: Payment for the engineer’s field office will be made at the contract lump sum price or contract unit price per month, which price shall be full compensation for the work complete in place, including all utility hook up charges, maintenance, and all monthl y utility charges, except for long distance telephone charges made by the Engineer as herein described and specified. Partial payments will be made in accordance with the following provisions when the work is paid on a lump sum basis:

percent of the amount bid for Engineer's Field Office will be paid; and

100 percent of the amount bid for Engineer's Field Office will be paid. The adjustment provisions in Section 104 of the specifications and the retention of funds provisions in Section 109 of the specifications will not apply to this item. SECTION 927 ENGINEE R'S FIELD LABORATORY : 927- 1 Description: The work under this section shall consist of furnishing a separate field laboratory for the use of the Department's Materials inspection and testing personnel within the limits of the project. The field laboratory shall consist of a temporary building or trailer providing a minimum of 300 square feet of enclosed space and shall be provided with adequate lig hting, ventilation and means of ingress and egress suitable to the intended use. The building or trailer shall be so supported as to be sufficiently stable so that the required testing procedures can be performed. The laboratory shall be equipped with heating and cooling equipment capable of maintaining an ambient air temperature of 68 to 78 degrees F, a potable water supply, and a separate enclosed sanitary facility with flush toilet and lavatory conforming to applicable sanitary codes. The laboratory sh all be furnished with an office desk with chair, a drafting table with stool, and a telephone for the use of the Department. It shall be furnished with a work bench 3 feet wide by 10 feet long by 36 inches high with base cabinets and drawers for equipment storage, and with three 110- volt, 20- amp outlets above the bench, and with a service sink and water supply for testing purposes. TABLE OF CONTENTS INDEX 1112 The Engineer will designate the location of the laboratory. The laboratory, equipped as stated above, shall remain on the sit e for a period not to exceed 30 calendar days following completion of the project. The office shall be fully equipped with all utilities in service and shall be acceptable to the Engineer prior to commencement of any work involving materials testing. The contractor shall be responsible for maintaining the laboratory and all facilities and equipment therein in good working condition. Utility costs shall be the responsibility of the contractor as well as any fees for permits, sanitary, water, electrical or gas hookups, installation charges, etc. The cost of long distance telephone calls made by the Engineer will be paid for by the Engineer. Upon completion of the work and following removal of the laboratory and any appurtenant structures, utilities, surfaci ng, etc., the affected areas shall be either restored to their former condition or improved as may be specified on the project plans. 927- 2 Blank: 927- 3 Blank: 927- 4 Method of Measurement: This work will be measured for payment by the lump sum as a single complete unit of work. 927- 5 Basis of Payment: Payment for this work will be made at the contract lump sum price which shall be full compensation for the item complete, including all labor, materials, equipment, all utility hookup charges, maintenance, and all monthly utilities charges, except for long distance telephone charges made by the Engineer as herein described and specified. Partial payments under this item will be made in accordance with the following provisions:

Laboratory will be paid with the first payment estimate after the laboratory is accepted by the Engineer ; and

monthly payments based on the expected use of the laboratory. The adjustment provisions in Section 104 of the specifications and the retention of funds provisions on Section 109 of the specifications shall not apply to this item. TABLE OF CONTENTS INDEX 1113 SECTION 928 GROUND- IN RUMBLE STRIP: 928- 1 Description: The work under this item shall include furnishing all tools, equipment and labor necessary to install ground- in rumble strips of the size and at the locations specified on the project plans or as directed by the Engineer. 928- 2 Construction Requirements: Rumble strips shall be constructed by mechanically milling or grinding grooves into new or existing asphalt concrete pavement . The grooves shall be constructed with a cylindrical configuration in the direction of the traffic flow, and shall be placed in accordance with the details shown on the project plans. Gaps in continuous rumble strips not shown on the plans will be designated by the Engineer. The grooves shall be constructed with equipment specifically designed to remove such material by means of grinding to a controlled line and grade. The equipment used shall be capable of removing the existing asphaltic concrete to the dimensions and tolerances specified on the plans. The removals shall be accom plished in a manner which does not scar the surface of the adjacent pavement. Grooves shall not be constructed in new asphaltic concrete pavements for a minimum of three days after placement, or 10 days after placement of new asphaltic concrete pavements with asphalt -rubber. Construction of the grooves may be allowed in less time if the contractor can demonstrate that the pavements are sufficiently cured. The contractor shall place a continuous control line as a guide for installation. The milling machine shall also be equipped with an approved guide that is clearly visible to the operator so that proper alignment of the grooves will be obtained. Lateral deviation of the milled rumble strips shall not exceed 1 inch in any 100 foot interval. Immediately upon completion of the ground- in rumble strip installation, the pavement and grooves will be cleaned of all milling debris. The contractor shall dispose of the milled material in a manner approved by the Engineer. 928- 3 Method of Measurement: Ground- in rum ble strips will be measured by the linear foot along the pavement edge line, at the locations shown in the project plans and in accordance with the specifications. Breaks in the continuous rumble strip for 10- foot skips, intersections, ramps, and other features will not be included in the measurement. TABLE OF CONTENTS INDEX 1114 928- 4 Basis of Payment: The accepted quantities of ground- in rumble strips, measured as provided above, will be paid for at the contract unit price per linear foot, which price shall be full compensation for the work complete in place as shown on the project plans and as specified herein. TABLE OF CONTENTS INDEX 1115 SECTION 1001 MATERIAL SOURCES : 1001- 1 Description: The work under this section shall consist of the procuring of borrow, topsoil, subbase and base materials, mineral aggregates for concrete structures, surfacing, and landscape plating, from sources either designated on the project plans or in the Special Provisions or from other sources. 1001- 2 General: The contractor shall determine for itself the type of equipment and work required to produce a material meeting the specifications. Sites from which material has been removed shall, upon completion of the work, be left in a neat and presentable condition . Where practicable, borrow pits, gravel pits, and quarry sites shall be located so that they will not be visible from the highway. The contractor shall provide an Environmental Analysis, as specified in Subsection 104.12 of the specifications, for any source proposed for use regardless of whether an approved Envi ronmental Analysis exists for the site. In accordance with Subsection 104.12 of the specifications, the contractor may incorporate an existing Environmental Analysis approved after January 1, 1999, provided that the analysis is updated as necessary to be in compliance with current regulations and with the contractor’s planned activities. It shall be the responsibility of the contractor to conduct any necessary investi gations, explorations, and research, on- site and otherwise, before and after submitting the bid proposal, to satisfy itself that the specified quantity and/or quality of material exists in any proposed material source. The Department makes no representatio n regarding quality or quantity of materials in any source. 1001- 2.01 Material Sources in Flood Plains: Any material source located in a flood plain and proposed for use on the project shall be reviewed by the appropriate agency having flood plain management jurisdiction for the area in which the proposed source is located. The contractor shall obtain a letter from the governing flood plain agency addressed to the Engineer, certifying that the location of the proposed source co nforms to the requirements of the floodplain management agency. TABLE OF CONTENTS INDEX 1116 Contractors seeking a flood plain material source are cautioned that Section 404 of the Clean Water Act may prevent use of the source unless an appropriate permit is first obtained from the U. S. Army Corps of Engineers. Except for surplus material from agency- administered flood control management projects, borrow material shall not be obtained from any area situated in the 100- year flood plain of any stream or watercourse, and located within 1 mile upstream and 2 miles downstream of any highway structure or surfaced roadway crossing. Surplus material from agency- administered flood control management projects may be used as borrow material only if the contractor submits written evidence to the Engineer that the flood control agency project was fully designed and funded prior to the date of advertisement for bids on the Department project. Material sources in flood plains located on Native American Indian Reservations will be considered for use ba sed on an individual analysis. The analysis shall include a review of applicable land use plans, flood plain management plans, environmental plans, applicable laws and regulations pertaining to Indian Reservations, and an engineering analysis of the effects on any highway facility or structure. The contractor shall obtain from the Native American Tribal Council all permits, licenses, and approvals and present to the Department for review. The Department will review each request on a case by case basis. 1001- 2.02 Information Available: The Department’s Materials Group maintains a listing of materials sources for which a completed Environmental Analysis is available and the landowner has allowed the source to be placed on the list. In addition, Materials G roup maintains files for those sites for which the Department holds an easement, license, permit, lease, or other right, as well as a General Plan of Operation and Restoration. The contractor may contact the Materials Group at (602) 712- 7231 for informati on and may review the files located at 1221 N. 21st Avenue, Phoenix, Arizona 85009- 3740. Contractors are advised that an agency having jurisdiction over the source, such as the Forest Service, Bureau of Land Management, Bureau of Reclamation, the State Land Department, etc., or the owner, as a condition to the use of the source, may have imposed certain obligations. The contractor who uses such a source shall assume full contractual responsibility for any and all of these obligations imposed either by the agency having jurisdiction or by the owner. Contractors considering such a source shall make themselves fully aware of any and all requirements imposed by the Department and the landowners. The contractor may propose the use of these or other sources, pro vided that all requirements of the specifications have been met. TABLE OF CONTENTS INDEX 1117 It shall be the responsibility of the contractor to comply with the provisions of the Environmental Analysis and with current laws, rules, and regulations. The Department makes no representation regarding quality or quantity of materials in any source. It shall be the responsibility of the contractor to conduct any necessary investigations, explorations and research, on- site and otherwise, to satisfy itself that the specified quantity and/or quality of material exists in any material source. 1001- 2.03 Usage of Materials: Approval of the use of any source shall be limited to the specific contract and purpose for which the use of the source was obtained. 1001- 2.04 Royalty Charges: If the Engineer approves a source for which the Department holds an easement, license, permit, lease, or other right with the landowner or controlling agency that includes requirements for the payment of royalties, the amount of the royalty charges and the name and address of the party to whom royalties are to be paid will be available from the ADOT Materials Group, 1221 N. 21st Avenue, Phoenix, Arizona 85009- 3740. Prior to the time of final payment, the contractor shall furnish the Engineer with evidence that all royalty charges have been paid. Such evidence shall consist of a waiver, release, or other written acknowledgement from the owner that all of the contract or’s obligations to the owner have been met. In the event that royalty charges have not been paid, the Department reserves the right to make such payment and to deduct the amount of such payment from monies due the contractor. The final billing and payment for material extracted from sources under the jurisdiction of the State Land Department will include a small administrative charge based on the total amount of royalties due for materials removed. Upon receipt of the final billing from the Department of Transportation, the contractor shall mail a check, payable to the State Land Department, addressed as follows: Arizona Department of Transportation Field Reports Section 206 South 17th Avenue Phoenix, Arizona 85007 TABLE OF CONTENTS INDEX 1118 1001- 2.05 Performance Bonds: If sources a re under the jurisdiction of either the State Land Department or the BLM , the contractor shall secure a performance bond. A fully executed copy of the bond shall be furnished to the Engineer along with evidence that a fully executed copy has been sent to the State Land Department or the BLM . The form of the Performance Bond will be available from the Materials Group, 1221 N. 21st Avenue, Phoenix, Arizona 85009- 3740. For pits under the jurisdiction of the BLM , the surety shall be a company listed under "Surety Companies Acceptable on Federal Bonds." This list is published annually as of July 1 in the Federal Register. Performance bonds shall be conditioned upon the compliance with t he requirements of the State Land Department and the BLM and the requirements of the specifications for the clearing of pit sites, the removal of material and the cleaning up of pit sites. Copies of fully executed performance bonds shall be mailed as follows: State Land Commission Bureau of Land Management State Land Department Manager, Land Office 1624 West Adams Street 222 North Central Avenue Phoenix, Arizona 85007 Phoenix, Arizona 85004 1001- 2.06 Sampling and Testing: The results of any sampling and testing accomplished by the Department will be available from the ADOT Materials Group, 1221 N. 21st Avenue, Phoenix, Arizona 85009 -3740. 1001- 2.07 Plan of Operation and Restoration: The contractor shall determine w hether the Department holds an easement, license, permit, lease or other right, for any proposed material source. For such sites, a project -specific Plan of Operation and Restoration will be required. The contractor shall obtain a copy of the related document and the Department’s General Plan of Operation and Restoration for the proposed site from the Materials Group. The contractor shall prepare and submit to the Engineer a project -specific Plan of Operation and Restoration which shall follow the format of the Department’s General Plan of Operation and Restoration, and shall take into account the requirements of the Environmental Analysis, as well as any restrictions placed on the use of the source by the landowner or agency. The proposed source will not be approved without an approved project - specific Plan of Operation and Restoration. Approval of the contractor’s project -specific plan does not constitute approval of the use of the source. TABLE OF CONTENTS INDEX 1119 The contractor shall identify and provide a person in charge of the operation. That person shall maintain copies onsite of the Department’s General Plan of Operation and Restoration, the contractor’s approved project -specific Plan of Operation and Restoration, the current Environmental Analysis, and the license and pe rmits issued to the Department by the landowner or agency. 1001- 3 Proposed Source : 1001- 3.01 Approval Requirements:

The contractor shall promptly advise the Engineer as to the source that it proposes to use. The contractor acknowledges that all the conditions set forth in this subsection shall be met prior to the source being approved for use. Other than sampling and testing, the requirements of this subsection shall be completed prior to initiation of any activities that disturb the existing conditions at the proposed source. The contractor further acknowledges that no additional compensation will be made on account of any delays in preparing or modifying the Environmental Analysis, obtaining approval for the use of a source, or the failure to obtain approval of a source. An extension of contract time may be granted only in accordance with Subsections 104.12 or 1001- 3.01(B)(4) of the specifications. Regulatory changes, specification changes, or other reasons may preclude the approval of a materials source. The contractor acknowledges that the D epartment may refuse to approve a material source even if the Department had approved the source for other projects. If all of the requirements for approval of a materials source have been accomplished for the project, and the Engineer has approved the sou rce for use on the project and, subsequent to that approval, the Environmental Analysis is rescinded, the contractor may request a revision to the contract in accordance with Subsection 104.02 and

108.08of the specifications. In reviewing the contractor’ s request, the

Department will take into account the following factors. Additional factors may be considered.

requirements of the Environmental Analysis and, if applicable, the site- specific Plan of Operations and Restoration; TABLE OF CONTENTS INDEX 1120

reasonably foreseeable;

changes;

Analysis may have r endered the source unacceptable; and

any impact to controlling activities on the project.

The use of a source will require written approval by the Engineer. No approval will be given until the contractor has complied with the following conditions:

of the source proposed for use and the Department has reviewed the analysis and satisfied itself that the use of such source will not have an adverse social, economic or environmental impact. The requirements of Subsection 1001- 3.01 of the specifications shall be completed prior to initiation of any activities that disturb the existing conditions at the proposed source, except for exploring test areas as specified in Subsection 1001- 3.02 of the specifications;

that he has secured the rights to the source, including ingress and egress;

the proposed source not only meets the requirements, but is also compatible with the established project design criteria developed by the ADOT Materials Group and based on the soil support value of the embankment; and the sampling and testing as herein specified has been satisfactorily completed;

Performance Bond as specified in Subsection 1001 -2.05 of the specifications; and

Department has approved, the site- specific plan of operations and restoration as specified in Subsection 1001- 2.07 of the specifications. TABLE OF CONTENTS INDEX 1121 The contractor shall also notify the Arizona Department of Agriculture, in accordance with the Arizona Native Plant Law, at least 30 days prior to any clearing operations of less than 40 acres on private land, 60 days prior to clearing operations of 40 or more acres on private lan d, and 60 days prior to any clearing of state land, regardless of size. If the Engineer is convinced that the contractor has made every effort to comply with the provisions of the Arizona Native Plant Law in contacting the Department of Agriculture, the E ngineer will increase the number of contract days by the amount of time required for action by the Department of Agriculture. The increase will not exceed 45 calendar days and will be concurrent with any increase allowed for the preparation of the Environmental Analysis.

If the Department determines that the proposed use will have major adverse impact on cultural or historic resources, the Department will not allow the use of the source.

For projects located on the Navajo Reservation, the Navajo Nation has adopted a permitting system for any sources, regardless of whether on or off the Navajo reservation, which are to supply material for projects located within its boundaries. No material source will be approved until the contractor submits a copy of the permit from the Navajo Nation allowing materials from the proposed source to be used on the project. For information concerning the permit, the contractor shall contact the Navajo Nation Historic Preservation Office. 1001- 3.02 Testing Requirements: The contractor shall furnish equipment and personnel and shall obtain representative samples of the material under the supervision of the Engineer. At the option of the contractor, the material shall be tested by either the Department or by a testing laboratory approved by the Department. The cost of all sampling and testing done for the purpose of attaining approval of any source, including the cost of supervision by the Engineer, shal l be borne by the contractor. If testing is performed by a testing laboratory, the contractor shall arrange for the samples to be delivered to the testing laboratory. Tests shall be performed using appropriate test procedures referred to in the sections of the specifications in which the specific material requirements are described. The contractor shall make the arrangements necessary to see that the testing laboratory submits the results of the tests to ADOT Materials Group. The contractor shal l submit to ADOT Materials Group sufficient quantity of material from the samples taken so that ADOT Materials TABLE OF CONTENTS INDEX 1122 Group may test the materials, at the Department’s expense, and verify the results. Exploratory sampling and testing activities conducted prior to the Department's approval shall be limited so as to cause the minimum amount of vegetation removal and surface disturbance required to obtain representative samples. The contractor shall not produce material, mobilize crushing equipment or clear a worksite prior to approval of the Environmental Analysis. The contractor may request an exemption from the testing requirements specified in this subsection upon presentation of evidence to the satisfaction of the Engineer that the material that will be produced on the project is sufficiently similar to material that has been previously acceptable to the Department on projects with similar materials specifications. No approval of the source shall be assumed, nor will it be made, until the Department has determined that the material meets the specified requirements. The contract time will not be adjusted because of any time required by either the contractor or the Department to sample and test the material and to determine the quality of the material. 1001- 4 Special Access: The contractor may make a request to the Engineer to approve special access to a controlled access highway if special access is not shown on the project plans. The request by the contractor shall be accompanied by an Environmental Analysis and by documents which specify the point(s) of access, the acquisition of right -of-way, the manner in which access will be att ained, the traffic control plan, and crossovers, along with all other appropriate data which will allow the Engineer to evaluate its request. If the request is approved, a supplemental agreement shall be entered into. All costs associated with the special access requested by the contractor shall be borne by the contractor, including, but not limited to, cattle guards, fences, gates and restoration work. When access is not being utilized, gates shall be closed and locked. Upon completion of all operations, the area within the right -of-way that has been disturbed shall be restored to the condition existing prior to the contractor's operations. The decision by the Engineer to deny a request by the contractor will be considered to be final. TABLE OF CONTENTS INDEX 1123 1001- 5 Operations at Source: 1001- 5.01 General Requirements: The contractor shall conduct its operations in such a manner as to preserve available materials in excess of project requirements. The contractor shall notify the Engineer in advance of operations at the source. Notice shall be given before and after clearing and grubbing, and before and after cleaning up. 1001- 5.02 Clearing and Grubbing : Before beginning stripping, the contractor shall clear and grub the source as necessary to prevent the contamination of materials to be used in the work. Clearing and grubbing shall be in accordance with the requirements of Section 201 of the specifications, except that the resulting surface need not be leveled and vegetable matter need not be separated fr om any overburden which the Engineer determines to be unsuitable for any future use and which is to be wasted. Clearing and grubbing shall be limited to the area expected to be excavated and areas used for processing and stockpiling. In the disposal of all tree trunks, stumps, brush, limbs, roots, vegetation and other debris removed, the contractor shall comply with the requirements of the A.R.S. Title 49 Chapter 3 – Air Quality; and with the Arizona Administrative Code Title 18 Chapter 2 – Department of Environmental Quality – Air Pollution Control. Burning will be permitted only after the contractor has obtained a permit from the ADEQ , and from any other Federal, State, County or City Agency that may be involved. When stripping is required, overburden shall be removed to the extent necessary to remove all undesirable materials and shall, at all times, be kept stripped at least 5 feet beyond the working face of the area being excavated. The contractor shall comply wi th the requirements of the landowner or agency having jurisdiction over the land. 1001- 5.03 Extraction of Materials: Materials shall be removed from the source in a workmanlike m anner and, when required, in accordance with the contractor’s project -specific Plan of Operation and Restoration. In order to produce acceptable material in the amount and gradation required, it may be necessary for the contractor to do any or all of the following, along with any other similar operations usually associated with the extraction, processing and production of the particular material being produced: TABLE OF CONTENTS INDEX 1124

sticks. If the Engineer determines that the material in a source is stratified, all material except borrow shall be removed for the full depth in such a manner as to produce a uniform blend of the material. Placing the material from different areas and depths into a surge pile and removing material from the surge pile by cutting through the pile will be acceptable provided that a uniformly bl ended material is obtained. Material sources located in drainage channels such as washes, river beds, etc., may experience seasonal variations in the depth of ground water. In order to produce the quantity of material estimated to be available, the contractor may be required to work below the water table. 1001- 6 Fences and Cattle Guards: Where the haul roads to material sources cross existing fence lines in areas where there is livestock of any kind, temporary cattle guards shall be installed by the contractor at each crossing. The livestock operator or owner shall be contacted prior to the beginning of any operations and effective measures shall be taken and means provided by the contractor to prevent livestock from straying. In operations where conditions will exist that are dangerous to livestock of any kind, temporary cattle guards and fence shall be installed around the pit area by the contractor to protect livestock. Temporary cattle guards and fence installed by the contractor shall be removed and existing fence disturbed shall be replaced or reconstructed and all fence shall be left in as good condition as it was prior to the beginning of work. 1001- 7 Cleaning Up: All overburden and other undesirable materials removed and all piles of waste materials resulting from operations in the source shall be handled in accordance with the requirements of the landowner or agency having TABLE OF CONTENTS INDEX 1125 jurisdiction over the land, t he Environmental Analysis, the project - specific Plan of Operation and Restoration, if applicable, and all laws, rules and regulations. All debris shall be removed and disposed of and, if directed, all open test holes shall be filled. Unless otherwise required, the sides of sources shall be sloped and smoothed so that livestock can enter and leave the excavated area safely. Unless otherwise required, all haul roads shall be obliterated and, as far as practicable, the ground left in as good condition as it was prior to hauling. 1001- 8 Method of Measurement and Basis of Payment: Except as may be otherwise specifically provi ded for in this section or elsewhere, no measurement or direct payment will be made for any costs involved in the procuring of materials. Such costs shall be considered as included in the cost of contract items. SECTION 1002 PAINT : 1002 -1 General Requirements: All paints specified herein shall be ready- mixed at the manufacturer's plant, except for inorganic zinc rich primer , which shall be mixed by the fabricator or at the project site just prior to application. All paints shall be standard paint products of the manufacturer with published product data sheets and shall comply in all details with the specifications . Ready- mixed paint shall be homogeneous, free of contaminants, and shall be of a consistency suitable for the use for which it is specified. The pigment shall be finely ground and properly dispersed in the vehicle, according to the requirements for the type of paint, and this dispersion shall be such that the pigment does not settle appreciably, does not cake or thicken in the paint container, and does not become granular, jelled , or curdled. Any settlement of pigment in the paint shall be easily dispersed with a paddle so as to produce a smooth uniform paint of the proper consistency. The manufacturer shall include in the paint the necessary additives for control of sagging, leveling, drying, drier absorption, and skinning. Lead, lead compounds, soluble barium compounds, or hexavalent chromium compounds shall not be used as raw materials in the paint formulas specified under this section, and shall not be added to any paint formulas specified under this section. The use of halogenated solvents is not permitted. Paint shall be furnished in new, unopened air -tight containers, which are clearly labeled with the exact title of the paint, Federal Specification number when applicable, name and address of the manufacturer, product code, date of paint manufacture, and the lot or batch number. The containers shall meet U.S. Department of Transportation Hazardous TABLE OF CONTENTS INDEX 1126 Materials Shipping Regulations. Precautions concerning the handling and the application of the paint shall be shown on the label of the paint containers. All of the paints of any coating system consisting of individual paints (such as a primer, intermediate coat, and topcoat), shall be made by the same manufacturer, and shall be designed and sold to be used together as a system. Only paints and paint systems approved in accordance with Subsection 1002- 3 of the specifications and shown on the Department’s Approved Products List (APL) will be allowed for use. Copies of the most current version of the APL are available on the Department’s website from the ADOT Research Center, through its Product Evaluation Program. Paint supplied by an approved manufacturer with a different product code from that which was previously evaluated and approved will require evaluation to determi ne if it is acceptable. The contractor shall submit to the Engineer a Certificate of Compliance for each lot or batch of paint supplied, in accordance with Subsection 106.05 of the specifications, prior to its use. Product data sheets listing the paint constituents and their proportions as well as Materials Safety Data Sheets (MSDS) are required for each paint material supplied prior to its use. All applicable governmental environmental regulations shall be adhered to during cleanup and for the disposal of unused paint. 1002- 2 Paint Types: 1002- 2.01 Three -Paint Coating System:

A three- paint coating system shall be for use on metallic surfaces, and shall include a primer (Paint Number 1), intermediate coat (Paint Number 2), and topcoat (Paint Number 3) from the same system. All three paints shall be water -based, 100 percent acrylic (acrylic latex) paints, unless a non water -based primer is specified, in w hich case, the topcoat and intermediate coat must be a water -based acrylic paint. Each individual paint shall conform to all of the chemical and physical characteristics and properties as declared on the manufacturer’s product data sheet. In addition, the paint color shall be as specified in the project plans, and the consistency shall be in accordance with the manufacturer’s recommendations. The contr actor shall use the checking and calibration procedures found in ASTM D4212 and verify the paint consistency with the Engineer prior to each application. Each coating is intended for spray application. Limited application can be made by brushing or rolling if approved by the Engineer. TABLE OF CONTENTS INDEX 1127

This paint shall be used on blast cleaned steel surfaces for the first coat of a three- paint coating which must include Paint Number 2 and Paint Number 3 from the same system.

This paint for intermediate coats shall be used on primed steel surfaces as the second coat of a three- paint coating system which must include Paint Number 1 and Paint Number 3 from the same system. The paint shall be appropriately tinted to contrast with the prime coat.

Paint for topcoats shall be used as the third coat of a three- paint coating system which must include Paint Number 1 and Paint Number 2 from the same system. For topcoats, the gloss shall be as specified on the project plans. The available colors for topcoats shall provide visual matches to the colors given in the Federal Standard No. 595. The colors shall be available in high -gloss enamels, if required. 1002- 2.02 Zinc Rich Primer : Zinc -rich primer shall be a solvent based, one- part, epoxy ester, zinc- rich coating made to contain no less than 89 percent by weight of zinc dust in the dried film. Zinc- rich primer is suitable for limited use on cuts, welds, or damaged galvanized surfaces, as needed to restore the continuity of cathodic protection. Zinc- rich primer shall be certified by the manufacturer to be compatible with any suitable water -based acrylic finish paint. Zinc -rich primer shall be used where zinc paint is called for elsewhere in the specifications. 1002- 2.03 Inorganic Zinc -Rich Primer : Inorganic zinc- rich primer shall be a solvent -based three- component, inorganic, ethyl silicate, zinc- rich coating for use on steel surfaces which will be exposed to severely corrosive environments. The primer shall be mixed in accordance with the manufacturer’s directions by the fabricator or at the project site just prior to application. Inorganic zinc- rich primer shall be made to contain no less than 80 percent by weight of zinc dust in the dried film, and shall be certified by the manufacturer to form a strong bond to properly cleaned and prepared steel surfaces, either sandblasted or galvanized. This primer shall also be certified by the manufacturer to be compatible with any suitable water -based acrylic finish paint. TABLE OF CONTENTS INDEX 1128 1002- 2.04 Alkyd Primer: Alkyd primer shall be solvent -based, and shall be designed for ferrous metal surfaces where there are rusting i ssues which rule out the use of a water -based primer. Such surfaces may include ornamental iron, tanks, fabricated parts, handrails, and objects referred to as “black steel.” Alkyd primer shall be certified by the manufacturer to be compatible with any suitable water -based acrylic finish paint. 1002- 2.05 Direct -to-Metal (DTM) Combination Primer and Finish Paint: This paint shall be a water -based acrylic paint specially designed for use as a direct -to-metal (DTM) primer or combination primer and finish. The product shall be certified by the manufacturer to form a strong bond to properly cleaned and prepared surfaces of structural steel and other metallic products such as metal buildings, tanks, and pipes. It shall also be certified to bond with other properly cleaned and prepared surfaces such as galvanized steel, oil -based paints, and alkyd enamels. When used on ferrous metal surfaces where there are rusting issues, the paint shall be rust -inhibitive. Direct -to-metal combination primer and finish paints shall be designed to be usable as a complete two or three coat system. When used as a primer only, the paint shall be certified by the manufacturer to be compatible with any suitable water -based acrylic finish paint. 1002- 2.06 Acrylic Emulsion Paint: Acrylic emulsion paint shall be used on concrete and masonry surfaces, and shall be a water -based, 100 percent acrylic (acrylic latex) paint. This paint may be tinted by using “Universal” or “al l purpose” concentrates. The color of the final coat of paint shall be as indicated on the project plans. If no color is specified on the plans, the paint color shall approximate that of paint color chip No. 30318, as specified by Federal Test Standard Number 595, when applied to either a concrete test specimen measuring 2 feet by 2 feet, or to the surface of the concrete structure to be painted. The Engineer will determine color acceptance by visual inspection. 1002- 3 Sampling and Testing:

Any lot or batch of paint may, at any time, be sampled and tested for conformance to the specifications and the chemical and physical characteristics and properties as declared by the manufacturer on the product data sheets submitted with the original samples used in the TABLE OF CONTENTS INDEX 1129 evaluation and approval of the product . Also, complete coating syste m samples may be required at any time for follow -up evaluation using the performance test method employed in the original evaluation for approval of the system.

Metallic Surfaces : Coating systems composed of the paints specified in Subsections 1002- 2.01 through 1002- 2.05 of the specifications will be tested as complete systems applied to steel panels and weathered in accordance with ASTM G154, and exposure cycle number 4 of ASTM D4587, in the Q -U-V Accelerated Weathering Tester, utilizing UVB 313 lamps. Each system shall have an evaluation rating of 100 or greater after 2000 hours of weathering. The procedure is as follows:

(ASTM D609, Type 3, ASTM A366). The paint will be thinned to 75 ± 2 Ku consistency using demineralized water. Three coats, each approximately 2 mils t hickness are applied to each of four panels according to ASTM D823. The fourth coated panel from each set will be inscribed with an “X” cut to the steel substrate and extending across the entire coated area;

be D = 8 h UV/60 degree C followed by 4 h CON/45 degree C. One panel from each set of four shall be removed at 1000 hours and another at 1500 hours. The last two panels shall be removed at 2000 hours;

measures of degradation which may be found to occur under the conditions of exposure. For each measure, a rating scale of one to five points will be applied. A rating of one point indicates the poorest performance and five points indicate the best performance. The rating from each measure is multiplied by a weighting factor which represents the relative importance of that measure. The product is a score for that measure. The sum of the scores for all measures is the overalls core for the system. To be acceptable, paint systems shall have an overall score of 100 or higher ;

ASTM D772 are used in combination to determine the rating scale. A weighting factor of three will be applied to the results of these tests;

used in combination to determine the rating scale. A TABLE OF CONTENTS INDEX 1130 weighting fact or of three will be applied to the results of these tests;

for evaluating the degree of rusting. A weighting factor of three will be applied to the results of this test ;

used in combination to determine the rating scale. A weighting factor of three will be applied to the results of these tests;

the rating scale is from the Classification of Adhesion Test Results under Test Method B. A weighting factor of five will be applied to the results of this test ; and

is employed to determine flexibility. The degree of cracking observed after bending is used to determine the rating scale. A weighting factor of five will be applied to the results of this test.

Paint for concrete and masonry surfaces will be tested in accordance with the following procedures:

The paint will be applied to concrete mortar panels and weathered in a Q-U-V accelerated weathering tester, according to ASTM G154, for 2000 hours utilizing UVB -313 lamps, and exposure cycle number 4 of ASTM D4587. The paint weathered in this manner shall show no appreciable change in color or appearance due to fading, chalking, or material reaction.

The paint shall be applied to a concrete or masonry test surface approved by the Engineer, in accordance with the application plan specified in Subsection 610- 3.03 of the specifications. After a minimum period of 30 days of outdoor exposure, the adhesion of the paint will be measured. Testing will be performed in accordance with the requirements of ASTM D4541, Method E, with a strength of at least 100 pounds per square inch being requi red. In addition, testing will also be performed in accordance with the requirements of ASTM D3359, Method A, with a rating of 3A or higher being required. TABLE OF CONTENTS INDEX 1131 SECTION 1003 REINFORCING STEEL : 1003- 1 General Requirements: Reinforcing steel shall be furnished in the sizes, shapes, and lengths shown on the plans and in conformance with the requirements of the specifications. Certificates of Compliance conforming to the requirements of Subsection

106.05of the specifications shall be submitted for epoxy coated

reinforcing bars, as well as uncoated reinforcing bars, wire, and welded wire fabric. In addition, for epoxy coated reinforcing bars, Certificates of Compliance shall be required from the coati ng manufacturer and Certificates of Analysis shall be required from the coating applicator . When reinforcing steel is delivered to the site of the work, the contractor shall furnish the Engineer with a copy of all shipping documents. Each shipping document shall show the sizes, lengths and weights of the reinforcing steel separately for each structure. 1003- 2 Reinforcing Bars: Except when used for wire ties or spirals, steel bars used as reinforcement in concrete shall be deformed and shall conform to the requirements of ASTM A615. Unless otherwise specified, steel bars meeting the requirements of ASTM A706 may be substituted for ASTM A615 steel bars. When ASTM A706 bars are used, tack welding of the reinforcement will not be permitted unless approved in writing by the Engineer. Where shown on the plans, the bars shall be Grade 60. Where Grade 60 is not specified on the plans, Grade 40 shall be used if immediately available. If Grade 40 is not immediately available, Grade 60 may be used exclusively or in combination with Grade 40 provided that the conditions under which the grades are used in combination are acceptable to the Engineer and further provided that there is no additional cost to the Department. 1003- 3 Wire: Steel wire used as spirals or ties for reinforcement in concrete shall conform to the requirements of ASTM A82 . 1003- 4 Welded Wire Fabric: Welded wire fabric used as reinforcement in concrete and mortar shall conform to the requirements of AASHTO M 55. TABLE OF CONTENTS INDEX 1132 1003- 5 Epoxy Coated Reinforcing Bars: 1003- 5.01 Steel: Steel reinforcing bars shall conform to the requirements of Subsection 1003- 2 of the specifications. 1003- 5.02 Epoxy for Coating: A list of powdered epoxy resins which have passed prequalificati on tests, as described in ASTM A775 , "Epoxy Coated Steel Reinforcing Bars ", and which may be used if the material is applied and cured in the same manner as that used to coat the test bars in the original powder prequalification test may be found on the Department’s Approved Products List. Copies of the most current version are available on the Department’s website from the ADOT Research Center through its Product Evaluation Program. Prequalification testing may be performed by the National Bureau of Standards, State laboratories, or qualified private independent laboratories. The powdered epoxy resin selected by the contractor and furnished by the manufacturer shall be of the same material and quality as the resins listed on the Approved Products List. The approved powders are based on specific reinforcing steel preparation and powder application and curing methods and these identical methods shall be followed during fabrication. The contractor shall furnish a Certificate of Compliance from the coating manufacturer, conforming to the requirements of Subsection 106.05 of the specifications. The Certificate of Compliance shall properly identif y the batch and/or lot number, material, quantity of batch, date of manufacture, name and address of manufacturer, and a statement that the material is the same composition as the initial sample prequalified for use. The certificate shall also state that production bars an d prequalification bars have been identically prepared and applied with epoxy powders. Patching or repair material, compatible with the coating and inert in concrete, shall be made available by the epoxy coating manufacturer. This material shall be suitable for repairs made by the contractor of areas of the coating damaged during fabrication and/or handling in the field. 1003- 5.03 Application of Coating: The coating applicators facilities shall be subject to approval by the Department. Applications for approval of facilities shall be made to the Department by the coating applicator. TABLE OF CONTENTS INDEX 1133 The surface to be coated shall be blast cleaned in accordance with the requirements of the Society for Protective Coatings, Surface Preparation Standard SSPC SP10, Near White Blast Cleaning. The powdered epoxy resin coating shall be applied to the cleaned surface as soon as possible after cleaning and before visible oxidati on occurs. In no case shall more than eight hours elapse between cleaning and coating. The protective epoxy coatings shall be applied by the electrostatic spray method or the electrostatic fluidized bed method in accordance with the recommendations of the coating manufacturer. The epoxy coating may be applied before or after fabrication of the reinforcing. The epoxy coating shall be applied as a smooth uniform coat. After curing, the coating thickness shall be 10 ± 2 mils. Coating thickness shall be controlled by taking measurements on a representative number of bars from each production lot. Coating thickness measurements shall be conducted by the method outlined in the Society for Protective Coatings Paint Application Standard SSPC PA2. The coating shall be checked visually after cure for continuity. It shall be free from holes, voids, contamination, cracks and damaged areas. The coating shall not have more than two holidays (pinholes not visible to the naked eye) in any linear foot of the coated item. A holiday detector shall be used, in accordance with the manufacturer's instructions, to check the coating for holidays. The flexibility of the coating shall be evaluated on a representative number of bars selected from each production lot. The coated bar shall be bent 120 degrees (after rebound) around a 6-inch diameter mandrel. The bend shall be done at a uniform rate and may take up to one minute to complete. The test specimens shall be at thermal equil ibrium between 68 and 85 degrees F at the time of testing. No cracking of the coating shall be visible to the naked eye on the outside radius of the bent bar. The contractor shall furnish a Certificate of Analysis from the coating applicator, conforming to the requirements of Subsection 106.05 of the specifications, with each shipment of coated steel. In addition to the requirements of Subsection 106.05 of the specifications, the Certificate of Analysis shall state that the coated items and coating material have been tested in accordance with the requirements of this subsection and that the entire lot is in a fully- cured condition. The coating applicator shall be responsible for performing quality control and tests. This will include inspection and testing to determine compliance with the requirements of this subsection for the coating thickness, continuity of coating, coating cure, and flexibility of coating. TABLE OF CONTENTS INDEX 1134 The Department reserves the right to have its authorized representative observe the preparation, coating and testing of the reinforcement bars. The representative shall have free access to the plant, and any work done when access has been denied will be automatically rejected. If the representative elects, lengths of coated bars may be taken from the production run on a random basis, for test, evaluation and check purposes by the Department. 1003- 5.04 Shop Repair: Epoxy coated reinforcement bars which do not meet the requirements for coating thickness, continuity of coating, coating cure or flexibility of coating shall not be repaired. Reinforcement bars with these defects shall be replaced or alternat ely, stripped of epoxy coating, recleaned and recoated in accordance with the requirements of this specification. Coating breaks due to fabrication and handling shall be repaired with patching material if the defective area exceeds 2 percent of the surface area of the bar in a 1 -foot length and the damaged spot is larger than 1/4 by 1/4 inch. The repair of coating breaks shall be limited to bars on which the total of the defective coating areas does not exceed 5 percent of the surface area of the reinforcem ent bar. Bars with greater than 5 percent damage shall be replaced or alternately, stripped of epoxy coating, recleaned and recoated in accordance with the requirements of this specification. SECTION 1004 STRUCTURAL METALS: 1004- 1 General Requirements: Certificates of Analysis conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1004- 2 Structural Steel: Structural carbon steel shall conform to the requirements of AASHTO M 183 (ASTM A 36). High strength low -alloy structural columbium vanadium steel shall conform to the requirements of AASHTO M 223. High strength low -alloy structural steel up to 4 inches thick with 50,000 pounds per square inch minimum -yield point shall conform to the requirements of AASHTO M 222 (ASTM A588). TABLE OF CONTENTS INDEX 1135 1004- 3 Steel Structural Rivets: Steel structural rivets shall conform to the requirements of AASHTO M 228 (ASTM A502). 1004- 4 Bolts, Nuts , and Washers: High strength structural steel, bolts and washers shall conform to the requirements of Section 604- 2.03 of the specifications. Bolts and nuts other than high strength steel bolts shall conform to the requirements of ASTM A307, Grade A. Nonheaded anchor bolts, either straight or swaged, to be used for structural anchorage, shall conform to the requirements of AASHTO M 183 (ASTM A36). 1004- 5 Steel Forgings: Carbon steel forgings shall conform to the requirements of AASHTO M 102 (ASTM A668, Class C). 1004- 6 Castings: Carbon steel castings shall conform to the requirements of AASHTO M 103 (ASTM A27, Grade 65- 35). Gray iron castings shall conform to the requirements of AASHTO M 105 (ASTM A48, Class 30B). Malleable iron castings shall conform to the requirements of ASTM A47, Grade 35018. Drainage structure castings shall conform to the requirements of AASHTO M 306. The weight of aluminum covers shall not be less than 150 pounds. 1004- 7 Cast Bronze and Copper -Alloy Plates: Cast bronze bearing and expansion plates shall conform to the requirements of AASHTO M 107 (ASTM B22, Copper Alloy UNS No. C 91100). Rolled copper -alloy bearing and expansion plates shall conform to the requirements of AASHTO M 108 (ASTM B100, Copper Alloy UNS No. C 51000 and No. C 51100). 1004- 8 Steel Tubes: Steel tubes, low -carbon, tapered for structural use shall conform to the requirements of ASTM A595, Grade A. TABLE OF CONTENTS INDEX SECTION 1005 1136 1004- 9 Steel Pipe: Steel pipe shall conform to the requirements of ASTM A53, Grade B, Type E or S, except hydrostatic testing will not be required. SECTION 1005 BITUMINOUS MATERIALS : 1005- 1 General Requirements: Bituminous materials shall conform, when tested in accordance with the tests hereinafter enumerated, to the following requirements, as applicable, for the types and grades designated and used. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1005- 2 Sampling of Bituminous Material: Sampling of bituminous material shall conform to the requirements of Arizona Test Method 103. Samples shall be taken by the contractor and witnessed by the Engineer. The point of sampling and the number of samples will be specified by the Engineer. The contractor shall provide convenient facilities for obtaining accurate samples of bituminous material. 1005- 3 Bituminous Material Requirements: 1005- 3.01 Asphalt Cement: Asphalt cement shall be a performance grade (PG) asphalt binder conforming to the requirements of AASHTO M 320. The pressure aging temperature shall be as specified below: PG Asphalt Binder Pressure Aging Temperature PG 76 -XX or PG 70 -XX 110 ºC PG 64 -XX, PG 58 -XX, or PG 52 -XX 100 ºC

If PG 76 -22 TR+ asphalt binder is used, it shall conform to the requirements of Table 1005- 1a. If P G 70 -22 TR+ asphalt binder is used, it shall conform to the requirements of Table 1005- 1b. If PG 64 -28 TR+ asphalt binder is used, it shall conform to the requirements of Table 1005- 1c. TABLE OF CONTENTS INDEX 1137 If, during asphaltic concrete production, it is determined by testing that asphalt cement fails to meet the requirements for the specified grade, the asphaltic concrete represented by the corresponding test results shall be evaluated for acceptance. Should the asphaltic concrete be allowed to remain in place, the contract unit price for asphalt cement will be adjusted by the percentage shown in Table 1005- 1. Should the asphalt cement be in reject status, the contractor may, within 15 days of receiving notice of the reject status of the asphalt cement, supply an engineering analysis of the expected performance of the asphaltic concrete in which the asphalt cement is incorporated. The engineering analysis shall detail any proposed corrective action and the anticipated effect of such corrective action on the performance. Within three working days, the Engineer will determine whether or not to accept the contractor’s proposal. If the proposal is rejected, the asphaltic concrete shall be removed and replaced with asphaltic concrete meeting the requirements of the applicable specifications at no additional expense to the Department. If the contractor’s proposal is accepted, the asphaltic concrete shall remain in place at the applicable percent of contract unit price allowed, and any necessary corrective action shall be performed at no addit ional cost to the Department. 1005- 3.02 Liquid Asphalt: Liquid asphalt shall conform to the requirements of AASHTO M 82, Cut - back Asphalt (Medium Curing T ype). Adjustments in the contract unit price, in accordance with the requirements of Table 1005 -2, will be made for quantities of material represented by the corresponding test results. 1005- 3.03 Emulsified Asphalt: Emulsified asphalt shall conform to the requirements of Table 1005- 3 for Anionic Rapid Set (RS -1, RS -2), Anionic Slow Set (SS -1), Cationic Rapid Set (CRS- 1, CRS -2) and Cationic Slow Set (CSS -1). Polymerized Cationic Rapid Set (CRS -2P) emul sified asphalt shall conform to the requirements of Table 1005- 3a. Polymerized High Float (HFE -150P) and (HFE -300P) emulsified asphalt shall conform to the requirements of Table 1005- 3b. Emulsified asphalts shall be homogeneous. If emulsified asphalt has separated, it shall be thoroughly mixed to e nsure homogeneity. If emulsified asphalt has separated due to freezing, it shall not be used. Emulsified asphalt shall not be used after 30 days from delivery. TABLE OF CONTENTS INDEX 1138 The contract unit price will be adjusted, to the nearest cent, for quantities of emulsified asphalt which do not meet the specified minimum percent residue. The adjusted contract unit price will be determined by the following:

1005- 3.04 Emulsified Asphalt (Special Type): Emulsified asphalt (special type) shall consist of Type SS -1 or CSS -1 diluted with water to provide an asphalt content not less than 26 percent. The water used shall be potable. The material shall not be di luted in the field. 1005- 3.05 Recycling Agents: Recycling agents shall conform to the requirements of Table 1005- 4. 1005- 3.06 Emulsified Recycling Agents: Emulsified recycling agents shall conform to the requirements of Table 1005- 5. The contract unit price will be adjusted, to the nearest cent, for quantities of emulsified recycling agent which do not meet the specified minimum percent residue. The adjusted contract unit price will be determined by the following:

1005- 3.07 Other Requirements: Other requirements for bituminous materials shall conform to the requirements of Table 1005- 6. [ ] Price Unit Contract x Residue Percent Minimum SpecifiedTesting From Residue Percent Price Unit Contract Adjusted        =    [ ] Price Unit Contract x Residue Percent Minimum SpecifiedTesting From Residue Percent Price Unit Contract Adjusted        =    TABLE OF CONTENTS INDEX 1139 TABLE 1005 -1 ASPHALT BINDER ADJUSTMENT TABLE Test Property AASHTO Test Method Test Result Percent of Contract Unit Price Allowed Dynamic Shear of Original Binder: G*/Sin δ, kPa T 315 ≥ 1.00 0.90- 0.99 0.70- 0.89 < 0.70 100 95 85 70 (1) Dynamic Shear of RTFO Binder: G*/Sin δ, kPa T 315 ≥ 2.20 2.00- 2.19 1.60- 1.99 < 1.60 100 95 85 70 (1) Dynamic Shear of PAV Binder: G*Sin δ, kPa T 315 ≤ 5000 5001- 5500 5501- 7000 7001- 8000 > 8000 100 95 85 75 65 (1) Creep Stiffness of PAV Binder: S, Mpa T 313 ≤ 300 > 600 100 95 85 75 65 (1) m-value at 60 sec. T 313 ≥ 0.300 0.270- 0.299 0.230- 0.269 < 0.230 100 95 80 65 (1) Notes:

place.

C, and mass loss are not considered performance related. Specification deficiencies for these properties shall be cause for a work stoppage until specification properties are met, but will not be cause for a pay adjustment.

property, the pay adjustment will be the greatest reduction to the contract unit price specified considering individual test results.

cement used for tack coats.

TABLE OF CONTENTS INDEX 1140 TABLE 1005 -1a PG 76 -22 TR+ ASPHALT BINDER Test Property Test Method Requiremen t Test Result Percent of Contract Unit Price Allowed Solubility in Trichloroethylene, %, minimum ASTM D2042 97.5 ----- ----- Softening Point, ºC, minimum AASHTO T 53 60 ≥ 60 < 57 100 85 70 (1) Elastic Recovery, @ 10 ºC, %, minimum AASHTO T 301 55 ≥ 55 < 50 100 85 70 (1) Phase Angle ( δ), @ 76 ºC @ 10 rad/sec, degrees, maximum AASHTO T 315 75 ≤ 75 > 83 100 85 65 (1) Notes:

place.

crumb rubber and a minimum of 2 percent SBS (styrene- butadiene- styrene) polymer.

AASHTO M 320 and, in addition, shall meet the requirements specified above.

the properties listed in Tables 1005- 1 and 1005- 1a, the pay adjustment will be the greatest reducti on to the contract unit price specified considering individual test results.

shall be 110 ºC.

rubber is produced shall be taken from automobiles, trucks, or other equipment owned and operated in the United States. The processing shall not produce, as a waste product, casings or other round tire material t hat can hold water when stored or disposed of above ground. TABLE OF CONTENTS INDEX 1141 TABLE 1005 -1b PG 70 -22 TR+ ASPHALT BINDER Test Property Test Method Requirement Test Result Percent of Contract Unit Price Allowed Solubility in Trichloroethylene, %, minimum ASTM D2042 97.5 ----- ----- Softening Point, ºC, minimum AASHTO T 53 54 ≥ 54 51 - 53 < 51 100 85 70 (1) Elastic Recovery, @ 10 ºC, %, minimum AASHTO T 301 55 ≥ 55 < 50 100 85 70 (1) Phase Angle ( δ), @ 70 ºC @ 10 rad/sec, degrees, maximum AASHTO T 315 75 ≤ 75 > 83 100 85 65 (1) Notes :

place.

crumb rubber and a minimum of 2 percent SBS (styrene- butadiene- styrene) polymer.

AASHTO M 320 and, in addition, shall meet the requirements specified above.

1b, the pay adjustment will be the greatest reduction to the contract unit price specified considering individual test results.

shall be 110 °C.

rubber is produced shall be taken from automobiles, trucks, or other equipment owned and operated in the United States. The processing shall not produce, as a waste product, casings or other round tire material that can hold water when stored or disposed of above ground.

TABLE OF CONTENTS INDEX 1142 TABLE 1005 -1c PG 64 -28 TR+ ASPHALT BINDER Test Property Test Method Requirement Test Result Percent of Contract Unit Price Allowed Solubility in Trichloroethylene, %, minimum ASTM D2042 97.5 ----- ----- Softening Point, ºC, minimum AASHTO T 53 50 ≥ 50 47 - 49 < 47 100 85 70 (1) Elastic Recovery, @ 10 ºC, %, minimum AASHTO T 301 55 ≥ 55 < 50 100 85 70 (1) Phase Angle ( δ), @ 64 ºC @ 10 rad/sec, degrees, maximum AASHTO T 315 75 ≤ 75 > 83 100 85 65 (1) Notes:

place.

rubber and a minimum of 2 percent SBS (styrene- butadiene- styrene) polymer.

AASHTO M 320 and, in addition, shall meet the requir ements specified above.

1c, the pay adjustment will be the greatest reduction to t he contract unit price specified considering individual test results.

shall be 100 °C.

rubber is produced shall be taken from automobiles, trucks, or other equipment owned and operated in the United States. The processing shall not produce, as a waste product, casings or other round tire material that can hold water when stored or disposed of above ground. TABLE OF CONTENTS INDEX 1143 TABLE 1005 -2 MC LIQUID ASPHALT PAY ADJUSTMENT TABLE Grade Kinematic Viscosity (AASHTO T 201): Centistokes, Deviations Percent of Contract Unit Price Allowed 70 70 - 140 63 - 69 or 141 - 154 52 - 62 or 155 - 175 Less than 52 or greater than 175 100 90 75 60 (1) 250 250 - 500 225 - 249 or 501 - 550 187 - 224 or 551 - 625 Less than 187 or greater than 625 100 90 75 60 (1) 800 800 - 1600 720 - 799 or 1601 - 1760 600 - 719 or 1761 - 2000 Less than 600 or greater than 2000 100 90 75 60 (1) 3000 3000 - 6000 2700 - 2999 or 6001 - 6600 2250 - 2699 or 6601 - 7500 Less than 2250 or greater than 7500 100 90 75 60 (1) Note:

place.

Asphalt may volatilize in varying amounts during transporting, handling, and storage operations, whenever such Liquid Asphalts are used for prime coats or curing seals, deviations from the maximum specification limits greater than those listed may be permitted when justified. In such cases, when material is allowed to remain in place, 60 percent of the contract unit price is allowed.

TABLE OF CONTENTS INDEX 1144 TABLE 1005 -3 EMULSIFIED ASPHALTS Tests on Emu lsion Test Method

RS-1 CRS -1 RS-2 CRS -2 SS-1 CSS -1 Viscosity: Saybolt Furol, seconds, range 77 °F 122 °F

T 59

Settlement: 5 days, %, maximum T 59 Sieve: Retained on No. 20, %, maximum T 59(2) 0.10 0.10 0.10 0.10 0.10 Particle Charge T 59 Pos. Pos. Pos. (3) Demulsiability: 35 mL, 0.02 N calcium chloride %, minimum T 59

60 60

Classification: Uncoated particles, %, minimum Arizona Test Method 502

55 Residue: (4) Residue, %, minimum (5) 55 60 63 65 57 57 Notes:

a maximum pH value of 6.7 will be acceptable.

Arizona Test Method 504 and shall conform to all the requirements of AASHTO M 320 for PG 64- 16, except that for CRS -2 the dynamic shear (G*/Sin δ) on the original residue shall be a minimum of 1.00 kPa and a maximum of 1.50 kPa.

the requirements of Arizona Test Method 512; however, in case of dispute, AASHTO T 59 will be used.

TABLE OF CONTENTS INDEX 1145 TABLE 1005 -3a POLYMERIZED CATIONIC RAPID SET (CRS -2P) EMULSIFIED ASPHALT (1) Tests on Emulsion: Test Method Requirement Viscosity, Saybolt Furol seconds @ 50 ºC (122 ºF), range AASHTO T 59 100- 400 Storage Stability, 24 hours, % maximum AASHTO T 59 1 Demulsibilty, 35 mL of 0.8% DSS, % minimum AASHTO T 59 40 Particle Charge Test AASHTO T 59 Positive Sieve Test, retained on 850 µm (No. 20), % maximum AASHTO T 59 0.10 Residue from Distillation to 176.7 ºC (350 ºF), % minimum AASHTO T 59 66 Oil Distillate to 176.7 ºC (350 ºF), Volume of Emulsion, % maximum AASHTO T 59 0.5 Tests on Residue from Distillation: Penetration, 25 ºC (77 ºF), 100 grams, 5 seconds, range in 0.1 mm AASHTO T 49 40-100 Ductility, 4 ºC (39.2 ºF), 10 mm/minute, cm, minimum AASHTO T 51 35 Elastic Recovery by means of Ductilometer, 25 ºC (77 ºF), % minimum AASHTO T 301 (2) 55 Notes:

residue by oven evaporation.

TABLE OF CONTENTS INDEX 1146 TABLE 1005 -3b POLYMERIZED HIGH FLOAT EMULSIFIED ASPHALT (1) Tests on Emulsion: Test Method Requirement HFE -150P HFE -300P Viscosity, Saybolt Furol seconds @ 50 ºC (122 ºF), range AASHTO T 59 50-400 50-400 Sieve test, retained on 850 µm (No. 20), % maximum AASHTO 59 (2) 0.10 0.10 Storage Stability, 24 hours, % maximum AASHTO T 59 1 1 Residue from Distillation to 204.4 ºC (400 ºF), % minimum AASHTO T 59 65 65 Oil Distillate to 176.7 ºC (350 ºF), Volume of Emulsion, % maximum AASHTO T 59 7.0 7.0 Tests on Residue from Distillation: Penetration, 25 ºC (77 ºF), 100 grams, 5 seconds, range in 0.1 mm AASHTO T 49 150- 300 300 + Float Test at 60 ºC (140 ºF), seconds, minimum AASHTO T 50 1200 1200 Ductility, 25 ºC (77 ºF), 5 cm/minute, cm, minimum AASHTO T 51 100 N/A Elastic Recovery by means of Ductilometer, 4 ºC (39.2 ºF), % minimum AASHTO T 301

Notes:

will not be accepted.

residue by oven evaporation will not be accepted.

TABLE OF CONTENTS INDEX 1147 TABLE 1005 -4 RECYCLING AGENTS Tests On Recycling Agent Test Method Requirement RA-1 RA-5 RA-25 RA-75 Min. Max. Min. Max. Min. Max. Min. Max. Viscosity: 140° F, centistokes AASHTO T 201 100 200 200 800 1000 4000 5000 10000 Flash Point: Cleveland Open Cup, °F, minimum AASHTO T 48 340 375 425 450 Saturate by weight: % ASTM D2007 30 30 30 30 Test on Residue: Weight Change, % AASHTO T 240 6.5 4 3 2 Viscosity Ratio: ( 1) 3 3 3 3 Notes:

Viscosity of residue at 140 °F, centistokes Viscosity of recycling agent at 140 °F, centistokes

TABLE OF CONTENTS INDEX 1148 TABLE 1005 -5 EMULSIFIED RECYCLING AGENTS Tests on Emulsified Recycling Agent AASHTO Test Method Except as Shown Requirement ERA- 1 ERA- 5 ERA- 25 ERA- 75 Viscosity: Saybolt Furol, 77 °F, seconds range T 59 15 - 40 15 - 100 15 - 100 15 - 100 Miscibility T 59 Passes Passes Passes Passes Sieve Test: %, maximum T 59 (1) 0.10 0.10 0.10 0.10 Particle Charge T 59 Positive Positive Positive Positive Residue: (2) Residue, %, minimum (3) 60 60 60 60 Notes:

will not be accepted.

specified in Table 1005- 4.

requirements of Arizona Test Method 512; however, in case of dispute, AASHTO T 59 will be used.

TABLE OF CONTENTS INDEX 1149 TABLE 1005 -6 OTHER REQUIREMENTS Grade of Asphalt Specification Designation Range of Temperatures for Application by Spraying, °F (Not applicable for Plant Mixing) Range of Aggregate Temperatures for Plant Mixing, °F Basis of Conversion, Average Gallons Per Ton at 60 °F Paving Asphalt PG 76 -XX PG 70 -XX PG 64 -XX PG 58-XX PG 52 -XX 275 - 400 ------ 232 233 235 236 238 PG 76 -22 TR+ PG 70 -22 TR+ PG 64 -28 TR+ 229 230 231 Liquid Asphalt MC-70 MC-250 MC-800 MC-3000 90 - 155 253 249 245 241 Emulsified Asphalt RS-1 CRS -1 RS-2 CRS -2 70 - 140 125 - 185 ----- 240 CRS -2P 125 - 185 (1) SS-1 CSS -1 70 - 160 70 - 160 HFE -150P HFE -300P ----- ----- Emulsified Asphalt (Special Type) 70 - 160 ----- 240 Recycling Agent (RA-1, RA -5, RA - 25, RA -75) ----- ----- 240 Emulsified Recycling Agent (ERA- 1, ERA- 5, ERA -25, ERA -75) 70 - 160 ----- 240 Note:

TABLE OF CONTENTS INDEX 1150 SECTION 1006 PORTLAND CEMENT CONCRETE : 1006- 1 General Requirements: Portland cement concrete shall consist of a mixture of hydraulic cement, fine aggregate, coarse aggregate, and water. It may also contain chemical admixtures, additives, and supplementary cementitious materials meeting the requirements herein. The contractor shall determine the mix proportions and shall furnish concrete which conforms to the requirements of the specifications. All concrete shall be sufficiently workable, at the slump proposed by the contractor within the specified range, to allow proper placement of the concrete without segregation, bleeding, or incomplete consolidation. It shall be the responsibi lity of the contractor to proportion, mix, place, finish, and cure the concrete properly in accordance with the requirements of the specifications. 1006- 2 Materials: 1006- 2.01 Cementitious M aterial:

Cementitious material is defined as an inorganic material or a mixture of inorganic materials that sets and develops strength by chemical reaction with water by formation of hydrates and is capable of doing so under water. In this specification, cementiti ous materials are defined as hydraulic cement (Portland cement or Portland- pozzolan cement) and supplementary cementitious materials (fly ash, natural pozzolan, or silica fume).

Hydraulic cement shall consist of either Portland cement or Portland- pozzolan cement. Portland cement shall conform to the requirements of ASTM C 150 for Type II, III, or V , and shall not contain more than 0.60 percent total equivalent alkalies. Portland- pozzolan cement shall conform to the requirements of ASTM C595 for blended hydraulic cement with moderate sulfate resistance, Type IP (MS). Cement of different types or brands shall not be intermingled or used in the same batch. The contractor shall provide suitable means for storing and protecting the cement against dampness. Cement which has become partially set or which contains caked lumps shall not be used. TABLE OF CONTENTS INDEX 1151 The use of either sacked cement or bulk cement is permissible. The use of fractional bags of sacked cement will not be permitted unless the contractor elects to weigh the cement into each batch.

Supplementary cementitious materials may be used in addition to hydraulic cement. Supplementary cementitious materials shall be approved prior to their use. When either moderate or high sulfate resistant concrete is specified in the Special Provisions, the proposed hydraulic cement/supplementary cementitious material blend shall be tested for sulfate expansion in accordance with ASTM C1012. When moderate sulfate resistance is specified, the maximum expansion shall be 0.10 percent at six months. When high sulfate resistance is specified, the maximum expansion shall be 0.05 percent at six months or 0.10 percent at one year.

Fly ash and natural pozzolan shall conform to the requirements of ASTM C618 for Class C, F, or N, except that the loss on ignition for Class F and Class C shall not exceed 3 percent.

Silica fume shall conform to the requirements of ASTM C1240. Certification of silica fume will be based on a Cert ificate of Compliance conforming to the requirements of Subsection 106.05 of the specifications submitted for each lot of silica fume.

The certification and acceptance of cementitious materials will be on the basis of the materials originating from an Approved Materials Source. Approved Materials Sources Lists for cementitious materials are maintained by the ADOT Materials Group, Structural Materials Testing Section. Source approval of hydraulic cement, fly ash, and natural pozzolan producers/suppliers will be based on monthly submittals to the ADOT Materials Group, Structural Materials Testing Engineer, at cert@azdot.gov. The following documentation shall be submitted:

during that month; and TABLE OF CONTENTS INDEX 1152

the corresponding Certificate of Compliance for that month. 1006- 2.02 Water: Water shall meet the requirements of ASTM C1602, except that it shall contain no more than 1,000 parts per million of chlorides as Cl and no more than 1,000 parts per million of sulfates as SO4. The water used shall be free of injurious amounts of oil, acid, alkali, clay, vegetable matter, silt, or other harmful matter. Potable water obtained from public utility distribution lines will be acceptable. 1006- 2.03 Aggregates:

When concrete is to be placed at elevations above 4,500 feet, the fine aggregate and the coarse aggregate shall be subjected to five cycles of the sodium sulfate soundness test, and the weighted percentage loss determined separately for each, in accordance with the requirements of ASTM C88. The weighted percentage loss determined for each shall not exceed 10 percent . Tests for soundness may be waived when aggregates from the same source have been approved and the approved test results apply to the current production from that source. Mill tailings or material from mine dumps shall not be used in the production of fine or coarse aggregate. The following test methods may be used to evaluate the quality of aggregates for concrete: TABLE 1006 -1 Test Methods for Quality of Aggregates Sampling Arizona Test Method 105 Reducing field samples to testing size AASHTO R 76 Potential for Alkali Silica Reaction

ASTM C1293 Clay lumps and friable particles AASHTO T 112 Lightweight particles (Specific gravity less than 2.0) AASHTO T 113 (See Note 1) Organic impurities AASHTO T 21 Aggregate gradation Arizona Test Method 201 Soundness (Sodium Sulfate) ASTM C88 Mortar Strength AASHTO T 71 (See Note 1) Sand equivalent AASHTO T 176 L.A. abrasion AASHTO T 96 Fractured Coarse Aggregate Particles Arizona Test Method 212 TABLE OF CONTENTS INDEX 1153 TABLE 1006 -1 Test Methods for Quality of Aggregates Note:

1006 -2.03(B) and 1006 -2.03 (C) of the specifications .

Fine aggregate shall be a natural or manufactured sand, or other appr oved inert material with similar characteristics, composed of clean, hard, strong, durable, uncoated particles. The aggregate shall be washed and shall conform to the requirements of AASHTO M 6, with the following exceptions: The amount of deleterious substances in the washed fine aggregate shall not exceed the following limits by dry weight, when tested in accordance with the following test methods: TABLE 1006 -2 Deleterious Substances in Fine Aggregate Clay lumps and friable particles AASHTO T 112 0.5% Lightweight particles (Specific gravity less than 2.0) AASHTO T 113 (Except that the percent of lightweight particles shall be reported to the nearest 0.01%.) 1.25% (0.25% Max. Coal and Lignite*) Note:

*Only material that is brownish- black, or black, shall be considered coal or lignite.

Fine Aggregate shall meet the following gradation requirements when tested in accordance with Arizona Test Method 201. TABLE 1006 -3 Gradation of Fine Aggregate Sieve Size Percent Passing 3/8 in. 100 No. 4 95 - 100 No. 16 45 - 80 No. 50 0 - 30 No. 100 0 - 10 No. 200 0 - 4.0

Fine aggregate shall have a sand equivalent value of not less than 75. Fine aggregates shall be subjected to testing under AASHTO T 21 for organic impurities. Fine aggregate producing a color darker than the standard color shall be rejected unless the material passes the mortar strength requirements specified in the following paragraph: TABLE OF CONTENTS INDEX 1154 Fine aggregate not meeting the requirements for organic impurities shall be made into mortar and subjected to testing in accordance with AASHTO T 71, except that the mortar shall develop a compressive strength at seven and 28 days of not less than 90 percent of that developed by a mortar prepared in the same manner with the same Type II cement and graded sand conforming to the re quirements of ASTM C778.

Coarse aggregate shall consist of crushed stone, gravel, crushed gravel, or other approved inert material of similar characteristics, including cinders when specified, having hard, strong and durable pieces free of clay and other deleterious substances. T he aggregate shall be washed. The aggregate gradation, when tested in accordance with Arizona Test Method 201, shall conform to the appropriate size designation of AASHTO M 43. The amount of deleterious substances in the washed coarse aggregate shall not exceed the following limits by dry weight, when tested in accordance with the following test methods, except as noted: TABLE 1006 -4 Deleterious Substances in Coarse Aggregate Clay lumps and friable particles AASHTO T 112 0.3% Lightweight particles (Specific gravity less than 2.0) AASHTO T 113 (Except that the percent of lightweight particles shall be reported to the nearest 0.01%.) 1.25% (0.25% Max. Coal and Lignite*) Material passing No. 200 sieve Arizona Test Method 201 1.0% Note:

* Only material that is brownish- black, or black, shall be considered coal or lignite.

The percent of wear of coarse aggregate at 500 revolutions, when tested in accordance with the requirements of AASHTO T 96, shall not exceed

be at least 30 when tested in accordance with the requirements of Arizona Test Method 212. 1006- 2.04 Admixtures and Additives :

A list of approved admixtures and additives is maintained on the Department’s Approved Products List (APL). Copies of the most recent TABLE OF CONTENTS INDEX 1155 version of the APL are available on the Department’s website from the ADOT Research Center through its Product Evaluation Program. Admixtures and additives other than those listed on the APL may be considered for use as specified in Subsection 106.14 of the specifications. Certificates of Compliance shall be submitted which clearly state the time period in which the production of the product meets the appropriate ASTM standard and that formulation of the product has not changed during the stated time period. The time period shall be limited to 12 months prior to the date of signature on the certificate. The certificate shall be submitted to the ADOT Materials Group, Structural Materials Testing Section, and retained for record. Concrete admixtures and additives shall be uniform throughout their use in the work. All concrete admixtures and additives shall be stored in suitable containers in accordance with the manufacturer's recommendations. All liquid admixtures shall be protected from freezing. Liquid admixtures that have frozen shall not be used. If more than one admixture is used, the admixtures shall be compatible with each other so that the desired effects of all admixtures used are realized. Admixtures and additives having a chloride concentration of 10,000 parts per million (1 percent by weight of the admixture) or less, as determined in accordance with Arizona Test Method 738 or Test Method BS EN 480 -10:2009, are acceptable unless otherwise specified. Calcium chloride as a separate admixture shall not be used. At no time shall materials with chlorides be incorporated into any precast bridge members, precast concrete product, or concrete pipe product.

Air-entraining admixtures shall conform to the requirements of ASTM C260. Water reducing, retarding, hydration stabilizing, and accelerating admixtures shall conform to the requirements of ASTM C494 for the appropriate type. Specific performance admixtures for precast items, patching materials, or other products shall also conform to the requirements of ASTM C494, including data to substantiate the specific per formance characteristics.

Pigments incorporated into the approved concrete mix design for integrally colored concrete shall meet the requirements of ASTM C979. TABLE OF CONTENTS INDEX 1156 Fibers incorporated into the approved concrete mix shall meet the requir ements of ASTM C1116. The specific type, size, and quantity of fiber shall be determined by the mix designer. Micro fiber additive may be used for plastic shrinkage control, subject to approval by the Engineer. 1006- 3 Design of Mixtures: 1006- 3.01 Design Criteria: Portland cement concrete shall conform to the requirements specified in Table 1006- 5 for each of the classes listed therein. Unless otherwise specified, the cementitious material content shall be as shown: TABLE 1006 -5 Design Criteria Class of Concrete Minimum 28-Day Compressive Strength Required: psi (ASTM C39) Hydraulic Cement Content: Lbs . per Cu Yd . Minimum - Maximum Maximum Water - Cement itious Material Ratio (w/cm): Lb./Lb. Slump Range: Inches B 2,500 470 – 658 None Chosen by contractor S 2,500 520 – 752

0.55 3,000 3,500 4,000 4,500 564 – 752 0.50 Greater than 4,500 564 – 800 0.45 P 4,000 564 – 658 None 0 – 4.5 H High performance concrete as specified in project special provisions.

Requirements: Supplementary cementitious materials (fly ash, natural pozzolan, or silica fume) conforming to the requirements of Subsection 1006- 2.01 of the specifications may be used, as specified in the paragraphs below :

by weight of the cementitious material, may be an approved fly ash or natural pozzolan, except as specified in paragraphs (4), (5), and (6) below ; TABLE OF CONTENTS INDEX 1157

fly ash or natural pozzolan is not allowed, except as specified in paragraphs (4), (5), and (6) below ;

materials may be added in excess of the maximum cementitious material content. Fly ash or natural pozzolan may exceed 25 percent and silica fume may exceed 10 percent, by weight of the cementitious material, if approved by the Engineer ;

required amount of fly ash or natural pozzolan shall be incorporated into the concrete and may exceed 25 percent, by weight of the cementitious material ; and

20 percent, by weight of the cementitious material, shall be an approved Class F fly ash or natural pozzolan, unless otherwise approved by the Engineer.

Requirements: For any concrete mix, other than for precast or prestressed bridge members, with a Portland cement content greater than 545 pounds per cubic yard, one of the options specified in the paragraphs below for the mitigation of a potential alkali silica reaction (ASR) shall be used:

pozzolan, by weight of the cementitious material, shall be used;

pozzolan content of at least 20 percent, by weight of the cementitious material, shall be used;

pounds per cubic yard of concrete, when calculated as follows: TABLE OF CONTENTS INDEX 1158

approved by the Engineer, at a minimum dosage of 0.55 gallons of 30 percent lithium nitrate solution per pound of total equivalent alkalies per cubic yard of concrete. The required amount of lithium nitrate is calculated as follows:

tested separately in accordance with ASTM C1260 to determine the potential for alkali silica reaction (ASR). When aggregates show the potential for ASR, as indicated by expansions of 0.10 percent or greater at 16 days after casting, sufficient mitigation for the expansion shall be determined in accordance with ASTM C1567. The use of fly ash or natural pozzolan may exceed 25 percent, by weight of the cementitious material when used to mitigate the potential for ASR.

Requirements: The proposed slump for Class B and ClassS concrete shall be chosen by the contractor. The permissible variation for the proposed slump shall be as specified in Subsection 1006- 7.03 of the specifications. Concrete at the proposed slump shall be sufficiently workable to allow proper placement without harmful segregation, bleeding, or incompl ete consolidation.

Requirements: For Class H concrete, if the maximum cementitious material content is exceeded in order to achieve high early strength requirements, and if required by the Engineer, the mix desig n shall be accompanied by shrinkage testing demonstrating that shrinkage is less than 0.04 percent TABLE OF CONTENTS INDEX 1159 when tested in accordance with ASTM C157. However, the conditioning period shall be modified to consist of an initial seven day wet curing period followed by a 21 day dry curing period.

Air-entraining admixtures are required for all classes of concrete placed at an elevation of 3, 000 feet or above and may be used in other situations at the contractor’s discretion. For air -entrai ned concrete placed at an elevation of 3, 000 feet or above, a specific air content target shall be established in the mix design with a value within the range of the appropriate criteria from Table 1006- 10 in Subsection 1006- 7.03 (A) of the specifications. No air -entrainment will be required for minor precast structures, precast pipe, and precast, prestressed structural members supporting a concrete deck slab or impervious overlay. Also, no air -entrainment is required for any precast items constructed using the dry pack or no- slump method.

Unless specifically required, water -reducing admixtures may be used at the option of the contractor.

The coarse aggregate size designation for ClassS or Class B concrete shall be chosen by the contractor and approved by the Engineer and shall conform to the size designation and grading requirements of AASHTO M 43. In choosing the size designation, the maximum size of coarse aggregate shall not be larger than 1/5 of the narrowest dimension between the sides of adjacent forms, or 2/3 of the minimum clear spacing between reinforcing bars, or 2/3 of the minimum clear spacing between reinforcing bars and the sides of adjacent forms, or 1/3 of the depth of the slab, whichever is least. If two or more stockpiles are utilized to manufacture an AASHTO M 43 size designation, at the time of proportioning for mixing, the aggregate from each stockpile shall be measured by weight and proportioned so that the resulting mixture of coarse aggregate meets the requirements for the chosen size designation. Coarse aggregate for Class P concrete used to construct Portland cement concrete pavement without load transfer dowels shall be separated into two or more stockpiles. At the time of proportioning for mixing, the aggregate from each stockpile shall be measured by weight and proportioned so that the resulting mixture of coarse aggregate meets the requirements for size designation No. 467, as specified in AASHTO M 43. Coars e aggregate for Class P concrete placed in pavement ramp tapers not exceeding a width of 10 feet and in pavement gore areas may be size designation No. 57, as specified in AASHTO M 43. The use of TABLE OF CONTENTS INDEX 1160 size designation No. 57 coarse aggregate may be used in concrete placed in other inaccessible pavement areas when approved in writing by the Engineer. Coarse aggregate for Class P concrete used to construct Portland cement concrete pavement with load transfer dowels and adjacent shoulders shall meet the requirements for size designation No. 57, as specified in AASHTO M 43. 1006- 3.02 Mix Design Submittal Procedures: At least two weeks prior to the appr opriate concreting operation, the contractor shall submit concrete mix designs to the Engineer for review and approval. More than one mix design for each class of concrete and each strength of ClassS concrete may be submitted for approval provided specific items and locations of intended uses accompany each mix design. For mix designs without historical data in ADOT files, the contractor shall substantiate the mix design(s) by furnishing sufficient mix history or trial batch testing data as specified in Subsection 1006-3.03 of the specifications and providing all details of the mixtures proposed for use. The contractor shall submit all mix desi gns with a separate cover sheet(s) which includes the following information:

code, design strength, batch plant, class, and intended use(s) . If supplied by a commercial ready- mix supplier, the batch plant number and address shall be provided on the cover sheet as well as the date of the most recent bat ch plant certification and the name of the inspecting and certifying organization or agency.

Mix designs shall be prepared by or under the direct supervision of, and signed by a person having both experience in the development of mix designs, including the respective type of concrete, and satisfying one of the following criteria:

Engineering Technologies (NICET) Level III Technician or higher ; TABLE OF CONTENTS INDEX 1161

3 Concrete Technologist ; or

Laboratory Testing Technician Level 2 or Grade II Mix designs for precast or prestressed concrete shall be prepared by or under the dir ect supervision of, and signed by, a Registered Professional Engineer or a PCI Quality Control Technician/Inspector Level II or higher.

Concrete mix designs shall be proportioned on the basis of a cubic yard of concrete. The complete solid volume mix design(s) submitted for approval shall be provided to the Engineer by the contractor and shall include all of the following:

specified in Subsection 1006- 7.03 of the specifications) for ClassS and Class B concrete;

consolidating concrete (SCC) (as specified in Subsection 1006- 4.05(E) of the specifications) ;

additives;

including the associated commercial materials (CM) source number(s) ;

12 months) to the nearest thousandth;

manufacturer -recommended dosage range when applicable;

TABLE OF CONTENTS INDEX 1162

for development of the mix design. A single mix design product code may include multiple sources of cement, fly ash, natural pozzolan, and silica fume. When multiple sources of material are used under one product code, documentati on shall be provided which shows similar performance using materials from each source. Multiple sources of material shall be listed on the mix design as alternative sources. 1006- 3.03 Approval of Concrete Mix Designs: All mix designs shall be approved by t he Engineer prior to use. All mix designs for precast or prestressed concrete shall be approved by the Materials Structural Testing Section prior to use. Mix designs meeting the criteria herein and identified as one of the following will be considered for approval: A mix design that has been previously approved or used successfully on an ADOT project within the past 24 months and is on file with the Department. A mix design similar to that specified that has been used successfully on a non- ADOT project and sufficient mix history no older than 24 months shall be included with the mix design submittal. The mix history shall include dates placed, compressive strength test records, and other pertinent data. A new mix design that does not meet the criteria for a previously used mix design requires a trial batch from either the field batch plant or an ADOT approved testing laboratory. In no case shall the approval of a mix design relieve the contractor of the responsibility for the results obtained by the use of such approved mix design.

Mixtures having been ADOT approved or used previously with satisfactory compressive strength history within the past 24 months may be acceptable provided all of the following apply:

changed, and the water -cementitious materials ratio has not increased; TABLE OF CONTENTS INDEX 1163

remain unchanged and the total coarse aggregate quantity has not changed by more than 5 percent ;

changed by more than 2 percent ;

2 percent ;

been measured an d updated within the last 12 months; and

When submitting a concrete mix used successfully on a non- ADOT project, mix history shall be required for consideration and approval of the mix. Using strength test records from an ADOT approved laboratory, which are not more than 24 months old, a sample standard deviation (ss) may be used to establish the required over -design. Test records shall comply with the following criteria:

procedures, and conditions similar to those expected on the project ;

compressive strength, or strengths, within 1000 pounds per square inch below or 1000 pounds per square inch above the specified design compressive strength;

air content (when applicable), and calculated results from Table 1006- 6 and Table 1006- 7; and

strength tests that span a period of not less than 45 days. If the test record consists of at least 30 consecutive tests, the sample standard deviation (ss) of those tests is used. If the test record consists of 15 to 29 consecutive tests, the standard deviation of TABLE OF CONTENTS INDEX 1164 those tests shall be modified in accordance with Table 1006- 6. TABLE 1006 -6 Standard Deviation Modification Factor No. of tests * Modification factor for sample standard deviation (k) < 15 Minimum 20% over -design 15 1.16 20 1.08 25 1.03 30 or more 1.00 Note:

* For 15 to 29 tests, interpolate for intermediate number of tests. k = Modification factor (multiplier) by which ss shall be multiplied to be used to determine the required minimum over -design compressive strength, f 'cr, in Table 1006 -7. The required minimum over -design compressive strength shall be determined by the equations shown in Table 1006- 7. Table 1006 -7 Over -Design Compressive Strength Equations Specified design compressive strength, psi Required minimum over design compressive strength, psi f 'c ≤ 5000 Use the larger value computed from these two equations:

f 'cr = f 'c + 1.34k × s s f 'cr = f 'c + 2.33k × s s - 500 f 'c > 5000 Use the larger value computed from these two equations:

f 'cr = f 'c + 1.34k × s s f 'cr = 0.90 f 'c + 2.33k × s s Legend: f 'c= Specified design compressive strength. f’cr= Required minimum over -design compressive strength ss= Sample standard deviation k= Modification factor from Table 1006 -6 if applicable

To be considered for approval by the Engineer, the average strength of the provided test data shall be greater than f’cr, and the mix history shall be from a mix deemed to be sufficiently representative of the materials and proportions proposed for use in the submitted mix design. TABLE OF CONTENTS INDEX 1165

The over -design requirement for new mix designs shall be a minimum of 20 percent of the specified design compressive strength and shall be substantiated by trial batches. Trial batch results may be from laboratory trial batches or full -scale trial batches.

reduced quantities of the materials that are to be used in production, mixed in a portable or laboratory concrete mixer at an ADOT Approved Laboratory”. Such trial batches shall be overseen and veri fied by a Professional Engineer with experience in concrete mix designs.

materials, mixing equipment, and procedures that are the same as those to be used in production.” Full -scale trial batches shal l consist of at least 4 cubic yards of concrete and shall be overseen and verified by a Professional Engineer with experience in concrete mix designs. The Engineer reserves the right to witness the full -scale trial batch activities.

be observed, tested, and documented by the ADOT Materials Structural Testing Section and approved by the Engineer. Trial batches shall have slump results within the range specified for the proposed work. When air -entrai ned concrete is specified, the air content shall be in compliance with the specified requirements. Compressive strength testing samples shall be cured and tested by an ADOT Approved Laboratory. Trial batch test results, prior to the specified compressive strength acceptance age, may be used for early approval if the compressive strength test results meet the minimum over -design requirement for the specified acceptance age. When approved by the Engineer, concrete from trial batches may be used in the work at locations where concrete of a lower strength is required and such concrete shall meet the requirements of the class of concrete at that location. 1006- 4 Concrete Production: 1006- 4.01 General Requirements: The contractor may obtain concrete for each class of concrete and for each strength of ClassS concrete from a source approved by the Engineer in lieu of establishing a batch plant at the project site. TABLE OF CONTENTS INDEX 1166 1006- 4.02 Measuring Materials:

Cementitious material shall be measured by weight. When supplementary cementitious materials are used in the concrete mixtures, the cumulative weight is permitted to be measured with hydraulic cement, and on a scale which is separate and distinct from those used for other materials. The weight of the hydraulic cement shall be measured before supplementary cementitious materials. When the quantity of cementitious material exceeds 30 percent of the full capacity of the scale, the measured quantity of the hydr aulic cement shall be within 1 percent of the required weight, and the cumulative measured quantity of hydraulic cement plus supplementary cementitious materials shall also be within 1 percent of the required cumulative weight at each intermediate weighing . For smaller batches of less than 30 percent of the full capacity of the scale, the measured quantity of the hydraulic cement and the measured cumulative quantity of hydraulic cement plus supplementary cementitious materials used shall not be less than the required amount or more than 4 percent in excess of the required amount. In specific cases, cementitious materials in bags may be used with prior approval of the Engineer.

Mixing water is defined as the total amount of water in a batch less the water absorbed by the aggregates and is used to calculate the w ater - cementitious materials ratio (w/cm). Mixing water shall consist of batch water (water weighed or metered at the plant), ice, free moisture on the aggregates, wash water retained in the mixer before batching, and water added at the jobsite in accordance with Subsection 1006- 7.03 of the specifications. The batch water shall be measured by mass or volume to an accuracy of ± 1.5 percent of the target batch water. If the quantity of water introduced from admixtures increases the water -cementitious materials ratio by more than 0.01, it shall also be included in the total amount of mixing water. In the case of truck mixers, any wash water retained in the drum for use in the next batch of concrete shall be measured; if this proves im practical the wash water shall be discharged before loading the next batch of concrete. The total quantity of mixing water shall not exceed the mix design target quantity by more than 3 percent.

Aggregate shall be measured by weight. The quantity of aggregate weighed shall be the required dry weight plus the total moisture content (absorbed and surface) of the aggregate. When aggregates are measured in an individual or cumulative weigh batcher and the required weight of aggregate is equal to or greater than 30 percent of the scale capacity, the total quantity of aggregate shall be within 2 percent of the required weight. In addition, if a cumulative weigh TABLE OF CONTENTS INDEX 1167 batcher is used, the quantity of aggregate at each successive weighing shall be within 2 percent of the required weight. When aggregates are measured in individual or cumulative weigh batchers, and the required intermediate or final weight is less than 30 percent of the scale capacity, the aggregate weight shall be within 3 percent of the required weight.

Chemical admixtures in powdered form or other additives in solid form (such as fibers or color) shall be measured by weight. Liquid chemical admixtures shall be batched by weight or volume. Admixtures measured by either weight or volume, shall be batched with an accuracy of ± 3 percent of the total required amount. For liquid chemical admixtures, dispensers of a mechanical type capable of adjustment for variation of dosage, and of simple calibration, are req uired, unless approved by the Engineer. 1006- 4.03 Batching of Concrete :

Concrete may be batched in a standard batch plant or a central mixing plant. The plant may be situated at the project site, or it may be located off-site or at a commercial supplier. All materials utilized in the batching of concrete shall be from an approved source or supplier.

The handling and storage of concrete aggregate shall be such as to maintain them at or above a saturated- surface- dry (SSD) moisture condition and to minimize segregation or the intermixing and contamination with foreign materials. The Engineer may require that aggregate be stored separately. Different sizes of aggregate shall be separated by bulkheads or stored in separate stockpiles sufficiently removed from each other to prevent the materials from becoming intermixed. When aggregates are stored on the ground, the sites for the stockpiles shall be level and clear of all vegetation. The bottom 1 foot layer of aggregate shall not be disturbed or used. All concrete batch plants and batching operations shall have been inspected and satisfy applicable criteria before being used to produce concrete. As an alternative to an ADOT inspection of the concrete batch plants and batching operations, the supplier may submit certification of their concrete production facilities from NRMCA or Arizona Rock Products Association (ARPA) to the Engineer. Concrete batch plants shall be inspected a minimum of once every two years. ADOT may inspect concrete batch plants at any time. TABLE OF CONTENTS INDEX SECTION 1006 1168 Each batch plant shall be equipped to control the time when the water enters the mixer during the mixing cycle. Batch and mixing time shall be calculated from the time cementitious material is first combined with water or aggregates.

The handling and storage of concrete aggregate for Class P concrete at the job site or a project specific plant site shall be such as to minimize segregation. Stockpiles shall be neat and regular in form and shall occupy as small an area as possible. Contamination of concrete aggregate for Class P concrete by contact with the ground at the job site shall be prevented. The contractor shall take the necessary measures to prevent such contamination. Such preventive measures include placing aggregate on hardened surfaces consisting of Portland cement concrete, asphaltic concrete, or cement treated material. The contractor shall maintain at least two full days’ worth of production of fine and coarse aggregate stockpiled at the batch plant for Class P concrete prior to starting and throughout the duration of Portland cement concret e paving operations. This requirement is waived for the last two days of production.

Concrete batch plants shall be operated in accordance with the manufacturer’s guidelines and recommendations. The amount of material measured for each batch of concrete shall not exceed the plant’s rated capacity. A record of certification current to within the last six months for all scales, balances, load cells, or water measuring systems used in the production of concrete shall be maintained at the batch plant and shall be made available to the Engineer upon request. When requested by the Engineer, the contractor shall supply a separate record for each batch of concrete which shows the batch weight or quantity of each individual ingredient. The amount of water introduced into the batch including that contained on the aggregate shall be verifiable.

For each class of concrete and each strength of ClassS concrete, except for Class P concrete produced in a batch plant at the project site and used exclusively for Class P work, the contractor shall furnish a delivery ticket for each batch of concrete, including any trial batches. The minimum information to be shown on each delivery ticket shall be:

TABLE OF CONTENTS INDEX 1169

design water -cem entitious material ratio Any manually added additives or admixtures previously approved by the Engineer to be added to an existing mix design, which cannot go through the plant or batching system, shall be recorded and shown on the delivery ticket. In addition, the number of revolutions that the concrete has been mixed at mixing speed in a truck mixer shall be noted on the delivery ticket. An authorized representative of the contractor shall be responsible for each delivery ticket and shall sign each deli very ticket accepting the contractor's responsibility for the concrete. The representative shall furnish a copy of the delivery ticket to the Engineer after discharge of the concrete is complete. 1006- 4.04 Mixing and Transport of Concrete :

All concrete shall be homogeneous and thoroughly mixed, and there shall be no lumps or evidence of un- dispersed cement. Equipment having components made of aluminum or magnesium alloys, which would have contact with plastic concrete during mixing and transporting, shall not be used.

Drum Mix Plant): The volume of concrete mixed per batch shall not exceed the capacity of the mixer as shown on the manufacturer's plate or documentation. No spillage of concrete is allowed during the pro cess of mixing. While mixing, the mixer shall be operated at the speed shown on the manufacturer's plate as the mixing speed. The mixing time shall not be less than 60 seconds per batch for Class P concrete and the mixing time shall be increased if directed by the Engineer. The mixing time shall be not less than 60 seconds for 1 cubic yard and shall be increased 15 seconds for each additional cubic yard or fraction thereof for ClassS or Class B concrete. The mixer shall have an automatic timing device whi ch locks the discharge equipment until the required mixing time has been completed. TABLE OF CONTENTS INDEX 1170 The mixer shall be operating at mixing speed at the time that all ingredients enter the mixer to ensure the immediate beginning of the mixing cycle. Mixing time shall end when the discharge chute opens. The contents of the mixer shall be completely discharged before the succeeding batch is placed in the mixer. Any concrete discharged before the mixing time is completed shall be disposed of by the contractor at no additional cost to the Department. Central mixers shall be equipped with automatic batch meters for counting the batches for Class P concrete. The contractor shall furnish the batch count daily to the Engineer. In the case of mixing in a central mixer, when fibers are incorporated into the concrete, mixing time and revolution rate is performed the same way as plain concrete because there is sufficient shear provided to uniformly disperse the fibers. A test or trial mixing is always recommended to ensure that the m ixture supports the fiber type and dosage and that there are no problems with the batching sequence. Mixed concrete shall be transported in truck mixers, truck agitators or in non- agitating trucks. When truck mixers or truck agitators are used, the concret e shall be continuously agitated from the time of loading until the time of discharge. Agitation shall be by rotation of the drum at the speed shown on the manufacturer's plate as agitating speed. The truck mixer or truck agitator shall be loaded and operated within a capacity not to exceed 80 percent of the gross volume of the drum. The rate of discharge shall be controlled by the speed of rotation of the drum in the discharge direction with the discharge gate fully opened. Bodies of non- agitating trucks shall be smooth, mortar -tight, metal containers and shall be capable of discharging the concrete at a satisfactory controlled rate without segregation. If discharge of concrete is accomplished by tilting the body, the surface of the load shall be retarded by a suitable baffle. Covers shall be provided when needed for protection. Discharge from non- agitating trucks shall be completed within 45 minutes from the time concrete is batched. Concrete hauled in open -top vehicles shall be protected against rain. When the ambient temperature exceeds 85 degrees F the concrete shall be covered if it could be exposed to the sun for more than 30 minutes.

All concrete truck mixers shall be inspected and satisfy applicable criteria before being used to mix and deliver concrete. As an alternative to the annual ADOT inspection of truck mixers, the trucks may be TABLE OF CONTENTS INDEX 1171 inspected in accordance with the requirements of the NRMCA and/or ARPA inspection programs. Such inspections shall be performed in accordance with NRMCA’s “Section 5 of Quality Control Manual, Section 3, Inspection & Certification of Delivery Vehicles” or ARPA’s “Certification of Ready Mixed Delivery Fleet” checklist and guideline. Upon satisfactory completion of inspection, an inspection sti cker shall be applied in a clearly visible location to the inside of the driver’s side door of the truck, or an NRMCA card shall be readily available. Truck mixers that do not have a valid NRMCA card, or ADOT or ARPA sticker indicating the date of inspecti on are not allowed to supply concrete to ADOT projects. Truck mixers shall be inspected annually at a minimum and may be inspected at any time. Each mixer shall meet the specified requirements for type and size and shall have attached in a prominent place a manufacturer's plate showing the gross volume of the mixer and the recommended speeds of the mixer for mixing and for agitating. Truck mixers shall be operated within a capacity not to exceed 63 percent of the gross volume of the drum and at speeds show n on the manufacturer's plate as mixing and agitating speeds. Truck mixers shall be equipped with an electrically or mechanically activated revolution counter by which the number of drum revolutions may be verified. The counter shall accurately register the number of revolutions. It shall be mounted on the truck mixer or inside the truck cab, so that it may be safely and conveniently read. The revolution counter shall be reset to zero after all materials have been loaded into the drum at the plant. Truck- mixed concrete shall be mixed entirely in the truck mixer. Mixing shall begin after the cement has been combined with either the aggregate or water. Each batch of concrete shall be mixed for not less than 70 nor more than 100 revolutions of the drum, at m ixing speed, after all materials have been loaded into the drum at the plant, except that when approved by the Engineer, the maximum of 100 revolutions may be increased. Any revolving of the drum beyond the maximum number of revolutions shall be at the agi tating speed. When fibers are incorporated into the concrete, it is recommended to add the fibers in a continuous manner. A mixing speed of 10 to 12 rpm is typically used for the rate of addition in trucks. A minimum of 40 revolutions (four to five minutes) after all the fibers are added is recommended for proper mixing and dispersion of fibers in trucks. Mixers shall be cleaned at suitable intervals. Water used for cleaning the mixer shall be discharged prior to further batching.

Concrete mixing in volumetric mixers for ClassS or Class B concrete shall be performed in accordance with the requirements of ASTM C685. TABLE OF CONTENTS INDEX 1172 1006- 4.05 Manufacturing Precast Items:

Manufacturers proposed by the contractor to manufacture precast items shall be on the “Approved Precast Concrete Products Manufacturers List” or the “Approved Precast/Prestressed Bridge Members Manufacturers List” on the Structural Materials Testing Section website. Only the manufacturers on the approved list(s) shall manufacture precast concrete products or precast bridge members for ADOT construction projects.

Shop drawings shall be submitted and approved as required in Subsection 105.03 of the specifications. The reviewer shall notate their full first and last name and contact phone number on the approved shop drawings. The contractor shall submit a copy of the approved shop drawings to the Structural Materials Testing Section at least five working days in advance of the start of production of the precast items. Any changes to shop drawings must be approved by the Engineer. These updated and approved shop drawings shall be sent to the Structural Materials Testing Section at least 24 hours i n advance of the start of production.

All precast bridge members shall be manufactured in a plant certified by the Precast/Prestress Concrete Institute (PCI). The manufacturer shall be, at a minimum, certified for Product Group “B” - Bridge Products, Category B4. Erection of precast/prestress bridge members shall be performed by a contractor, manufacturing plant, or erector which has an individual on staff who has attended and received a “Certification of Completion” from the PCI “Industry Erection Standards School” or is certified by PCI as a “Certified Field Auditor”. All precast concrete products, other than concrete pipe, shall be manufactured in a plant certified by the National Precast Concrete Association (NPCA) or PCI. All precast concrete pipe products and precast concrete box culverts shall be manufactured in a plant certified by the American Concrete Pipe Association (ACPA) or NPCA. All plant certifications shall be maintained throughout the production of all precast concrete items. Production for projects shall stop immediately if at any time the manufacturer’s certification is revoked, regardless of the status of completion of contracted work. Production shall not proceed until certificati on has been re- established. TABLE OF CONTENTS INDEX 1173 Each plant requesting to be added to the “Approved Precast Concrete Products Manufacturers List” or the “Approved Precast/Prestressed Bridge Members Manufacturers List” shall do so in writing to the Structural Materials Testing Section. The request shall include a copy of the compliance certificate issued by the ACPA, NPCA, or PCI, a copy of the most recent audit conducted in accordance with the ACPA, NPCA, or PCI certification programs, a copy of the response to deficiencies of the audit upon request, a copy of the Quality System Manual (QSM), and the designated Quality Control (QC) Manager for the plant. The contractor shall provide documentation to the Structural Materials Testing Section for any changes to the manufacturer’s Q SM, certified personnel, or plant certifications within 10 days of the respective change. The QSM shall contain, at a minimum, the methods of production and quality control policies and procedures used by the plant. The QSM shall be in accordance with ACPA , NPCA, or PCI Plant Certification requirements and their respective programs. Each manufacturer on the “Approved Precast Concrete Products Manufacturers List” or the “Approved Precast/Prestressed Bridge Members Manufacturers List” is required to submit to the Structural Materials Testing Section, a copy of the annual audit and the response to deficiencies of the audit, if applicable, to verify compliance with the ACPA, NPCA, or PCI certification programs. If an audit is not completed or audit documents are not submitted within a period of 16 months of the last audit date, the plant will be removed from the approved list for a minimum of two months. After the two months, the manufacturer can apply to have the plant reinstated to the approved list. Reinstatem ent is subject to review and compliance with the Structural Materials Testing Section. In the event of a change in ownership of an approved manufacturer, the manufacturer shall notify Structural Materials Testing Section of the change in ownership a minim um of 30 days prior to the date at which the change of ownership takes effect. Approval will expire if the Department is not notified of the change in ownership. The new ownership may avoid expiration by submitting a statement to the Structural Materials T esting Section indicating recognition of the details of the approval requirements, any changes to personnel and certifications, and verification that the plant is in accordance with the ACPA, NPCA or PCI certification program requirements. The Engineer may conduct annual audits on a random basis of each approved precast manufacturer. For precast concrete products, the manufacturer shall have either a Registered Professional Engineer or a QC Manager who has at least one of the following certifications: TABLE OF CONTENTS INDEX 1174

and Production; or

For precast bridge members, the manufacturer shall have a Registered Professional Engineer or QC Manager who is certified by PCI as QC Level II or higher. In addition, the QC Manager shall be certified, or have a technician(s) performing QC testing, as an ACI Concrete Field Testing Technician Grade I and ACI Concrete Strength Testing Technician Grade I. In the event of a change in QC Manager or certified QC Technician, the manufacturer shall notify the Structural Materials Testing Section of the change within 30 days. Failure to notify the Department of the change will result in the expiration of the approval. Expiration may be avoided by notifying the S tructural Materials Testing Section of any changes to personnel and include their certifications, and verification that the plant is in accordance with the ACPA, NPCA or PCI certification program requirements.

The contractor shall submit the concrete mix design(s) along with shop drawings to the Structural Materials Testing Section for approval. The shop drawings shall contain at the minimum:

jacks and pumps, gauge pressure values and theoretical elongations;

and

When Requests for Information (RFI) are submitted to the Engineer, a copy of the RFI shall also be submitted to the Structural Materials Testing Section. The manufacturer shall fabricate concrete test cylinders for each product, strength requirement, and mix design per each day of production. When “dry cast” or “zero slump” concrete is used, the concrete test cylinders will be fabricated per ASTM C497. For “wet cast” concrete, the concrete test cylinders will be fabricated per AASHTO T

test cylinders shall be fabricated, and unit weight and air content tests TABLE OF CONTENTS INDEX 1175 shall be performed as described in Subsection 1006- 4.05 (E) of the specifications. Release strength shall be met prior to det ensioning. At the discretion of the Engineer, release strength testing may be performed at the plant under the observation of the Engineer, if not performed by the Engineer. Concrete test results shall be made available upon request.

When requested, the precast manufacturer shall supply a monthly concrete compressive strength report, which contains the following information: Daily average concrete compressive strength; Monthly average concrete compressive strengths, with the hi gh test result, the low test result, and the standard deviation of concrete compressive strength results; Weekly aggregate gradation and sand equivalent test results; and For SCC, results of “Column Segregation Test”, when requested by the Engineer.

Concrete mix designs shall be submitted and comply with the requirements of Subsection 1006- 3.01 of the specifications, and the requirements listed herein. Calibration reports for batch plants scales and measuring devices shall be supplied to the Engineer upon request. All concrete used in the production of precast bridge members at the manufacturer’s plant or purchased from a Ready Mix supplier shall be batched with load cell indicating devices providing a digital readout and printed weights. Printed copies shall be available upon request by the Engineer. The rate of concrete placement and consolidation shall be such that the formation of cold joints within monolithic sections of any bridge member shall not occur, but at no time shall concrete placement be less than 25 cubic yards per hour. When consolidating concrete that includes epoxy coated reinforcement which requires vibration during placement, methods of vibration shall be equipped with neoprene or rubber boots or like material that protects the epoxy coatings from damage and/or abrasion. TABLE OF CONTENTS INDEX 1176 When concrete placement is interrupted by rain, the forms shall be covered with tarps or plastic. If it is determined that concrete placement can proceed during rain, tarps or plastic shall be used to cover the forms ahead of and behind the concrete placement.

Calibration reports for batch plant scales and measuring devices shall be supplied to the Structural Materials Testing Section when requested. Each precast plant shall submit a “Hot Weather” and/or a “Cold Weather” concrete batching and placement plan which addresses the steps that will be taken to ensure concrete temperature and curing meets the specifications. The plan shall specify procedures detailing how the concrete temperature will be monitored throughout each day’s production. The Structural Materials Testing Section may test concrete temperature at any time. Concrete failing to meet the specification will be rejected along with any precast products produced that day. The precast manufacturer shall supply annual test results for aggregate as required per ASTM C33, and also an annual absorption test on manufactured products. All concrete batched at the manufact urer’s plant, or purchased from a ready mix supplier, shall be batched with load cell indicating devices providing a digital readout and printed weights. Copies shall be available when requested by the Structural Materials Testing Section. The rate of concrete placement and consolidation shall be such that the formation of cold joints within monolithic sections will not occur. When consolidating concrete that includes epoxy coated reinforcement which requires vibration during placement, methods of vibratio n shall be equipped with neoprene or rubber boots or like material that protects the epoxy coatings from damage and/or abrasion. When a stripping strength is specified, the manufacturer may determine the concrete strength using Arizona Test Method 318, “Estimating the Development of Concrete Strength by Maturity Method.” When concrete placement is interrupted by rain, the forms shall be covered with tarps or plastic. If it is determined that concrete placement can proceed during rain, tarps or plastic shall be used to cover the forms ahead of and behind the concrete placement.

SCC shall be flowable under its own weight and completely fill the formwork, even in the presence of dense reinforcement, without the ne ed of any vibration, while maintaining homogeneity. Placement is to be accomplished in one lift, with the placement equipment within 25 feet of the rolling edge that the SCC creates. TABLE OF CONTENTS INDEX 1177 Trial mixes shall be observed by an ADOT representative. Trial mixes may include an inverted slump spread test in accordance with ASTM C1611, L- box, J- box, J- ring, Column Segregation Test, or other tests as deemed necessary by the Engineer for the concrete mix approval. In addition, the following is required:

for each precast concrete product being produced;

identified for the mixture; and

spread defined in the mix design. Concrete strength test cylinders shall be fabricated in accordance with ASTM C31, but filling the molds shall be done in accordance with ASTM C1758. Concrete unit weight and air content tests shall be performed in accordance with ASTM C138 and ASTM C231, respectively, but filling the cylinder molds shall be done in accordance with ASTM C1758. 1006- 5 Weather and Placement Limitations: 1006- 5.01 General Requirements: Concrete shall not be placed during adverse conditions, which may include but are not limited to rain, snow, freezing weather, unstable site conditions, excessively high ambient temperature, and high winds, unless approved by the Engineer. Under rainy conditions, placing of concrete shall be stopped before the quantity of surface water is sufficient to cause a flow or wash of the concrete surface or have a detrimental effect on the finished concrete and acceptance parameters. Placing of concrete shall immediately cease if the hauling vehicles or any equipment or pedestrian traffic tracks mud on the prepared base or changes the allowable subgrade dimensional tolerances for Class P concrete and slabs placed on subgrade for ClassS or Class B concrete. 1006- 5.02 Hot Weather Concreting: Forms, subgrade, and reinforcing steel shall be lightly sprinkled with cool water just prior to the placement of concrete. TABLE OF CONTENTS INDEX 1178 Chilled mix water or well crushed ice (substituted as a part of the mix water on a pound for pound basis) may be used to control the concrete temperature. Aggregate may be cooled by systematic sprinkling of aggregate stockpiles for evaporative cooling or by the use of liquid nitrogen systems. If required by the Engineer, windscreens shall be used to reduce the evaporation rate when curing methods alone are not sufficient to maintain the evaporation rate within acceptable limits. On bridge decks, windscreens shall project at least 6 feet above the prepared bridge deck surface. Windscreens may be made of any construction material that provides sufficient st rength to resist the force of the wind. If during finishing an unexpected environmental change or delay occurs, a monomolecular film product that aids in retarding the evaporation may be used prior to finishing with the Engineer’s approval. The monomolecular film shall be applied in accordance with the manufacturer’s recommendations. The evaporation retarder shall be applied in a fine mist using suitable sprayers; it shall not impact the plastic concrete surfaces in a stream. Concrete surfaces to which an evaporative retardant has been applied shall not be subjected to finishing which mixes the retardant into the plastic concrete. Application of an evaporation retardant shall not delay the placement of curing compound as described in Subsection 1006- 6.01( C) of the specifications. 1006- 5.03 Cold Weather Concreting: Concrete shall not be placed on or against ice- coated forms, reinforcing steel, structural steel, conduits, or construction joints; nor on or against snow, ice, or frozen earth materials. Immediately prior to placing concrete, the temperature of forms, reinforcing steel, earthen material, or any other material that will come in contact with the freshly placed concrete shall be a minimum temperature of 40 degrees F. If artificial heat is used to adjust the temperature of the items that will com e in contact with the freshly mixed concrete, the temperature of these items shall not exceed 10 degrees F greater than that of the concrete being placed. Concrete operations shall be discontinued when a descending ambient temperature in the shade and away from artificial heat falls below 40 degrees F. Concrete operations shall not be resumed until an ascending ambient temperature in the shade and away from artificial heat exceeds 35 degrees F unless otherwise approved by the Engi neer. Mixing and placing concrete shall continue no later than that time of day which allows sufficient time to place and protect the concrete already poured before the ambient temperature drops to 35 degrees F. TABLE OF CONTENTS INDEX 1179 Concrete shall be protected in a manner to maintain all concrete surface temperatures at not less than 50 degrees F for a period of 72 hours after placement and at not less than 40 degrees F for an additional 96 hours. The contractor may use equipment to heat the aggregates or water, or both, prior to mixing. If aggregates are heated, the minimum temperature of the heated aggregate shall be 60 degrees F and the aggregates shall have no chunks of ice or frozen aggregate present. Equipment used to heat the aggregates shall be such that consistent temperatures are obtained throughout the aggregate within each batch and from one batch to another. Water shall not be heated in excess of 150 degrees F unless the water is mixed with the aggregate prior to the addition of cement to the batch. During the heating or mixing process, cement shall not be added to water and aggregate combinations which exceed 100 degrees F. When weather forecasts indicate a probability that ambient temperatures are to fall below 35 degrees F during the placement or curing periods, the contractor shall submit a cold weather concreting plan to the Engineer for approval prior to concrete placement. The cold weather concreting plan shall detail methods and equipment which are to be used to ensure that the required concrete temperatures are maintained. The contractor shall provide adequate cold weather protection in the form of insulation and/or heated enclosures to protect the concrete after placement. For bridge decks and suspended structures, the cold weather concreting plan shall include protection measures for both the top and bottom surfaces of the concrete. This protection shall maintain concrete surface temperatures as specified above at all locations in the structure. When artif icial heating is required, the heating units shall not locally heat or dry the surface of the concrete. When a cold weather concreting plan is required, the Engineer may require concrete temperatures to be measured and continuously recorded by the use of t emperature sensing devices during the entire curing period. The contractor shall provide the temperature sensing devices, including its manufacturer’s certification which shall be in accordance with ASTM C1074, and recording instruments. The contractor shall install temperature sensing devices near the surface of the concrete at locations and depths designated by the Engineer. When concrete is placed on a bridge deck or suspended structure, both the bottom surface and the top surface shall be monitored with temperature sensing devices. Temperature sensing devices and recording instruments shall be approved by the Engineer. The contractor shall continuously monitor the concrete temperature and provide the recorded data to the Engineer upon request. If the surface concrete temperature at any location in the structure falls below 35 degrees F during the curing period, the Engineer may direct the contractor to core the areas in question at the locations indicated by the Engineer. The contractor shalls ubmit the cores to a petrographer for examination in accordance with ASTM C856. Concrete damaged by frost, as determined by the petrographer, shall be removed and replaced TABLE OF CONTENTS INDEX 1180 at no additional cost to the Department. All costs associated with coring, transmi ttal of cores, and petrographic examination shall be at no additional cost to the Department regardless of the outcome of the petrographic examination. The placing of concrete will not be permitted until the Engineer is satisfied that all the necessary protection equipment and materials are on hand at the site and in satisfactory working condition. Concrete requiring cold weather protection shall have such protection removed at the end of the required curing period in such a manner that will permit a gradual drop in the concrete temperatures . 1006- 6 Curing Concrete: 1006- 6.01 Curing Cast -in-Place Concrete:

All cast -in-place concrete shall be cured by one, or by a combination of more than one, of the methods specified herein and curing shall begin immediately after completion of machine or hand finishing of the fresh concrete. Curing shall be continued for a period of at least seven days after placing if ei ther Type II Portland cement or Portland pozzolan cement has been used, or for at least three days if Type III Portland cement has been used. Surfaces requiring a Class II finish shall not be cured by the Liquid- Membrane Forming Compound Method until after the finishing operations are completed. No traffic, hauling, storing of material or other work shall be allowed on any concrete surface during the required curing periods.

All surfaces not covered by reasonably waterproof forms shall be kept damp by applying water with a nozzle that so atomizes the flow of the water that a fog mist and not a spray is formed until the surface of the concrete is covered with a curing medium or sprinkling of the surface is permitted. The moisture from the nozzle shall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantity sufficient to cause a flow or wash the surface. If a curing medium is used, the concrete shall be kept continuously wet by sprinkling with water for the entire curing period. Burlap, rugs, carpets, or earth or sand blankets may be used as a curing medium to TABLE OF CONTENTS INDEX 1181 retain the moisture during the curing period. Application of the curing medium shall not begin until such time that placement can be made without marring the surfaces of the concrete. Application of a non- atomized spray of water, water by brushes, or any other non -approved method will not be permitted. Fogging equipment shall consist of a mechanically operated pressurized system using incrementally spaced triple headed nozzles or equivalents. The nozzles shall be pointing horizontally, parallel to the surface of the concrete and at a distance not to exceed 36 inches above the concrete surface. The fogging equipment shall be mounted such that it is stationary. Each nozzle shall be equipped with an easily accessible control capable of varying the volume of water flow and immediately shutting off the water when in the off position. Hand- held fogging equipment will not be allowed. If a curing medium is not used, the entire surface of the concrete shall be kept damp by the application of water with an atomizing nozzle as specified above until the concrete has set, after which the entire surface of the concrete shall be sprinkled continuously with water for the entire curing period. In no case shall curing be interrupted by more than one hour during the curing period.

Liquid membrane forming compound shall conform to the requirements of ASTM C309 and also meet the criteria in Table 1006- 8. Approval of curing compound will be based on a C ertificate of Analysis conforming to the requirements of Subsection 106.05 of the specifications submitted for each lot. Curing compound shall not be used on a project prior to approval. Any curing compounds not previously approved for use on a current or past ADOT project shall be tested for pre- approval by the Structural Materials Testing Section prior to the submittal of the Certificate of Analysis. The pre- approval testing shall be determined by the Engineer and in accordance with the requirements in T able 1006- 8. The approval of Type 2 (white pigmented) curing compounds shall be effective for a maximum of six months from the production date. The approval of Type 1- D (clear or translucent with fugitive dye) curing compounds shall be effective for a maxi mum of 12 months from the production date. TABLE OF CONTENTS INDEX 1182 TABLE 1006 -8 Testing Criteria for Liquid Membrane Forming Compound Procedure Criteria Color Clear (Type 1 -D) White (Type 2) Deleterious Reaction w/ Concrete No Reaction No Reaction Drying Time Test Less than 4 hours Less than 4 hours Moisture Loss (72 hours) Less than 0.55 kg/m² Less than 0.55 kg/m² Reflectance Test N/A 60% or greater Three -Day Settlement Test (MNDOT Procedure) Less than 2 ml after 3 days Less than 2 ml after 3 days Non -volatile Content Test (D2369 Method A) Minimum 25% Minimum 25%

The Engineer shall reserve the right to sample curing compound at the source to perform tests specified in ASTM C309 for verification purposes. Sampling frequency will be at the discreti on of the Engineer. Curing compound with failing verification test results shall not be used. All surfaces not covered by waterproof forms shall be cured by the liquid- membrane forming compound method. The curing compound shall be applied to t he concrete immediately following the surface finishing operation in one or more applications totaling a rate of at least 1 gallon per 100 square feet. The contractor shall not exceed the coverage rate specified in ASTM C309. The curing compound shall form a continuous unbroken surface. Type 2 compound with either a Class A or Class B vehicle shall be used for concrete pavement, bridge decks, and approach slabs. Type 1- D compound with either a Class A or Class B vehicle shall be used for other concrete items. If the membrane film is broken during the curing period, the broken area shall be given a new application of compound at a rate sufficient to ensure uniform coverage. In no case shall curing be interrupted by more than one hour during the curing period.

Formed surfaces of concrete may be cured by retaining the forms in place. The forms shall remain in place for the entire curing period. All joints in the forms and the joints between the end of forms and concrete shall be kept moisture- tight during the curing period. Cracks in the forms and cracks between the forms and the concrete shall be resealed by methods approved by the Engineer. TABLE OF CONTENTS INDEX 1183

Slabs: The top surface of bridge decks, approach slabs, and anchor slabs shall be cured by the liquid- membrane forming compound method and by the water curing method. The curing compound shall be applied progressively immediately following the surface finishing operation. Water curing shall be applied not later than four hours after the completion of the surface finishing operations and shall be applied as specified herein. The top surface of bridge decks, approach slabs, and anchor slabs that will be covered with a special riding surface or waterproofing membrane shall be cured by the water curing method only. Water curing shall be applied progressively immediately following the surface finishing operation as specified herein. 1006- 6.02 Curing Precast Concrete:

The contractor may cure precast concrete in accordance with the requirements specified above for curing cast -in-place concrete or the curing of precast concrete may be performed by external heating. This may be accomplished by the use of low -pressure steam or radiant heat with moisture. If curing of the concrete is accomplished by low -pressure steam or radiant heat with moisture, curing will be considered completed after termination of steam or radiant heat curing. Rapid t emperature changes in the concrete shall be avoided during the cooling period. If curing of the concrete is accomplished by the water curing method, the liquid -membrane forming compound method, or the forms- in-place method, such curing shall be continued f or a period of at least seven days after placement of the concrete. The curing time may be reduced to a minimum of three days when a Type III Portland cement has been used. For precast items, when a concrete mix contains silica fume, a curing plan accepta ble to the Engineer shall be submitted for approval. Concrete test cylinders shall be initially cured with, and in the same manner as the precast concrete products. Final curing will be per AASHTO T 23/ASTM C31. TABLE OF CONTENTS INDEX 1184

After placement of the concrete, precast items shall be held for a minimum two -hour presteaming period. If the ambient air temperature is below 50 degrees F, steam shall be applied during the presteaming period to hold the air surrounding the precast item at a temperature between 50 and 90 degrees F. When the ambient temperature falls below 50 degrees F, steam or radiant heat may be used to keep the enclosure at a temperature of not m ore than 90 degrees F until the accelerated curing period begins. Accelerated curing shall not commence until one hour after initial set or three hours after placement of concrete, whichever is longer. Initial set will be determined in accordance with AST M C403 and the results submitted with each mix design. To prevent moisture loss on exposed surfaces during the presteaming period, precast items shall be covered as soon as possible after casting or the exposed surfaces shall be kept wet by fog spray or wet blankets. Enclosures for steam curing shall allow free circulation of steam about the member and shall be constructed to contain the live steam with a minimum moisture loss. The use of tarpaulins or similar flexible covers will be permitted, provided they are kept in good repair and secured in such a manner to prevent the loss of steam and moisture. Steam at the jets shall be low pressure and in a saturated condition. Steam jets shall not impinge directly on the concrete, test cylinders or forms. During application of the steam, the ambient air temperature rise within the enclosure shall not exceed 40 degrees F per hour. The average curing temperature throughout the enclosure shall not exceed 160 degrees F and shall be maintained at a constant level for a sufficient length of time so as to ensure the development of the required compressive strength by the ag e of 28 days in concrete items which are not be prestressed. The concrete temperature during accelerated curing shall not exceed 170 degrees F. The manufacturer shall have a temperature measuring device(s) that allows the Department to monitor the concrete curing temperature at all times. For items which are to be prestressed, the constant temperature shall be maintained for sufficient time necessary to develop the concrete compressive strength required for prestressing. The ambient curing temperature shall not exceed 175 degrees F at any point. Control cylinders shall be covered to prevent moisture loss and shall be placed in a location where temperature is representative of the average temperature of the enclosure. Temperature recording devices that w ill provide an accurate continuous permanent record of the ambient curing temperature shall be provided. A minimum of two temperature recording devices or one for every 200 feet of continuous bed length are required for checking temperature. The location of each temperature measuring device will be chosen by the Engineer. The enclosure around each precast concrete item shall be TABLE OF CONTENTS INDEX 1185 adequate to ensure a consistent concrete curing temperature. Once the curing enclosure procedure is established, the concr ete curing temperature shall be monitored at one location for each precast item. A temperature measuring device shall be placed in each precast bridge member. The difference in the concrete curing temperature at the ends of each precast bridge member shall not exceed 20 degrees F. Forms shall not be considered a component of the enclosure during accelerated curing. A temperature measuring device shall be placed in at least two precast concrete products. The difference in the concrete curing temperature at any location within the enclosure for a precast concrete product shall not exceed 20 degrees F. When box girders or voided slab lengths are less than 60 feet, the concrete curing temperature shall be measured on every other bridge member. The manufacturer shall supply a report of the concrete curing temperatures for each concrete casting. In the event the side forms are removed before the precast unit has attained the required release compressive strength, the curing method shall be continuous in maintai ning the temperature and moisture level as described above, within the enclosure, as nearly as practical. There shall not be a delay in re- covering the girder or prestress member.

Radiant heat shall be applied by means of pipes circulating steam, hot oil or hot water, or by heating elements or electric blankets on the forms. Pipes, blankets or elements shall not be in contact with the concrete surfaces. Moisture shall be applied in such a manner as to keep the top surface of the precast unit continuously moist during the curing period by fogging or spraying. Moisture shall be maintained by a cover of burlap or cotton matting and further covered by a waterproof tarpaulin with an insulating cover. Temperature limits and the use of recording thermometers shall be the same as curing with low -pressure steam. Application of the heat cycle may be accelerated to meet climatic conditions upon the approval of the Engineer. A temperature sensing device shall be placed 2 ± 1/2 inches from the heated form. 1006- 7 Acceptance Sampling and Testing : 1006- 7.01 General: Sampling and testing of concrete will occur to determine the acceptability of the concrete in accordance with the test methods and criteria identified below. Concrete satisfying the criteria shown in the following sections is acceptable for use in the work. Rejection of concrete delivered to the site may occur due to failure to satisfy or achieve the specified criteria including, but not limited to: improper temperature, slump, air content, or batch quantities that excessively TABLE OF CONTENTS INDEX 1186 deviate from the mix design. The Engineer may allow deficient concrete mixtures already placed to remain in place subject to final acceptance by the 28 day compressive strength testing provided there is confirmation that the placement had adequate consolidation throughout the pour. Deficient concrete mixtures due to insufficient air content, or improper slump which exhibit the appearance of segregation or lack of adequate consolidation, will not be accepted and shall be removed at no additional cost to the Department . For the mixture deli vered to the site, the weights and volumes shall be within the tolerances described in Subsection 1006- 4.02 of the specifications for each component. Acceptance and penalties for placed concrete which meets the specified mixture requir ements or is allowed to remain in place shall be determined by the results of the 28- day compressive strength as specified in Subsection 1006- 7.03 of the specifications, and additionally in the case of Class P concrete, on the measured thickness of concret e pavement in place as specified in Section 401 of the specifications . Sampling and testing for compressive strength will be performed on all classes of concrete furnished, including each strength specified on the project plans for ClassS concrete. 1006- 7.02 Field Sampling and Testing :

A sample of concrete for determination of temperature, slump, un it weight (when required), and air content (when required) as well as for fabrication of test cylinders for compressive strength determination at 28 days will be taken at random at the specified sampling frequency for each type of concrete. When “Self Consolidating Concrete” (SCC) is used, the concrete t est cylinders shall be fabricated, and unit weight and air content tests shall be performed as described in Subsection 1006- 4.05(E) of the specifications. All sampling and testing shall be done by a certified technician meeting the requirements of the ACI Concrete Field Testing Technician, Grade I or equivalent. Required testing of concrete will be performed in accordance with the methods shown in Table 1006- 9. TABLE OF CONTENTS INDEX 1187 TABLE 1006 -9 Sampling and Testing Test Procedures Temperature ASTM C1064 Slump ASTM C143 Air Content ASTM C231 or C173 Sampling ASTM C172 Making and Curing Cylinders ASTM C31 Compressive Strength ASTM C39 Unit Weight and Yield ASTM C138

Concrete shall be sampled in accordance with ASTM C172 for acceptance testing of temperature, slump, unit weight and yield (when required) and air content (when required) as well as for fabrication of test cylinders for compressive strength determination at 28 days except that the concrete shall be sampled once during discharge at the middle portion of the batch. Sufficient care shall be taken to obtain a representative sample by diverting the entire stream of the concrete to prevent segregation. Samples shall be of sufficient size to perform all the required tests and fabricate the necessary test cylinders but in no case less than 1 cubic foot. If the properties of the concrete do not appear to be within the specification mix design limits for slump, or ai r content, a preliminary sample may be obtained after discharge of 1/4 cubic yards for initial check testing. If the preliminary measurement falls outside the specified limits, concrete placement shall be discontinued and addressed as follows:

greater than the specified mix design upper limit, another check test shall be made immediately on a new test sample. In the event the second check test fails, the concrete shall be considered to have failed the requi rements of 1006- 7.03(A) and shall be rejected;

accordance with the requirements of 1006 -7.03(A). In place of the addition of water to adjust the slump, an approved water reducing admixture may be added to increase workability. After any additions, the drum shall be turned at least 30 revolutions at mixing speed and a check test shall be made on a new sample of the adjusted concrete to verify compliance wi th 1006- 7.03(A) ; and

specified limit, an approved air entrainment admixture may be added to increase the air content by an authorized representative of the ready mix supplier that has been approved b y the Engineer. After any additions, the drum shall be turned at least 30 revolutions at mixing speed and a check test shall be made on a new sample TABLE OF CONTENTS INDEX 1188 of the adjusted concrete to verify compliance with the mix 1006- 7.03(A). Preliminary samples for check testing do not take the place of acceptance samples. Once any additions, adjustments, and associated mixing are complete, another sample from the middle portion of the batch shall be taken for acceptance testing. All compressive strength test specimens shall be made, cured, handled, protected, and transported in accordance with the requirements of ASTM C31. A safe storage location(s)/facilities shall be secured for the use of the testing laboratory(ies)/technician(s) to ensure proper curing of concrete test cyl inders on the project site, including sufficient access on weekends and holidays to allow the timely pick- up of cylinders specimens. Upon arrival at the testing laboratory, all compressive test specimens shall be handled, cured, and tested in accordance wi th the requirements of ASTM C39. Any and all deviations from the standard procedure of any test method shall be promptly identified and corrected. Any deviations shall be clearly noted by the testing technician on reports. Should an individual cylinder show evidence of improper sampling, molding, curing, or testing, the results shall be discarded and the compressive strength shall be the result of the average of the remaining cylinder(s).Testing results obtained from non- standard testing procedures shall be considered invalid and discarded by the Engineer. If approved by the Engineer, and unless otherwise specified, Arizona Test Method 318 may be used to estimate concrete strength by the maturity method. The maturity method shall not substitute for compressive strength acceptance testing (28- day cylinders). The contractor shall submit a written request to the Engineer prior to using the maturity method. If its use is approved by the Engineer, the contractor shall develop a strength- maturity relationship an d shall also provide the maturity meter(s) and digital data loggers necessary, as well as performing all required testing, all at no additional cost to the Department.

Concrete pumped to facilitate placement shall be sampled for acceptance at the final point of placement. Samples shall be taken during continuous discharge of concrete without interruption at the normal production rate. In accordance with Subsection 601- 3.03 (C) of the specifications, where freeze- thaw durability is of concern (such as in bridge decks, overlays, approach slabs, and barrier walls), the concrete shall also be sampled at the truck to determine air loss through the pump. If the loss of air as measured between the supply truck and the point of placement exceeds 2 percent, the contract or shall employ measures acceptable to the Engineer to reduce the loss of air to less than 2 percent. If sampling at the point of placement is not practical, as determined by the Engineer, or creates a safety concern, the concrete shall be sampled for acceptance at the truck. When acceptance sampling can only be performed at the truck, the acceptable range of air TABLE OF CONTENTS INDEX 1189 content of the supplied mix will be adjusted to not less than 5 percent but no more than 8 percent in accordance with Table 1006- 10. For ClassS concrete with a compressive strength requirement less than 4000 pounds per square inch, or Class B concrete, a strength test will consist of the average strength of two test cylinders. However, if the compressive strengths of the two test cylinders differ by more than 10 percent from the average of the two, the strength test result shall be the cylinder with the highest compressive strength. For ClassS concrete with a compressive strength requirement equal to or greater than 4000 pounds per square inch, or Class P concrete, the compressive stre ngth of each sample shall be determined by averaging the results of the three test cylinders. However, if the compressive strength of any one of the three test cylinders differs by more than 10 percent from the average of the three, its result shall be di scarded and the compressive strength shall be the average of the remaining two cylinders. Should the individual compressive strength of any two of the three remaining cylinders differ by more than 10 percent from the average of the three, the results will be discarded and the compressive strength shall be the strength of the remaining cylinder.

Samples of concrete shall be taken in accordance with the requirements of ASTM C17 2, except concrete for Class P shall be sampled immediately before going into the paver or forms, or as otherwise directed by the Engineer.

The concrete will be field sampled and compressive strength tested by the Engineer in accordance with the requirements in 1006- 7.02 for Class S with the addition of the following: Fabrication of test cylinders for compressive strength determination shall be done for one day (for release breaks), seven days, and 28 days. The acceptance samples shall represent one member, one day’s production, or as determined by the Engineer.

A strength test on each precast unit produced wi ll consist of the average rebound number as determined from readings taken on the precast unit with a rebound hammer. The average rebound number will be determined in accordance with the requirements of ASTM C805. The compressive strength of the concrete will be determined from the average rebound number and the calibration chart established for the TABLE OF CONTENTS INDEX 1190 specific rebound hammer being used. The calibration chart will be established from rebound readings taken on concrete test cylinders fabricated at the precast plant and the actual compressive strength of the cylinders. 1006- 7.03 Acceptance Criteria: Concrete acceptance test results and verifications shall be evaluated for acceptance using the criteria established in this section.

Plastic concrete is concrete which has been delivered to the project, is still in a workable state, and has not yet achieved initial set. The criteria used for accepting plastic concrete are as follows:

The batch time is defined as the time at which cementitious material is combined with water or aggregate. Discharge from the truck mixer or truck agitator shall be completed within 90 minutes from batching. The Engineer may allow concrete placement to continue in excess of the 90 minutes if the concrete is of such slump, workability, and/or temperature that it can be placed without the addition of water to the batch. Additional discharge time shall also be allowed provided a hydration stabilizing admixture is shown on the approved mix design and has been included in the batch, subject to the following:

workability to facilitate adequate consolidation during placement, and;

requirements of subsection 1006 -2.04 of the specifications and retards hydration by a hydration stabilizing mechanism, and;

design, and the additional amount of batch to discharge time exceeding the 90 minute limit has been requested by the contractor for approval by the Engineer and acknowledged on the mix design by the Engineer, or;

the approved mix design and the application- specific dosage and additional time has been requested by the contractor and approved by the Engineer. TABLE OF CONTENTS INDEX 1191

The temperature of the concrete mixture immediately before placement shall not be less than 50 degrees F nor greater than 90 degrees F. The Engineer may allow concrete placement to continue in excess of the maximum temperature if the concrete is of such slump or workability that it can be placed without the addition of water to the batch. The Engineer may also approve concrete mixtures with a temperature less than 50 degrees F or greater than 90 degrees F if otherwise specified or pre- approved by a mix design that accounts for the temperature deviation. Otherwise, concrete that fails to conform to this temperature requirement will be rejected prior to placement.

The contractor shall furnish Class P Concrete having a slump within the range specified in Table 1006- 5. The contractor shall furnish ClassS and Class B concrete having the slump shown on the approved mix design, with a permissible variation of ± 1 inch when the slump shown on the approved mix design is 4 inches or less, and a permissible variation of ±1½ inches when the slump shown on the approved mix design is greater than 4 inches. However, when an approved high range water reducing chemical admixture (ASTM C494, Type F or T ype G) conforming to the requirements of Subsection 1006- 2.04 is used, the permissible variation will be ± 2 inches, unless otherwise required by the Special Provisions. Concrete that fails to conform to the consistency requirements will be rejected. When concrete is pumped, samples for consistency will be taken both as the concrete leaves the mixer and at the pump hose discharge. If the Engineer determines that there is a favorable correlation between the results of consistency tests on samples obtained f rom the mixer and from the pump hose, the Engineer may discontinue sampling from one of the sources. If a favorable correlation is not maintained, the contractor shall employ corrective measures acceptable to the Engineer and sampling will continue from both sources to verify the correlation of test results. If the workability of the concrete needs to be adjusted (or if additional mixing water is required to maintain the mix design water -cementitious material ratio), additional mixing water may be added as long as it does not exceed the amount of permissible water to meet the approved mix design maximum water tolerance, as noted on the delivery ticket. The concrete shall be mixed by a minimum of 30 revolutions of the drum at mixing speed after the water has been added, prior to discharge of any concrete for placement. The contractor shall ensure that any additional mixing water and required mixing revolutions shall be recorded on the delivery ticket as specified in Subsection 1006- 4.03(D) of the specifications. This additional mixing may be in excess of the maximum revolutions at mixing speed previously specified. TABLE OF CONTENTS INDEX 1192

Where air -entrainment is utilized as identified in Section 1006- 3.01(E) of the specifications, the air content of the concrete mixtur e at the point of placement shall meet the requirements in the following table: TABLE 1006 -10 Air Entrainment Requirements Elevation Freeze- Thaw & Air Loss Concern Air Entrainment Required Required Air Content by Volume (%) 3,000 feet or above No Yes 4 to 7 3,000 feet or above Yes Yes 5 to 8* Below 3, 000 feet N/A Contractor’s Option ≤ 7 Note:

*In accordance with Subsection 1006- 7.02 (A) of the specifications, when the concrete is pumped and acceptable sampling can only be performed at the truck.

Concrete that falls below the minimum may be adjusted with the addition of an approved air entrainment admixture in accordance with 1006- 7.02(A). Concrete that fails to conform to the maximum air content requirements listed above for the respective elevation as determined by the Engineer, shall be rejected prior to placement.

Class P concrete will be accepted for compressive strength in accordance w ith the provisions of Section 401 of the specifications. All concrete failing to meet the compressive strength requirement or otherwise rejected in accordance with Section 401 or Subsection 1006- 7.01 of the specifications , shall be replaced with concrete meeting the requirements of these specifications. If the contractor chooses to contest the compressive strength results of any sample for purposes of acceptability or improving a negative pay factor, the contractor may elect to rely on the results of compr essive strengths of cores. Three cores shall be obtained at no additional cost to the Department, at the approximate location where the contested test cylinders were obtained. Such cores shall be obtained and tested in accordance with the requirements of ASTM C42. Cores must be obtained under the observation of an ADOT representative and delivered to the Engineer in time to allow complete testing within 48 days of placement. Testing shall be performed by the Department. The contractor may elect to have a representative present during testing. Compressive strength shall be the average of the results of the three cores. However, if the compressive strength of any one of the three cores differs by more than TABLE OF CONTENTS INDEX 1193 10 percent from the average of the three, its r esult shall be discarded and the compressive strength shall be the average of the remaining two cores. Should the individual compressive strength of any two of the three cores differ by more than 10 percent from the average of the three, the results of both shall be discarded and the compressive strength shall be the result of the remaining core. Results of the core testing will be binding on both the contractor and the Department, and will replace the results of the test cylinders for that sample.

ClassS and Class B concrete will be accepted for compressive strength and paid for in accordance with the following table. Concrete will be paid for by the linear foot or by the cubic yard, complete in place, except that an adjustment in the contract unit price, to the nearest cent, will be made for the quantity of concrete represented by 28- day compressive strength test results less than the specified requirement. Concrete failing to meet at least 85 percent of the 28- day compressive strength for specified strengths of 3,000 pounds per square inch and below, 90 percent for a specified strength of 3,500 pounds per square inch, or 95 percent for specified strengths of 4,000 pounds per square inch and above, or any concrete failing to meet the other r equirements of Subsection 1006- 7.01 of the specifications, will be rejected and removed at no additional cost to the Department and replaced with concrete which meets the specified requirements, unless the contractor can submit evidence that will indicate to the Engineer that the strength Adjustment in Contract Unit Price for Compressive Strength of ClassS and Class B Concrete 3000 psi and Below 3500 psi 4000 psi and Above Percent of Specified 28- Day Compressive Strength Attained, to the Nearest 1 Percent Percent Reduction in Contract Unit Price (See Note 1) Percent of Specified 28- Day Compressive Strength Attained, to the Nearest 1 Percent Percent Reduction in Contract Unit Price (See Note 1) Percent of Specified 28- Day Compressive Strength Attained, to the Nearest 1 Percent Percent Reduction in Contract Unit Price (See Note 1) 100 or More 0 100 or More 0 100 or More 0 97 – 99 3 98 – 99 2 99 1 94 – 96 6 96 – 97 4 98 2 91 – 93 9 94 – 95 6 97 3 88 – 90 12 92 – 93 8 96 4 85 – 87 15 90 – 91 10 95 5 Less than 85 30 (See Note 2) Less than 90 30 (See Note 2) Less than 95 30 (See Note 2) Notes:

not exceed $150.00 per cubic yard.

TABLE OF CONTENTS INDEX 1194 and quality of the concrete is such that the concrete should be considered acceptable and be allowed to remain in place. If such evidence consists of cores, the contractor shall obtain three cores from the concrete represe nted by the failing cylinder strength test. The cores shall be obtained at no additional cost to the Department, under the observation of an ADOT representative, and delivered to the Engineer in time to allow complete testing of such cores within 48 days after the placement of the concrete. All cores shall be obtained and tested in accordance with the requirements of ASTM C42. Testing shall be performed by the Department. The contractor may elect to have a representative present during testing. The concrete represented by the cores will be considered for acceptance, in accordance with the requirements of the table above. If the average compressive strength does not meet the specified requirement, all concrete so represented shall be removed at no additi onal cost to the Department unless permitted to remain in place by the Engineer. Results of the core testing will be binding on both the contractor and the Department, and will replace the results of the test cylinders for that sample. 1006- 7.04 Sampling Frequency for Cast -In-place Concrete:

For ClassS concrete with a compressive strength requirement less than 4000 pounds per square inch, a sample of concrete for the required tests, as specified in Subsection 1006- 7.02 of the specifications, will be taken on a daily basis for each 100 cubic yards, or fraction thereof, of continuously placed concrete from each batch plant. For ClassS concrete with a compressive strength requirement equal to or greater than 4000 pounds per square inch, a sample of concrete for the required tests, as specified in Subsection 1006- 7.02 of the specifications, will be taken on a daily basis for each 50 cubic yards, or fraction thereof, of continuously placed concrete from each batch plant. For Class B concrete, a sample of concrete for the required tests, as specified in Subsection 1006- 7.02 of the specifications, will be taken for each 100 cubic yards placed from each batch plant. For ClassS or Class B concrete placed at elevations of 3,000 feet or above, air content testing shall be performed for each 50 cubic yards placed, regardless of the compressive strength requirement. An additional sample or samples for any of the required tests may be taken at an interval of less than the sampling frequency specified above, at the discretion of the Engineer, on any batch or load of concrete. A sample for the required tests on daily placements of 10 cubic yards or less may be taken at the discretion of the Engineer.

Class P co ncrete shall be sampled and tested for compressive strength by the lot. A lot shall be considered to be one shift’s production; however, a new lot shall begin when the mix design is changed. For partial shifts due to weather or other reasons, more than one day’s TABLE OF CONTENTS INDEX 1195 production may be included in a lot. When such partial shifts occur, the contractor and the Engineer will jointly determine the lot limits. Five samples shall be obtained from each lot at random locations as directed by the Engineer. The Engineer may exclude certain locations from random sampling if the Engineer determines that the location of the work precludes normal construction operations. Three test cylinders shall be fabricated from each sample and tested for 28 -day compressive strength in accordance with Subsection 1006- 7.02 of the specifications. Class P concrete shall be sampled and tested for temperature, slump, and air content (if applicable) a minimum of five times per lot. The frequency may be reduced for partial shifts with the approval of the Engineer. Additional samples for any of the req uired tests may be taken at the discretion of the Engineer.

A sample of concrete for the required tests as specified in Subsection 1006- 7.02 of the specifications will be taken for either each precast concrete member or for each day's production at the discretion of the Engineer. An additional sample or samples for any of the required tests may be taken at the discretion of the Engineer. The Engineer will determine the quantity of concrete represented by each sample of concrete for any test performed. When a sample of concrete for the required compressive strength test is taken to represent a single day's production and not each precast member, the degree of acceptance for all precast concrete members in that day's production will be established by the results of such compressive strength test. SECTION 1007 RETROREFLECTIVE SHEETING : 1007- 1 General Requirements: Retroreflective sheeti ng shall consist of a retroreflective system having a smooth outer surface. The sheeting shall have a pre- coated adhesive on the back side protected by an easily removable liner, except for self - supporting products having a Class V backing, such as roll -up signs and some types of traffic cone collars. Sheeting shall conform to criteria listed in the most current version of ASTM D4956 for the applicable type and class, unless otherwise specified. Only those retroreflective sheeting, inks, and film products that are currently shown in the Department’s Approved Products List (APL) shall be used. Copies of the APL are available on the internet from the Arizona Transportation Research Center (ATRC), through its PRIDE program. TABLE OF CONTENTS INDEX 1196 A Certificate of Compliance, conforming to the requirements of Subsection 106.05 of the specifications, shall be submitted. The Certificate of Compliance shall identify the retroreflective sheeting type, backing class, make of sheeting, inks, and film intended for use in all manufactured devices, including signs, channeling devices, mileposts, object markers, guard rail markers, delineators and reference markers. The Engineer may accept all materials based on the certification or may require the contractor to furnish additional information or laboratory test results. Additionally, the Engineer may perform measurements on materials to determine their compliance with these specifications. Signs and other devices that have sheeting, inks or films that do not meet these requirements shall be rejected and shall be replaced at no additional cost to the Department. 1007- 2 Material Types: Sheeting for permanent warning signs, regulatory signs, and overhead- mounted guide signs, including all sign legends and borders, shall be ASTM Type XI. Sheeting for all warning signs with yellow backgrounds shall be Type X I fluorescent retroreflective yellow. Sheeting for information signs, ground- mounted guide signs, and marker signs, including all sign legends and borders, shall be ASTM Type IX or XI. Sheeting for permanent object markers and delineators on a rigid substrate with yellow backgrounds, including guardrail end treatments, guardrail markers, rigid delineators, and impact attenuators, shall be Type XI fluorescent retroreflective yellow. Sheeting for permanent object markers and delineators on a rigid substrate i n colors other than yellow, including guardrail end treatments, guardrail markers, rigid delineators, and impact attenuators, shall be ASTM Type IX or XI. Sheeting for object markers and delineators on a flexible or plastic substrate, including flexible delineators and sand barrels, shall be ASTM Type VIII, IX or XI. For temporary regulatory and guide signs on a rigid substrate with fluorescent retroreflective orange sheeting, ASTM sheeting Types VIII, IX, or XI shall be used. For temporary regulatory and g uide signs on a rigid substrate in colors other than fluorescent retroreflective orange, ASTM sheeting Types IV, VIII, IX, or XI shall be used. For retroreflective orange temporary signs on a flexible or roll -up substrate, ASTM Type VI sheeting shall be used. TABLE OF CONTENTS INDEX 1197 All temporary signs (rigid, flexible, or roll -up) with orange backgrounds shall use fluorescent retroreflective orange sheeting, except that non- reflective sign materials may be used for temporary signs where the signs will be clearly visible under available natural light. For barricades and other temporary channelizing devices, ASTM sheeting Types IV, VIII, IX, or XI shall be used. Sheeting for Adopt -A-Highway signs shall be ASTM Type I, IV, or XI. Logo signs shall be ASTM Type I, IX, or XI. When more than one sheeting type is allowed, the contractor may use any of the types listed, provided that materials used for a particular application shall be of the same ASTM type, manufacturer, and product for all signs of the same type in the project. Opaque films used with sheeting shall be acrylic type films. Direct -applied and demountable black characters shall be non- reflective. 1007- 3 Visual Appearance, Luminance and Color Requirements: Except as specified herein, the color of the sheeting, ink or film shall conform to the ADOT Manual of Approved Signs, the Manual on Uniform Traffic Control Devices (MUTCD), and the plans. All sheeting, inks and film used shall be uniformly colored so there is no visual variation in their appearance on the same sign or from sign to sign of the same colors. Standard colors specified for sheeting, processing inks, and films shall, as applicable, match visually and be within the color tolerance limits required by Highway Tolerance Charts issued by the Federal Highway Administration. Additionally, for the retroreflective sheeting, unless otherwise noted, the Luminance Factor (Daytime Luminance) and Color Specification Limits (Daytime) shall conform to the applicable requirements of ASTM D4956. In addition to the luminance and color requirements, fluorescent orange sheeting and fluorescent yellow sheeting shall have the capacity to effectively fluoresce outdoors under low light conditions. For all applications requiring fluorescent orange sheeting or fluorescent yellow sheeting , the contractor shall provide a letter to the Engineer from the manufacturer certifying that the sheeting to be used is fluorescent. TABLE OF CONTENTS INDEX 1198 1007- 4 Coefficient of Retroreflection: The coefficient of retroreflection shall meet the minimum requirements of ASTM D4956 for the type of retroreflective sheeting specified. All black opaque films shall have a maximum coefficient of retroreflection of 1.0 or less at an observation angle of 0.2 degrees and entrance angle of -4.0 degrees. 1007- 5 Color Processing: Transparent and opaque inks used for post or pre- screen printing of signs shall be of a type and quality specified by the sheeting manufacturer, and shall conform to the applicable requirements of the MUTCD and the Federal Highway Administration for traffic signs. The inks shall be applied in a manner, and w ith equipment, that is consistent with the ink manufacturer’s recommendations. Additionally, the signs produced shall have a uniform legend of consistent stroke width and sharply defined edges, without blemishes that would negatively impact appearance, color or required retroreflectivity. For sheeting applications using black ink, the maximum coefficient of retroreflection shall be 1.0 or less at an observation angle of 0.2 degrees and entrance angle of -4.0 degrees. 1007- 6 Adhesive: Reflective sheeting and film adhesives shall be Class I as specified in ASTM D4956 and as modified herein. Pressure sensitive adhesive shall be an aggressive tack type that requires no heat, solvent or other pre- application preparation of the sheeting or film for its adhesion to clean aluminum, plywood, or reflective sheeting surfaces. Pretreatment of plastic surfaces shall be done as recommended by the sheeting manufacturer. The adhesive shall form a tight weatherproof durable bond that shall endure under all weather conditions for the required time of durability for that material. During this period the material shall remain bonded to its surface without discoloration, cracking, crazing, peeling, blistering, dimensional change or alignment change. 1007- 7 Weather Testing: For the evaluation of sign sheeting products the Department has adopted a desert environment, 45 degree, south -facing outdoor acceleration test method. Sheeting will be tested for the time periods specified in Subsection 1007- 8 of the specifications. The Department's test method will be considered to produce a two to one time- acceleration ratio for equivalent vertical exposure. TABLE OF CONTENTS INDEX 1199 1007- 8 Durability Requirements: Sheeting stability will be determined using a durability rating which shall be equal to twice the testing periods listed below. Sheeting must be warranted by the manufacturer against the defects listed below for a period equal to the specified durability rating for each type of sheeting product. Only those sheeting products which provide the specified warranty will be acceptable. Sheeting shall be weather -tested as specified above in Subsection 1007- 7 of the specifications. Sheeting weather -testing periods and durability ratings shall be as specified in Table 1007- 8. In all cases, the related inks and films shall be tested along with the res pective sheeting, and shall be subject to the same durability requirements as the sheeting. TABLE 1007 -8 ASTM Sheeting Type Color Weather - testing period, months Durability rating, years XI Fluorescent yellow 42 7 XI Fluorescent orange 18 3 XI All other colors 60 10 IX Fluorescent orange 18 3 IX All other colors 60 10 VIII Fluorescent orange 18 3 VIII All other colors 30 5 VI Fluorescent orange 18 3 IV All colors 30 5 I All colors 30 5

After weather testing for the peri ods specified above, sheeting and related inks and films shall show no significant degradation or reduced performance. Unacceptable degrees of degradation and reduced performance are as listed below:

applied materials greater than 3 inches in length that result in a negative appearance or concerns of additional degradation;

pull away from the background;

substrate, sheeting to sheeting, sheeting to film, ink to sheeting, film to sheeting, or film to film );

TABLE OF CONTENTS INDEX SECTION 1008 1200

film;

chipping of any sheeting, ink, or film ; and

portable retroreflectometer at an observation angle of 0.2 degrees and entrance angle of -4.0 degrees. The measured coefficient of retroreflection shall be consistent with what would be expected of the type of material being measured, normal manufacturing variations, the time that the material has been in the field, and FHWA requirements. Those sheeting products which have been evaluated for the time periods specified above using the Department's own testing and evaluation program, and that have been shown to meet the durability req uirements listed herein, are included on the Approved Products List. Manufacturer's guarantees or warranties on all traffic sign material shall be transferred to the Department upon completion and acceptance of the project in accordance with the requirements of Subsection 106.13 of the specifications. 1007- 9 Application: The sheeting, inks, clear coats (if required), and films shall be applied as specified by the manufacturer. The applied sheeting or film shall not have bubbles, wrinkles or foreign materials beneath the reflective sheeting, ink or film. SECTION 1008 PRISMATIC REFLECTORS: 1008- 1 General Requirements: The contractor shall furnish a Certificate of Compliance in accordance with the requirements of Subsection 106.05 of the specifications. The certificate shall state that the reflectors comply in all respects with the following requirements:

referred to as the lens) and an opaque back fused to the lens (under heat and pressure) around the entire perimeter to form a homogeneous unit permanently sealed against dust, water, and water vapor. The retroreflector shall be clear

TABLE OF CONTENTS INDEX 1201 surface free from projections or indentations other than for identification and a rear surface bearing a prismatic configuration such that it will a ffect total internal reflection of light. The manufacturer' s trademark shall be molded legibly into the face of the lens.

measurements made with retroreflectors spinning. 1008- 2 Delineator and Object Marker Retroreflectors: The retroreflectors shall be either white, yellow, green, or red as specified and shall be ready for mounting. The lens shall have a retroreflective area of not less than 6.5 square inches. Retroreflection shall be provided by the lens prismatic optical elements. The following test shall be used to determine if a retroreflector is adequately sealed against dust, water or air. Submerge 50 samples in water bath at room temperature. Subject the submerged samples to a vacuum of 5 inches gauge for five minutes. Restore atmospheric pressure and leave samples submerged for five minutes, then remove and examine the samples for water intake. Failure of three or more units shall be cause for rejection of the entire lot. The delineator or object marker device shall consist of an acrylic plastic retroreflector unit mounted in a housing fabricated of 0.063 -inch 3003 - H-14 or similar aluminum, or of cold rolled, hot dip, galvanized steel, having a thickness of 0.064 inches. Housing dimensions, including assembly and post mounting hardware will be as shown on the plans or as specified in the contract. Attachment hardware shall permit easy removal with the proper tools, but that removal is not possible without the use of such tools. The housing shall be protected against corrosion as recommended by the manufacturer. 1008- 3 Cut-Out Letters, Symbols and Accessory Retroreflectors: The retroreflectors shall be clear and transparent mounted as an integral part of the character. Five retroreflect ors shall be submitted for test. Failure of one or more units shall constitute failure of the lot. The sealed prismatic retroreflector units shall be tested for dust and water intrusion as follows: TABLE OF CONTENTS INDEX 1202

temperature. Subject the submerged units to a vacuum of 5 inches gauge (water) for five minutes, then examine them for water intake. Failure of one or more units shall constitute failure of the lot ;

air oven at 175 ± 5 degrees F. The test specimens shall be placed in a horizontal position on a grid or perforated shelf permitting free air circulation. At the conclusion of the test, the r etroreflectors shall be removed from the oven and permitted to cool in air to room temperature. The units, after exposure to heat and air cooling, shall show no significant change in shape and general appearance when compared with unexposed control standards. Failure of one or more units shall constitute failure of the lot ; and

withstand the combined corrosion test set forth in ASTM B117. No failures permitted. TABLE 1008 -1 (Candelas per Footcandle per Square Inch) Minimum Specific Intensity Per Unit Area (SIA): Reflector Units Observation Angle:

Angle:

Letters, Symbols & Access. *White Yellow Green Red Colorless 0.1 0 17.7 6.5 4.6 4.6 14.0 0.1 20 6.9 3.8 1.8 1.8 5.6 0.33 0 - - - - 10.0 0.33 20 - - - - 4.0 0.17 0 - - - - 7.0 0.17 20 - - - - 2.8 Note:

* Crystal, Clear, or Colorless SECTION 1009 ASPHALT -RUBBER MATERIAL : 1009- 1 Description: The work under this section shall consist of furnishing, proportioning and mixing all the ingredients necessary to produce an asphalt -rubber material. Asphalt -rubber material is also referred to as crumb rubber asphalt (CRA). TABLE OF CONTENTS INDEX 1203 1009- 2 Materials: 1009- 2.01 Asphalt -Rubber:

Asphalt cement shall be a performance grade (PG) asphalt binder conforming to the requirements of Section 1005 of the specifications.

Crumb rubber shall be ambient ground and shall meet the following gradation requirements when tested in accordance with Arizona Test Method 714. TABLE 1009 -1 Sieve Size Percent Passing Type A Type B No. 8 100 No. 10 95 - 100 100 No. 16 0 - 10 75 – 95 No. 30 30 – 60 No. 50 5 – 30 No. 200 0 – 5

The crumb rubber shall have a specific gravity of 1.15 ± 0.05 and shall be free of wire or other contaminating materials, except that Type A crumb rubber shall contain not more than 0.1 percent fabric and Type B crumb rubber shall contain not more than 0.5 percent fabric. Calcium carbonate, up to 4 percent by weight of the crumb rubber, may be added to prevent the particles from sticking together. Certificates of Compliance conforming to Subsection 106.05 of the specifications shall be submitted. In addition, the certificates shall confirm that the rubber is a crumb rubber, derived from processing whole scrap tires or shredded tire materials; and the tires from which the crumb rubber is produced are taken from automobiles, trucks, or other equipment owned and operated in the United States. The certificates shall also verify that the processing does not produce, as a waste product, casings or other round tire material that can hold water when stored or disposed of above ground. 1009- 2.02 Asphalt -Rubber Prop ortions: The asphalt -rubber shall contain a minimum of 20 percent crumb rubber by the weight of the asphalt cement. 1009- 2.03 Asphalt -Rubber Properties: Asphalt -rubber shall conform to the following: TABLE OF CONTENTS INDEX 1204 TABLE 1009 -2 Property Requirement CRA Type 1 CRA Type 2 CRA Type 3 Grade of base asphalt cement (shall conform to Table 1005 -1) PG 64-16 PG 58-22 PG 52-28 Rotational Viscosity : 177° C (350 °F); (ASTM D7741); Pascal·seconds 1.5 - 4.0 1.5 - 4.0 1.5 - 4.0 Penetration: 4°C (39.2 °F), 200 g, 60 sec. (ASTM D5); 0.1 mm, minimum 10 15 25 Softening Point: (ASTM D36); °C, minimum 57 54 52 Resilience: 25°C (77°F) (ASTM D5329); %, minimum 30 25 20

If, during production, it is determined by testing that asphalt -rubber fails to meet the above requirements for the specified type, the material in which the asphalt -rubber is incorporated and represented by the corresponding test results shall be evaluated for acceptance. Should the material in which the asphalt -rubber is incorporated be allowed to remain in place, the contract unit price for asphalt -rubber w ill be adjusted by the percentage shown in Table 1009- 3. Should the asphalt - rubber be in reject status, the contractor may, within 15 days of receiving notice of the reject status of the asphalt -rubber, supply an engineering analysis of the expected performance of the material in which the asphalt -rubber is incorporated. The engineering analysis shall detail any proposed corrective action, and the anticipated effect of such corrective action on the performance. Within three working days, the Engineer wil l determine whether or not to accept the contractor’s proposal. If the proposal is rejected, the material in which the asphalt - rubber is incorporated shall be removed and replaced with material meeting the requirements of the applicable specifications at no additional cost to the Department. If the contractor’s proposal is accepted, the material in which the asphalt -rubber is incorporated shall remain in place at the applicable percent of contract unit price allowed, and any necessary corrective action shall be performed at no additional cost to the Department. TABLE OF CONTENTS INDEX 1205 TABLE 1009 -3 ASPHALT -RUBBER PAY ADUSTMENT TABLE Test Property CRA Type 1 CRA Type 2 CRA Type 3 Test Value Percent of Contract Unit Price Test Value Percent of Contract Unit Price Test Value Percent of Contract Unit Price Penetration ≥ 10 < 8 100 85 70* ≥ 15 < 13 100 85 70* ≥ 25 < 23 100 85 70* Softening Point ≥ 57 < 55 100 85 70* ≥ 54 < 52 100 85 70* ≥ 52 < 50 100 85 70* Resilience ≥ 30 < 18 100 85 70 50* ≥ 25 < 15 100 85 70 50* ≥ 20 < 10 100 85 70 50* Notes:

place.

Pay adjustments for the virgin binder will be applied in accordance with Table 1005- 1. Should the asphalt -rubber or the virgin binder be deficient on more than one property from this table or Table 1005- 1, the pay adjustment will be the greatest r eduction to the contract price specified considering individual test results. The penalty will be applied to the total amount of asphalt -rubber. 1009- 2.04 Asphalt -Rubber Design: At least two weeks prior to the use of asphalt -rubber, the contractor shall submit an asphalt -rubber design prepared by an approved laboratory. The design shall be formulated using asphalt cement and crumb rubber that are representative of the materials to be utilized in production, and shall meet the requirements specified herein. The design shall show the values obtained from the required tests, along with the following information: percent, grade and source of the asphalt cement used; and percent, gradation and source(s) of crumb rubber used. In addition, the asphalt -rubber design shall include verification of the PG binder grade of the base asphalt; however, in lieu of the design including this information, a Certificate of Analysis conforming to Subsection 106.05 of the specifications from an accredited laboratory or the supplier of the PG base asphalt will be acceptable. If changes are made in the type or source of asphalt cement or in the type or source of crumb rubber, a new asphalt -rubber design will be required. TABLE OF CONTENTS INDEX 1206 The contractor may propose the use of an asphalt -rubber design that has been developed for a previous project. The proposed design shall meet the requirements of the specifications. The contractor shall provide evidence that the type and source of asphalt cement and the type and source of crumb rubber have not changed since the formulation of the previous design. The Engineer will determine if the previously used design is suitable for the intended use and if the previous use of the asphalt -rubber design was satisfactory to the Department. The Engineer will either approve or disapprove the proposed design. Should the Engineer disapprove the use of the previously used design, the contractor shall prepare and submit a new asphalt -rubber design proposal in accordance with t he requirements of the specifications. A previously used asphalt -rubber design more than two years old shall not be allowed for use. Once approved for use on a project, an asphalt -rubber design may be used for the duration of the project. 1009- 3 Construction Requirements: During production of asphalt -rubber, the contractor shall combine materials in conformance with the asphalt -rubber design unless otherwise approved by the Engineer. 1009- 3.01 Mixing of Asphalt -Rubber: The temperature of the asphalt cement shall be between 350 and 400 degrees F at the time of addition of the crumb rubber. No agglomerations of crumb rubber particles in excess of 2 inches shall be allowed in the mixing chamber. The contractor shall document that the amount of crumb rubber used does not deviate more than plus or minus 1.0 percent from the percentage specified in the accepted asphalt - rubber mix design. The temperature of the asphalt -rubber immediately after the initial dispersion of the crumb rubber into the asphalt cement shall be between 325 and 375 degrees F. The contractor shall ensure that the crumb rubber and asphalt cement for a particular batch have been thoroughly mixed and placed in the reaction tank prior to the beginning of the r eaction period. The reaction period shall be a minimum of sixty minutes, during which time the asphalt -rubber is continuously agitated while a temperature between 325 and 375 degrees F is maintained. At any time, if the temper ature falls below 325 degrees F, the reaction period shall begin anew when the temperature reaches 325 degrees F. The reaction period shall be completed before the asphalt - rubber is used. The contractor shall demonstrate that the crumb rubber particles have been uniformly incorporated into the mixture and that they have been “wetted”. The occurrence of crumb rubber floating on the surface or agglomerations of crumb rubber particles shall be evidence of insufficient mixing. The contractor shall test the viscosity of the asphalt -rubber in each batch by the use of a rotational viscometer, i n accordance with ASTM D7741. The rotational viscometer shall be furnished by the contractor or supplier. Prior to the use of each batch of asphalt -rubber, the results of TABLE OF CONTENTS INDEX 1207 the rotational viscosity testing shall meet the requirements given in Table 1009- 2. 1009- 3.02 Handling of Asphalt -Rubber: Once the asphalt -rubber has been mixed, it shall be kept thoroughly agitated to prevent settling of the crumb rubber particles. The temperature of the asphalt -rubber shall be maintained between 325 and 375 degrees F. If in the first ten hours after the completion of the reaction period the temperature of the asphalt -rubber drops below 325 degrees F, it may be reheated to a temperature between 325 and 375 degrees F. In no case shall the asphalt -rubber be held at a temperature between 325 to 375 degrees F for more than 10 hours after the completion of the reaction period. Asphalt -rubber held for more than 10 hours shall be allowed to cool and gradually reheated to a temperature between 325 and 375 degrees F before use. The reheating of asphalt -rubber that has cooled below 325 degrees F shall not be allowed more than one time. Asphalt -rubber shall not be held at temperatures above 250 degrees F for mo re than four days after the completion of the reaction period. For each load or batch of asphalt -rubber, the contractor shall provide the Engineer with the following documentation:

cement prior to the addition of crumb rubber ;

rubber content expressed as percent by the weight of the asphalt cement ;

each load or batch. The record shall begin at the time of the addition of crumb rubber and continue until the load or batch is completely used. Readings and recordings shall be made at every temperature change in excess of 20 degrees F, and as needed to document other events which are significant to batch use and quality. TABLE OF CONTENTS INDEX 1208 1009- 4 Contractor Quality Control: The contractor shall perform the quality control measures described in Subsection 106.04(C) of the specifications . At the weekly meeting, the contractor shall be prepared to explain and discuss how the performance of required quality control measures will be accomplished. The contractor shall obtain samples and perform the tests specified in Table 1009- 4. TABLE 100 9-4 CONTRACTOR QUALITY CONTROL TESTING REQUIREMENTS TYPE OF TEST TEST METHOD SAMPLING POINT MINIMUM TESTING FREQUENCY Crumb Rubber for Asphalt -Rubber Gradation Arizona Test Method 714 Hot Plant One sample per 40,000 lbs. Asphalt -Rubber Material Softening Point AASHTO T 53 Circulation Line Recommended (Point of sampling specified by the Engineer.) One sample per 500 tons of asphalt rubber binder. After 1,500 tons, if results are within specifications, frequency may be reduced to one sample for each 1,000 tons of asphalt rubber binder thereafter. Resilience: 25°C (77°F) ASTM D5329 Rotational Viscosity ASTM D7741 One sample per batch. SECTION 1010 DRAINAGE PIPE : 1010- 1 General Requirements: Certificates of Compliance shall be furnished in accordance with the requirements of Subsection 106.05 of the specifications. TABLE OF CONTENTS INDEX 1209 1010- 2 Metal Pipe: 1010- 2.01 Corrugated Metal Pipe: Type 1A pipe, as specified in AASHTO M 36, Section 4.1.2, may be used if the shell thickness meets or exceeds the thickness specified on the plans for Type 1 pipe. Metallic coated (zinc or aluminum) corrugated iron or steel culverts, underdrains, and spiral rib corrugated steel pipe shall conform to the requirements of AASHTO M 36, except as otherwise noted herein. Polymer precoated, metallic coated (zinc or aluminum) corrugated steel culverts and underdrains shall conform to the requirements of AASHTO M 245, except as otherwise noted herein. Bituminous coated corrugated metal (metallic coated steel or aluminum) culverts and underdrains shall conform to the requirements of AASHTO M 190. Aluminum alloy corrugated metal pipe shall conform to the requirements of AASHTO M 196. The types of bituminous coating and the type of precoated sheets to be used will be specified on the project plans. In lieu of the Type A bituminous coating, the pipe shall be coated either in the field or at the plant on the outside surface only in accordance with the requirements of AASHTO M 243. Either asphalt mastic or tar base material shall be used. Coupling bands shall conform to the requirements of AASHTO M 36, M 245 and M 196, except that the use of bands with projections

pipe. Bands of special design that engage factory reformed ends of corrugated metal pipe may be used. Bolts and nuts for all types of coupling bands shall conform to the requirements of ASTM F568. Coupling band connection hardware consisting of nuts, bolts, rods, bars, and rivets shall be either galvanized after fabrication by the hot -dip process in accordance with the requirements of ASTM A153 or coated by the electroplating process in accordance with the requirements of ASTM B633 or ASTM B766. Components of bolted assemblies shall be galvanized in accordance with ASTM A153 separately before assembly. Special sections, such as elbows and prefabricated end sections shall conform to the applicable requirements of AASHTO M 36, M 190, M 196 and M 245. Gaskets for all water -resistant joints shall be a continuous band or st rip, at least 7 inches wide and 1/2 inch thick. Rubber for the gaskets shall TABLE OF CONTENTS INDEX 1210 conform to the requirements of ASTM D1056 for the "2A" closed cell expanded grades. Watertight joints shall use "O" -ring gaskets. The “O” -ring gasket shall conform to the diameter dimensions specified in AASHTO M 36, Section 9.3, and conform to the technical requirements of AASHTO M 198. Watertight joints may be used when water -resistant joints are specified. 1010- 2.02 Spiral Rib Metal Pipe: Spiral rib metal pipe shall conform to the requirements specified under Subsection 1010- 2.01 of the specifications for corrugated metal pipe, except as modified herein:

Ribbed steel pipe shall be fabricated with a continuous helical lock seam in accordance with AASHTO M 36, Type 1R or corrugation in accordance with AASHTO M 196, Type 1R. Aluminum rib pipe shall be manufactured in accordance with AASHTO M 196, Type 1R. Each pipe end shall be fabricated with a minimum o f two annular rerolled corrugations for the purposes of joining pipes together with band couplers.

The types of coatings and the type of precoated sheets to be used shall be as specified on the project plans.

Coupling bands for spiral ribbed steel pipe shall be rerolled bands manufactured from 0.064 inch thick metallic- coated steel conforming to the requirements specified under Subsection 1010- 2.01 of the specifications and shall be two- piece for pipe greater than 48 inches in diameter. Coupling bands shall be a minimum of 10- 1/2 inches wide, formed with two corrugations that are spaced to provide nesting in the second corrugation of each pipe end and shall be drawn together by a minimum of two 1/2 inch diameter galvanized bolts through the uses of a bar and strap suitably welded to the band. Bands may be drawn together by other means, such as angles, as approved by the Engineer. TABLE OF CONTENTS INDEX 1211

Fittings for ribbed steel pipe shall conform to the requirements for corr ugated steel pipe fittings specified in Subsection 1010- 2.01 of the specifications, except the material shall be ribbed steel.

All spiral rib manhole risers 24 inches in diameter or greater shall be reinforced with a rolled 3 inch by 3 inch by 1/4 inch angle or as approved by the Engineer. Pipe thickness for spiral rib pipe shall be specified in the pipe summary, but shall not be less than that listed in the following tables: SPIRAL RIB METALLIC COATED STEEL PIPE Pipe Diameter, Inches Minimum Thickness, gage Corrugation Rib Size, Inches 18 - 60 16 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2 66 - 78 14 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2 84 - 102 12 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2

SPIRAL RIB ALUMINUM PIPE Pipe Diameter, Inches Minimum Thickness, Gage Corrugation Rib Size, Inches 18 - 42 16 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2 48 - 54 14 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2 60 - 72 12 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2 78 - 84 10 3/4 by 3/4 by 7 -1/2, or 3/4 by 1 by 11 -1/2

1010- 2.03 Concrete -Lined Corrugated Metal Pipe:

Corrugated metal pipe, coupling bands and fittings for concrete- lined pipe shall conform to the requirements of AASHTO M 36 for the specified sectional dimensions and metallic coatings. Aluminized coating shall conform to AASHTO M 274. Pipe shall be full circle and shall be fabricated with helical corrugations. Pipe thickness shall be as specified in the pipe summary, but shall not be less than that listed in the following table: TABLE OF CONTENTS INDEX 1212 Pipe Diameter, Inches Minimum Thickness, Inches (Gage) Corrugation Rib Size, Inches 12 - 48 0.064 (16) 2-2/3 by 1/2 54 - 72 0.064 (16) 2-2/3 by 1/2 3 by 1 5 by 1 78 - 84 0.079 (14) 2-2/3 by 1/2 3 by 1 5 by 1 90 - 102 0.109 (12) 2-2/3 by 1/2 3 by 1 5 by 1 108 - 120 0.138 (10) 3 by 1 5 by 1

Each pipe end shall be fabricated with a minimum of two annular rerolled corrugations for purposes of joining pipes together with band couplers. Pipe shall be joined with rerolled bands made from the same material as the pipe. The bands shall be a minimum of 16 gage (0.064 inches) thick. Bands shall be two- piece for pipe greater than 48 inches in diameter. Coupling bands shall be a minimum of 10- 1/2 inches wide, formed with two corrugations that are spaced to provide nesting in the second corrugation of each pipe end and sh all be drawn together by a minimum of two 1/2 inch diameter galvanized bolts through the use of a bar and strap suitably welded to the band. Bands may be drawn together by other means, such as angles, as approved by the Engineer. When watertight joints are specified, "O" ring gaskets will be required. "O" ring gaskets shall be per ASTM C361 Section 5.9 and shall be placed in the first corrugation of each pipe end and shall be compressed by tightening the coupling band, in accordance with the manufacturer ’s installation instructions.

Concrete for the lining shall be composed of cement, fine aggregate and water that are well mixed and of such consistency as to produce a dense, homogeneous, non- segregating lining.

Portl and cement shall be in accordance with Subsection 1006- 2.01 of the specifications. TABLE OF CONTENTS INDEX 1213

Aggregates shall conform to AASHTO M 6, except that the requirements for gradation and uniformity of gradation shall not apply.

The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of cement and water as will produce a homogeneous concrete mixture of such quality that the pipe will conform to the design requirements of this specification. In no case, however, shal l the proportions of Portland cement plus pozzolanic admixture be less than 470 pounds per cubic yard of concrete.

The lining shall have a minimum thickness of 3/8 inch above the crest of the corrugations and shall be applied by a machine traveling through a stationary pipe. The rate of travel of the machine and the rate of concrete placement shall be mechanically regulated so as to produce a homogeneous non- segregated lining throughout. The lining shall be applied in a two- course application and shall be mechanically troweled by the lining machine as the unit moves through the pipe. The trowel attachment shall be such that the pressure applied to the lining will be uniform and shall produce a lining that has a uniform thickness and a consistent t roweled finish. The vertical diameter anywhere inside the pipe must be 95 percent of the nominal diameter less acceptable tolerances as stated in AASHTO M 36. Pipe not meeting these tolerances will be rejected.

The manufacturer shall certify in writing that it has successfully manufactured and furnished corrugated steel pipe with a concrete lining per these specifications on a minimum of 15 previous projects of a storm sewer nature. 1010- 3 Slotted Pipe: Slotted pipe shall conform to the applicable requirements of AASHTO M 36. It shall be the grate slot or angle slot type. Pipe shall be helically or annular corrugated. Grate assemblies shall be fabricated from steel conforming to the requirements of either ASTM A36 or A576 and shall be galvanized in accordance with the requirements of ASTM A123. The method of manufacture shall relieve all strain and prevent distortion of the pipe. When a lockseam joint is used, slotted drain pipe shall be placed in a clamping device and cut the entire length prior to placement of the grate. The grate must be continuous and full depth. The grate shall be welded TABLE OF CONTENTS INDEX 1214 continuously to the pipe with a 3/16 inch fillet weld from end to end on both sides. Bolts and nuts shall be steel conforming to the requirements of ASTM F568 and shall be galvanized in accordance with the requirements of ASTM A123. The butyl rubber joint sealant material shall be an extruded strip or bead compounded from a nondrying, nontoxic, synthetic resin base with butyl rubber and inorganic extenders and be 100 percent solid material with no shrinkage. The sealant material shall have sufficient adhesion so that the strip or bead will adhere to galvanized steel and be soft enough to allow cold flow when compressed during connection of the pipe sections. The sealant material shall not flow or sag at temperatures up to 180 degrees F nor become brittle, crack or lose adhesion at temperatures as low as -30 degrees F and shall contain no migrating components that could leach out or produce any chemical reaction with galvanized steel. The sealant material shall be furnished in 5/8 inch by 1 inch strips or in 1 inch diameter beads on 1 inch wide release paper and wound into rolls. An alternative joint sealant or sealing method that will provide a watertight joint may be used if approved by the Engineer. Grout shall consist of Portland cement, aggregate, and water. It may also contain supplementary cementitious material. Portland cement, aggregate, water, and supplementary cementitious material shall conform to the requirements of Section 1006 of the specifications. If approved by the Engineer, chemical admixtures may be used. Chemical admixtures shall conform t o the requirements of Subsection 1006- 2.04 of the specifications, except no admixtures containing chlorides or nitrates shall be used. Air -entraining admixtures, conforming to the requirements of Subsection 1006- 2.04 of the specifications, will be require d for grout placed at elevations of 3, 000 feet or above. The grout shall meet the requirements given in the table below. TABLE OF CONTENTS INDEX 1215 Minimum Cementitious Material Content: Lbs per CY (See Note 1) Maximum Water/Cementitious Material Ratio (w/cm): Lb./Lb. Slump: Inches (See Note 2) Air Content: Percent (See Note 3) 850 0.60 9 ± 2 0 – 8 Notes:

weight, may consist of an approved Class F fly ash, conforming to the requirements of ASTM C618.

Engineer.

the air content shall be a minimum of 4 percent and a maximum of 8 percent.

The aggregate shall consist of fine aggregate; however , at the option of the contractor, No. 8 coarse aggregate may be used in the grout. If No. 8 coarse aggregate is used, the volume shall be a maximum of 35 percent of the total aggregate volume. For plant -mixed grout, the proportioning, mixing, and placing shall be in accordance with the applicable requirements in Section 1006 of the specifications. For on- site mixing, grout that has been mixed more than one hour shall not be used. Re-tempering of grout will not be permitted. 1010- 4 Structural Plate Pipe: Structural plate (steel) for pipe, pipe -arches and arches and the accessories for connecting the plates shall conform to the requirements of AASHTO M 167. Structural plate (aluminum alloy) for pipe, pipe arches and arches and the accessories for connecting the plates shall conform to the requirements of AASHTO M 219. When specified on the project plans or in the Special Provisions, structural plates (steel) and structural pl ates (aluminum alloy) shall be bituminous coated in accordance with the requirements of AASHTO M 243. Unless otherwise specified, the coating shall be applied to the outside only. TABLE OF CONTENTS INDEX 1216 Concrete for footings, bottom slabs on paved inverts, and rings on struts shall conform to the requirements of Section 1006 of the specifications for the strength and class specified on the project plans. Steel bars, wire, wire fabric, anchor bolts, and structural steel shall conform to the requirements of Section 1003 or 1004 of the specifications, as applicable. 1010- 5 Nestable Steel Pipe: Nestable corrugated steel pipe shall conform to the requirements of AASHTO M 36, except that the pipe shall be fabricated in two separate semi -circular sections. The two sections shall be firmly joined together in accordance with the requirements of Military Specification MIL- P-236. At the option of the contractor, the longitudinal joint of the nestable pipe sections shall be either Type I, flanged, or T ype II, notched, as specified in MIL -P-236. 1010- 6 Reinforced Concrete Pipe: Reinforced concrete pipe (circular) shall conform to the requirements of AASHTO M 242 for the D -load specified. Reinforced concrete pipe (circular) shall conform to the requirements of AASHTO M 170 for the class of pipe specified. Reinforced concrete pipe (elliptical) shall conform to the requirements of AASHTO M 207 for the class of pipe specified. Reinforced concr ete pipe (arch) shall conform to the requirements of AASHTO M 206 for the class of pipe specified. The contractor shall furnish the Engineer a copy of the pipe design when the standard AASHTO tables are exceeded. Precast, reinforced concrete flared end sections shall conform to the requirements of the previously cited specifications to the extent to which they apply. The area of steel reinforcement per linear foot of the flared end section shall be at least equal to the minimum steel requirement for the reinforcement in that portion of the flared end section which abuts the pipe. Gaskets for reinforced concrete pipe (circular) joints shall conform to the requirements of AASHTO M 198 for tongue and groove ends, or AASHTO M 315 for bell and spigot types with groove or shoulder ends. Mortar used to join reinforced concrete pipe shall be composed by volume of one part Portland cement, two parts fine aggregate, one- fifth part hydrated lime and sufficient water to provide a plastic mixture. TABLE OF CONTENTS INDEX 1217 Cement and water shall conform to the req uirements of Section 1006 of the specifications. Fine aggregate shall conform to the grading requirements of ASTM C144. Hydrated lime shall conform to the requirements of ASTM C207, Type N. The lime shall be considered as an addition to and not as replacement for any cement. 1010- 7 Nonreinforced Concrete Pipe: Nonreinforced concrete pipe shall conform to the requirements of AASHTO M 86 for the class of pipe specified. Gaskets and mortar used to join nonreinforced concrete pipe shall conform to the requirements hereinbefore specified under Subsection 1010- 6 of the specifications. 1010- 8 Thermoplastic Pipe: Thermoplastic pipe includes c orrugated high density polyethylene plastic pipe and corrugated polypropylene plastic pipe. Corrugated high density polyethylene plastic pipe, fittings, couplings and ends, where specified, shall conform to the requirements of AASHTO M 252 for pipe sizes less than 12 inches in diameter and AASHTO M 294 for pipe sizes 12 to 60 inches in diameter. Corrugated polypropylene plastic pipe and fittings for pipe sizes 12 to 60 inches in diameter shall conform to the requirements of AASHTO M 330 (Type C or S) and ASTM F2881. Non -perforated pipe shall have either water resistant or watertight joints, as specified on the project plans. Watertight joints may substitute or be used when water resistant joints are required. Water resistant joints shall be watertight according to the requirements of ASTM D3212, except that the internal water pressure test shall be conducted at 2.0 pounds per square inch, during which the joint leakage shall not exceed 200 gallons per inch of diameter per mile of pipe per day. Watertight joints shall be watertight according to the requirements of ASTM D3212. Tracer wire or tape, which is to be placed in the trench with the corrugated high density polyethylene plastic pipe, or corrugated polypropylene plastic pipe as an aid in location after burial, shall conform to the requirements of Subsection 104.15(B) of the specifications. TABLE OF CONTENTS INDEX 1218 1010- 9 Steel Reinforced Thermoplastic Pipe: Steel reinforced thermoplastic pipe includes steel reinforced high density thermoplastic ribbed pipe. Steel reinforced high density thermoplastic ribbed pipe and fittings shall conform to the requirements of ASTM F2562. Non -perforated pipe shall have either water resistant or watertight joints, as specified on the project plans. Watertight joints may substitute or be used when water resistant joints are required. Water resistant joints shall be watertight according to the requirements of ASTM D3212, except that the internal water pressure test shall be conducted at 2.0 pounds per square inch, during which the joint leakage shall not exceed 200 gallons per inch of diameter per mile of pipe per day. Waterti ght joints shall be watertight according to the requirements of ASTM D3212. 1010- 10 Metal Safety End Sections: Metal safety end sections shall conform to the applicable requirements of AASHTO M 36. Bolts and nuts shall be steel conforming to the requirem ents of ASTM A307 and shall be galvanized in accordance with the requirements of ASTM A153. Safety and longitudinal bars shall be fabricated using schedule 40 galvanized pipe. All bars shall be galvanized after fabrication in accordance with the requirements of ASTM A123. Components of bolted assemblies shall be galvanized after fabrication in accordance with the requirements of ASTM A153 separately before assembly. SECTION 1011 JOINT MATERIALS : 1011- 1 Rubber Waterstops: Rubber waterstops shall be either molded or extruded from plain rubber or synthetic rubber, at the option of the contractor. The waterstops shall be formed with an integral cross section which shall be uniform within ± 1/8 inch in width and the web thickness or bulb diameter within + 1/16 and - 1/32 inch. No splices will be permitted in straight strips and special connection pieces shall be well cured in a manner such that any cross section shall be dense, homogeneous and free from porosity or other defects. All junctions in the special TABLE OF CONTENTS INDEX 1219 connection pieces shall be full -molded. During the vulcanizing period the joints shall be securely held by suitable clamps. The material at the splices shall be dense and homogeneous throughout the cross section. Field splices shall be vulcanized; mechanical, using stainless steel parts; or made with a splicing union of the same stock as the waterstop, at the option of the contractor. All finished splices shall have a tensile strength of not less than 50 percent of the unspliced material. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1011- 1.01 Plain Rubber Waterstops: Plain rubber waterstops shall be formed from stock composed of a high grade compound made exclusively from new plantation rubber, reinforcing carbon black, zinc oxide, accelerators, anti -oxidants and softeners and shall conform to the following requirements: New Plantation Rubber Content, by volume, percent Minimum 72 Tensile Strength (ASTM D412), psi Minimum 3,500 Elongation at Breaking (ASTM D412), percent Minimum 550 Unit Stresses: At 300 percent Elongation, psi Minimum 1,100 At 500 percent Elongation, psi Minimum 2,800 Shore Durometer (Hardness) (ASTM D2240) 55 to 65 Tensile Strength and Elongation at Breaking (ASTM D572), after 7 days in air at 158 ± 2 °F or after 48 hours in oxygen at 158 ± 2 °F and 300 psi = percent of original Minimum 65

1011- 1.02 Synthetic Rubber Waterstops: Synthetic rubber waterstops shall be formed from a compound made exclusively from neoprene or SBR (styrene butadiene rubber), reinforcing carbon bla ck, zinc oxide, polymerization agents and softeners and shall conform to the following requirements: TABLE OF CONTENTS INDEX 1220 Neoprene or SBR Content, by volume, percent Minimum 70 Tensile Strength (ASTM D412), psi Minimum 2,500 Elongation at Breaking (ASTM D412), percent Minimum 425 Shore Durometer (Hardness) (ASTM D2240) 50 to 70 Tensile Strength and Elongation at Breaking (ASTM D572), after 7 days in air at 158 ± 2 °F or after 48 hours in oxygen at 158 ± 2 °F and 300 psi = percent of original Minimum 65

1011- 2 Polyvinyl Chloride (PVC) Waterstops: Polyvinyl chloride waterstops shall be manufactured from virgin polyvinyl chloride conforming to the requirements of the Corps of Engineers Specification Number CRD -C572. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be subm itted stating that the requirements specified under paragraph six of CRD -C572 have been complied with. Field splices shall be performed by heat sealing the adjacent surfaces in accordance with the manufacturer's recommendations. The heat shall be sufficie nt to melt but not char the plastic. 1011- 3 Joint Sealant (Hot -Applied ): Joint sealant material , including asphalt -rubber sealants, shall be a hot - applied type, conforming to the requirements of ASTM D 6690, Type II or Type III . Joint sealant shall not contain any coal -tar materials. The following requirement shall be added to the “Packaging and Package Marking” re quirements of ASTM D 6690: The minimum ambient temperature during application and ambient temperatures under various storage conditions shall be clearly marked on the container. Certificates of Compliance conforming to the req uirements of Subsection 106.05 of the specifications shall be submitted. 1011- 4 Joint Sealant (Cold -Application): Joint sealant shall be cold- application, mastic, single- or multiple - component type. Certificates of C ompliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. TABLE OF CONTENTS INDEX 1221 1011- 5 Bridge Deck Joint Seals: The elastomer for joint seal elements shall be polychloroprene rubber

to abrasion, oxidation, aging and sunlight, and to oils, gasoline, salt and other materials that may be spilled on or applied to the surface. Joint seals shall be of the cellular compression typ e or strip type. One piece of the material supplied shall be at least 18 inches longer than required by the plans and the additional length will be removed by the Engineer and used for testing by ADOT Materials Group. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1011- 5.01 Compression Seals: Compression seals shall consist of a prefabricated preformed elastomer joint seal material and shall conform to the requirements of ASTM D3542. The seal shall consist of a multi -channel nonporous, homogeneous material furnished in a finished extruded form. The minimum depth of the seal, measured at the contact surface, shall be at least 95 percent of the minimum uncompressed width of the seal as designated by the manufacturer. The joint seal shall provide a Movement Rating (MR) of not less than that shown on the plans. The seal shall be so formed that it can be compressed to 40 percent of its original width without damage while simultaneously maintaining the top center of the exposed surface below the top surface of the installed joint. The top and bottom edges of the joint seal shall maintain continuous contact with the side of the armor over the entire range of joint movement. The compression seal shall be furnished full length except as otherwise specified on the project plans and as indicated on Standard Drawing B -

24.20

At all open ends of the seal that would admit water or debris, each cell shall be filled to a depth of 3 inches with commercial quality open cell polyurethane foam or closed by other means subject to the approval of the Engineer. The seal element shall be installed in strict accordance with the manufacturer's recommendations, subject to these specifications and TABLE OF CONTENTS INDEX 1222 the approval of the Engineer, using equipment manufactured specifically for the installation of said element. The equipment shall not cause structural damage to either the seal element or the joint armor and shall not twist, distort, or cause other malformations in the installed seal element. Contact surfaces of the seal element shall be cleaned with normal butylacetate, using clean rags or mops, immediately prior to application of lubricant adhesive and sealant. The lubricant adhesive and sealant shall be applied to the seal element and joint armor contact surfaces at the rate recommended by the manufacturer. If the required joint opening at the time of installation is inadequate to allow for easy installation of the seal element, the compression seals shall be shop installed into deck joint assemblies to be shipped fully assembled and installed as a unit. Fully assembled units shall have the lubricant adhesive applied to the seal and armor contact surfaces and shall be equipped with shipping and temperature adjustment devices approved by the Engineer. The lubricant adhesive and sealant shall conform to the provisions of ASTM D4070. The lubricant adhesive and sealant shall have a viscosity such that it will perform suitably with installation equipment, remaining fluid from 5 degrees F to 120 degrees F. Each lot of lubricant adhesive and sealant shall be delivered in sealed containers plainly marked with the manufacturer's name or trademark and the date of manufacture. The shipping containers shall also indicate any special precautions or instructions required because of product toxicity, flammability, or other such informati on pertinent to the proper storage and use of the product. 1011- 5.02 Strip Seals: Strip seals shall be preformed non- reinforced, polychloroprene strip seal glands that mechanically lock into steel retainers. The steel retainers shall be anchored into the structure in accordance with the contract requirements. The adhesive lubricant used to install the strip seal gland into the locking steel retainer shall be a one part moisture curing polyurethane compound, meeting the requirements of ASTM D4070. The strip seal gland shall be delivered to the jobsite in lengths suitable for continuous one -piece installation for each individual expansion joint. Field splicing is not permitted. All steel surfaces that come in contact with the strip seal gland shall be cleane d to meet the requirements of SSPC -SP6. TABLE OF CONTENTS INDEX 1223 Special conditions such as mitres, tees, and crosses shall be shop fabricated in a mold under heat and pressure. Strip seal gland installation at joint openings of less than 1- 1/2 inches will not be permitted. The el astomer for strip seal elements shall conform to the requirements of ASTM D3542 modified as follows:

TABLE NO. 1 PHYSICAL PROPERTIES FOR PREFORMED ELASTOMER STRIP SEALS Propert y Require - ment ASTM Test Method Tensile strength, minimum psi 2000 D412 Elongation at break, min. % 250 D412 Hardness, Type A durometer, points 60 ± 5 D2240

Oven aging, 70 hr at 212 °F Tensile strength, loss, max. % Elongation, loss, max. % Hardness, Type A durometer, points change 0 to + 10 D573

D2240

Oil swell, ASTM Oil No. 3, 70 hr at 212 °F, weight change, max. % 45 D471 Ozone resistance, 20 % strain, 300 pphm in air, 70 hr at 104 °F No Cracks D1149

Low temperature stiffening 7 days at 14 °F; Hardness, Type A durometer, points change

0 to +15

D2240

Compression set, 70 hr at 212 °F, maximum % 40 D395 Method B

Notes:

preparation. The use of the strip seal as the specimen source requires that more plies than specified in either of the modified test procedures be used. Such specimen modification shall be agreed upon by the purchaser and producer or supplier prior to testing.

concentration is expressed in pphm.

durometer stand as recommended in ASTM D2240. TABLE OF CONTENTS INDEX 1224

1011- 6 Preformed Expansion Joint Filler: Preformed expansion joint filler for concrete structures, pavements and incidental items shall conform to the requirements on the plans. When not specified, one of the following joint fillers may be used. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1011- 6.01 Bituminous Joint Filler: Bituminous joint filler shall conform to the requirements of AASHTO M 213. 1011- 6.02 Nonbituminous Joint Filler : Nonbituminous joint filler shall conform to the requirements of AASHTO M 153, Type II, with the following modifications. The joint filler may be formed as a premolded strip from suitable fibers. The compression test specimen of the premolded fiber joint filler shall recover to at least 65 percent of its thickness before testing. 1011- 6.03 Semi -rigid, Closed -cell Polypropylene Foam, Preformed Expansion Joint Filler: Semi -rigid, closed- cell polypropylene foam, preformed expansion joint filler, shall conform to the requirements of ASTM D8139. 1011- 7 Cellular Plastic Joint Filler: Cellular plastic joint filler shall conform to the requirements of ASTM D3204. The lubricant -adhesive shall be furnished by the manufacturer and used according to its recommendations. Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1011- 8 Silicone Joint Sealant: 1011- 8.01 General Requirements: Silicone joint sealant shall be a low modulus silicone that is specifically formulated to seal Portland cement concrete pavement joints. Silicone sealant shall be furnished in a one part formulation which is non acid- curing, and shall conform to the requi rements of ASTM D5893, except as specified herein. TABLE OF CONTENTS INDEX 1225 1011- 8.02 Packaging and Marking: The sealant shall be delivered in the manufacturer's original sealed container. Each container shall have attached, intact, the original manufacturer's label. The label shall be tamper -proof, non- removable and shall be legibly marked with the manufacturer's name, the trade name of the sealant, the manufacturer's batch or production lot number, and the expiration date of the manufacturer's shelf life warranty. Sealant that has exceeded the shelf life warranty expiration date shall not be used unless it has been retested and recertified for bond test method in conformance with ASTM D5893. The sealant may be recertified for a period not exceeding six months from the date of retesting. Retesting or replacement of the sealant will be at the contractor's option. Retesting will be at no additional cost to the Department. Failure to meet specification requirements shall not be cause for claim or extension of the contract . The contractor shall be held liable for all costs incurred in procuring and testing of materials that are found to be outside specification requirements. 1011- 8.03 Field Performance: The manufacturer of the joint sealant shall demonstrate satisfactory f ield performance in Arizona, or by NTPEP field evaluation, of less than 1 percent total failure (either within the material or the adhesive bond to the joint face) after one year of service, before the material shall be used. 1011- 8.04 Acceptance: Only those sealants shown on the Department’s Approved Products List

available on the internet from the Arizona Transportation Research Center (ATRC), through its PRIDE program. In addition, a Certificate of Analysis conforming to the requirements of Subsection 106.05 of the specifications shall accompany each lot or batch of sealant. No joint sealant shall be used until the Engineer has approved the material for placement. SECTION 1012 GUARDRAIL MATERIALS: 1012- 1 General Requirements: Certificates of Compliance conforming to the requirements of Subsection 106.05 of the specifications shall be submitted. 1012- 2 Fasteners, Rail Elements, Posts , and Block outs: Guardrail fasteners, rail elements, posts, blockouts, and other components shall conform to the requirements of Task Force 13 “Guide to Standardized Roadside Hardware”. Rail elements shall be galvanized TABLE OF CONTENTS INDEX 1226 after fabrication, with fabrication to include forming, cutting, shearing, punching, drilling, bending, welding, and riveting. Unless otherwise specified, all surfaces of guardrail elements which are exposed to traffic shall present a uniform, pleasing appearance and shall be fr ee of scars, stains or corrosion. 1012- 3 Materials: 1012- 3.01 Miscellaneous Nails shall be 16- penny common, galvanized. Nails for retainer strap shall be 10- penny common, galvanized. Nuts, bolts, and washers to be used in installations for which the details are not shown on the plans or in the Task Force 13 “Guide to Standardized Roadside Hardware” publication shall conform to the requirements of ASTM F568 or A307; be galvanized in accordance with the requirements of ASTM A153, Class C; and conform to the dimensional requirements of the American National Standards Institute. Structural steel shapes, plates, bars and strips used in fabrication of hardware and all miscellaneous steel shall conform to the requirements of ASTM A36 and shall be galvanized in conformance with the appropriate requirements of AASHTO M 111 and M 232. They shall meet the dimensional requirements of The American Institute of Steel Construction. Round and square structural steel tubing shall conform to the material requirements of either ASTM A500 or A501 and shall be galvanized in accordance with the requirements of AASHTO M 180, Type 1. Where galvanizing has been damaged, the coating shall be repaired by applying two coats of zinc -rich primer conforming to the requirements of Section 1002 of the specifications. 1012- 3.02 Timber Guardrail, Posts , and Block outs: Stress grading for timber posts and blockouts shall conform to the requirements of AASHTO M 168 and may be rough sawn (unplaned) or surfaced four sides (S4S) with the nominal dimensions indicated in the contract documents. Only one type of post and blockout shall be used for any one continuous length of guardrail. Timber shall be No. 1 or better, and the stress grade shall be 1,200 pounds per square inch or higher. TABLE OF CONTENTS INDEX 1227 At the time of ins tallation, the dimensions of timber posts and blockouts shall not vary more than ± 1/4 inch from the nominal dimensions as hereinbefore specified. 1012- 3.03 Timber Preservation Treatment and Fabrication All timber shall have a preservative treatment and be marked in accordance with the requirements of AASHTO M 133, American Wood Protection Association (AWPA) Standard U1, UC4B “Commodity Specification A: Sawn Products”, and AWPA Standard T1. Drilling or fabrication should be done where possible before the preservation treatment process. In event of a mechanical injury or field cutting, field treatment shall be in accordance with AWPA Standard M4. The inspection at the wood preservation plant for posts and blocks shall conform to the requirements of AWPA M2. 1012- 4 Acceptance of Timber Guardrail Posts and Blockouts: In the absence of an American Lumber Standard Committee (ALSC) grade mark, the responsibility for acceptance of the posts and blocks for grade will be that of the Engineer. The contractor shall submit to the Engineer the manufacturer’s Certificate of Compliance conforming to the requirements of Subsection

of the specifications. The certificate shall be furnished by the

post and block supplier and shall also include the following information:

quantities of each item furnished listed with date of treatment and retention analysis results by lot number. When required by ADOT, third- party certificates of inspection shall be issued by an (ALSC) or an I nternational Organization for Standardization/International Electrotechnical Commission (ISO/IEC) Standard 17020 accredited third- party inspection agency. Where certificates of treatment are required, third- party agency quality marks or certification marks shall be legibly applied to each piece of treated material and shall reference the corresponding, applicable product descriptions, tally and minimum treatment requirements as specified in the project plans and be provided by the material supplier. TABLE OF CONTENTS INDEX 1228 SECTION 1013 BEARING PADS: 1013- 1 Preformed Fabric Pads: Preformed fabric pads shall be composed of multiple layers of 8 -ounce cotton duck impregnated and bound with high quality natural rubber or of equivalent and equally suitable materials compressed into resilient pads of uniform thickness. The number of plies shall be such as to produce the specified thickness, after compression and vulcanizing. The finished pads shall withstand compression loads perpendicular to the plane of the laminations of not less than 10,000 pounds per square inch without detrimental reduction in thickness or extrusion. Preformed fabric pad samples will be tested by the Department. The manufacturer certification and sampling shall conform to the requirements of Subsection 1013- 3 of the specifications. 1013- 2 Elastomeric Bearing Pads: 1013- 2.01 General: The work shall consist of furnishing and installing elastomeric bearing pads. Bearings shall be constructed in accordance with the details shown on the plans and as specified in these specifications. Prior to shipment from the point of manufacture, bearings shall be packaged in such manner to ensure that during shipment and storage the bearings will be protected against damage from handling, weather, or any normal hazard. All bearings shall be stored at the work site in an area that provides protection from environmental and physical damage. When installed, bearings shall be clean and free of all foreign substances. Bearings shall be installed to the positions and orientations shown on the plans. Bearings shall be set level, in exact positions, and must have full and even bearing on all bearing planes. Bearings surf aces located at improper elevations or set not level and true to plane shall be corrected prior to placement of bearings. Elastomeric bearing pads shall be set directly on properly prepared concrete surfaces without bedding material. Elastomeric bearing pads shall include unreinforced pads (consisting of elastomer only) and reinforced bearings with steel or fabric laminates. Bearings shall be furnished with the dimensions, material properties and elastomer grade required by the plans. Unless otherwise specified on the plans, bearings which have thicknesses greater than 1/2 inch shall be reinforced with steel or fabric laminates. The design method (A or B) and the design load shall also be shown on the plans, and testing shall be performed accordingly. In the absence of more specific TABLE OF CONTENTS INDEX 1229 information, bearings shall be Grade 3, shall be an elastomer with 130 pounds per square inch shear modulus (55 durometer hardness), and shall be subjected to the load testing requirements corresponding to Method A design. 1013 -2.02 Material Properties: The sole polymer in the elastomeric compound shall be neoprene and shall be not less than 60 percent, by volume, of the total compound. The elastomer compound shall be classified as being of low temperature Grade 0, 2, or 3. T he grades are defined by the testing requirements in Table 1013- 1. A higher grade of elastomer, signified by a larger grade number, may be substituted for a lower one. The elastomer compound shall meet the minimum requirements of Table 1013- 1, except as otherwise specified by the Engineer. Test requirements may be interpolated for intermediate hardness. The material will be specified by its shear modulus whose measured value shall lie within 15 percent of the specified value. A consistent value of hardness shall also be supplied for the purpose of defining limits for the tests in Table 1013- 1. Laminated bearings shall have a shear modulus not greater than 200 pounds per square inch. When test specimens are cut from the finished product, the physical pr operties shall be permitted to vary by 10 percent from those specified in Table 1013- 1. All material tests shall be carried out at 73 ± 4 degrees F, unless otherwise noted. Shear modulus tests shall be carried out using the apparatus and procedures descr ibed in Annex A1 of ASTM D4014. Table 1013 -1 ELASTOMERIC COMPOUND REQUIREMENTS Note that ASTM D1043 refers to "modulus of rigidity" while ASTM D4014 refers to "shear modulus." The word "stiffness" is used here to cover both terms. Physical Properties D2240 Hardness: Shore A Durometer 45 to 75 50±5 60±5 70±5 D412 Ultimate Elongation: min. % 400 350 300 Tensile Strength: min. psi 2250 Heat Resistance D573: 70 hrs at 212 °F Change in Durometer Hardness: maximum points 15 Change in Tensile Strength: maximum % -15 Change in Ultimate Elongation: maximum % -40 Compression Set D395, Method B 22 hr at 212° F: maximum % 35 TABLE OF CONTENTS INDEX 1230 Table 1013 -1 ELASTOMERIC COMPOUND REQUIREMENTS Ozone D1149 100 pphm ozone in air by vol., 20 % strain, 100 ± 2°F, 100 hr, mounting IAW ASTM D518 (Procedure A) No Cracks Low Temperature Brittleness D746 Procedure B Grade 0: No Test Required Grade 2: No Test Required Grade 3: Brittleness at -40°F - - No Failure Instantaneous Low Temperature Thermal Stiffening D1043 Grade 0: Tested at -25°F Grade 2: Tested at -25°F Grade 3: Tested at -40°F (1) (1) (1) Low Temperature Crystallization Quad Shear Test As Described Grade 0: No Test Required Grade 2: 7 Days at 0° F Grade 3: 14 Days at -15°F (2) (2) (2) Notes:

stiffness measured at 73 °F.

the stiffness measured at 73° F with no time delay. The stiffness shall be measured with a quad shear test rig in an enclosed freezer unit. The test specimens shall be taken from a randomly selected bearing. A ± 25 % strain cycle shall be used, and a complete cycle of strain shall be applied with a period of 100 seconds. The first 3/4 cycle of strain shall be discarded, and the stiffness shall be determined by the slope of the force deflection curve for the next 1/2 cycle of loading.

Certification, sampling and testing shall conform to the requi rements of Subsection 1013- 3 of the specifications. 1013- 2.03 Plain and Fabric -Reinforced Elastomeric Bearing Pads: Pads less than or equal to 1/2 inch in thickness shall be all elastomer. Pads greater than 1/2 inch thick shall be laminated. The stacking of individual laminated pads to attain thicknesses over 1/2 inch will not be permitted; however, cold bonding of individual laminated pads will be permitted providing the bond between the pads has a minimum peel strength of 20 pounds per inch of width. Laminated pads shall consist of alternate layers of elastomer and fabric reinforcement bonded together. The top and bottom layers of reinforcement shall be uniformly covered with a layer of elastomer. The thickness of elastomer cover shall not vary. TABLE OF CONTENTS INDEX 1231 Laminated pads shall have reinforcement every 1/2 inch through the entire thickness. Fabric reinforcement shall be single- ply at top and bottom surfaces of the pad and double- ply within the pad. Fabric shall be free of folds and ripples and shall be parallel t o the top and bottom surfaces. Variations in the location of the reinforcement from its theoretical location in excess of the specified Fabrication Tolerances will be cause for rejection. Pads of all -elastomer or with fabric reinforcement may be cut from large sheets. Cutting shall be performed in such a manner as to avoid heating of the material, to produce a smooth edge with no tears or other jagged areas, and to cause as little damage to the material as possible. The cutting method shall not cause any separation of the fabric from the elastomer for laminated bearings. Flash tolerance, finish, and appearance shall meet the requirements of the latest edition of the Rubber Handbook published by the Rubber Manufacturers Association, Inc., RMA F3 and T.063 for molded bearings and RMA F2 for extruded bearings. The bond between elastomer and fabric shall be such that when a sample is tested for separation, it shall have a minimum peel strength of 30 pounds per inch of width. Fabric reinforcement shall be woven from 100 percent glass fibers of E - type yarn with continuous fibers. The minimum thread count in either direction shall be 25 threads per inch. The fabric shall have either a crowfoot or an 8 Harness Satin weave. Each ply of fabric shall have a breaking strength of not less than 800 pounds per inch of width in each thread direction when 3 inch by 36 inch samples are tested on split drum grips. The bond between double plies shall have a minimum peel strength of 20 pounds per inch of width. Holes in the fabric will not be permitted. 1013- 2.04 Steel Reinforced Elastomeric Bearing Pads: At the contractor's option, steel -reinforced elastomeric bearing pads may be furnished in lieu of fabric- reinforced elastomeric bearing pads that are 1/2 inch and over in t hickness. Steel -reinforced elastomeric bearing pads shall conform to the requirements for steel -laminated elastomeric bearings as specified in ASTM D4014 and the following:

project plans. The bearings shall consist of (N -1) internal elastomer laminates and N steel laminates, where N is equal to the bearing pad thickness in inches shown on the project plans divided by 1/2 inch. The steel laminates shall be 14 gage and shall be spaced every 1/2 inch, center -to- center. The top and bottom steel laminates shall have TABLE OF CONTENTS INDEX SECTION 1013 1232 1/4 inch of elastomer cover as measured from the center of the steel laminate to the pad surface;

steel laminates at the sides of the bearings shall be 1/8 inch. If guide pins or other devices are used to control the side cover over the steel laminates, any exposed portions of the steel laminates shall be sealed by vulcanized patching ;

ASTM A1008, Grade 40. Holes in plates for manufacturing purposes will not be permitted unless t hey have been accounted for in the design, as shown on the plans;

mold and shall be bonded and vulcanized under heat and pressure. The mold finish shall conform to standard shop practice. The int ernal steel laminates shall be sandblasted and cleaned of all surface coatings, rust, mill scale, and dirt before bonding, and shall be free of sharp edges and burrs. External load plates (sole plates) shall be protected from rusting by the manufacturer, and, preferably, shall be hot bonded to the bearing during vulcanization. Bearings that are designed to act as a single unit with a given shape factor must be manufactured as a single unit ; and

1013- 2.05 Fabrication Tolerances: Plain pads and laminated bearings shall be built to the specified dimension within the tolerances listed in Table 1013 -2. TABLE OF CONTENTS INDEX 1233 Table 1013 -2 FABRICATION TOLERANCES Parameters Tolerances Minus Plus

Design Thickness 1- 1/4 inch or less Design Thickness over 1 -1/4 inch +1/8 inch +1/4 inch

36 inches or Less Over 36 inches +1/4 inch +1/2 inch

Elastomer at any Point Within the Bearing ± 20 % of Design Value but no more than ± 1/8 inch

Top and Bottom Sides

0.005Radians

0.02Radians

Members, Holes, Slots, or Inserts ± 1/8 inch

or Connection Members +1/8 inch

Top and Bottom Cover Layer (if required) 0 +1/8 inch

1013- 3 Certification and Testing: 1013- 3.01 General Requirements:

A lot shall consist of a single type of bearing of the same design, material and thickness, delivered to the project site at the same time. Unless otherwise specified on the plans, certification and testing shall be as described in Subsections 1013 -3.01(B ) and (C) of the specifications.

The contractor shall furnish the Engineer with Certificates of Analysis, conforming to the requirements of Subsection 106.05 of the specifications, from the manufacturer certifying that the bearings to be furnished conform to all specified requirements. Each reinforced bearing shall be marked in indelible ink or flexible paint. The marking shall consist of the order number, lot number, bearing identification number, and elastomer type and grade num ber. The marking shall be on the face that is visible after erection of the bridge. The ambient temperature tests on the elastomer described in Subsection 1013- 3.02(A) of the specifications shall be conducted for the TABLE OF CONTENTS INDEX 1234 materials used in each lot of bearings. In lieu of performing a shear modulus test for each batch of material, the manufacturer may elect to provide certificates from tests performed within the preceding year on identical formulations. Certificates of Analysis from the manufacturer shall be provided for each lot of reinforcement. All three low temperature tests described in Subsection 1013- 3.02(C) of the specifications shall be conducted on Grade 3 material used in each lot of bearings, with the following exception. In lieu of the low temper ature crystallization tests on each lot of bearings to be used, the manufacturer may choose to provide Certificates of Analysis from low - temperature crystallization tests performed within the preceding year on identical Grade 3 material. Instantaneous ther mal stiffening tests shall be conducted on material of Grades 0 and 2. Low temperature brittleness and crystallization tests are not required for Grade 0 or 2 materials. Every finished bearing shall be visually inspected in accordance with Subsection 1013- 3.02(D) of the specifications. Every steel reinforced bearing shall be subjected to the short -term load test described in Subsection 1013- 3.02(E) of the specifications. From each lot of bearings designed by Method B of AASHTO Bridge Specifications Division I, Article 14.4, a random sample shall be subjected to the long -term load test described in Subsection 1013- 3.02(F) of the specifications. The sample shall consist of at least one bearing chosen randomly from each size and material batch and shall compr ise at least 10 percent of the lot. If one bearing of the sample fails, all the bearings of that lot shall be rejected, unless the manufacturer elects to test each bearing of the lot at no additional cost to the Department. In lieu of this random sampling procedure, the Engineer may require every bearing of the lot to be tested.

A minimum of two sample pads from every 100 pads furnished, or portion thereof, will be selected at random by the Engineer at the project site for testing. A minimum of one sample pad will be selected from each lot. Bearing pads marked or otherwise presented to the Department as being test pads shall not be tested. Samples shall consist of complete pads as detailed on the project plans and as specified herein. The contractor shall furnish additional complete pads to replace those taken for testing. Pads shall be available for testing at least three weeks in advance of intended use. The contractor shall, at no additional cost to the Department, have the sample elastomeric bearing pads tested by a testing laboratory. The testing laboratory shall be approved by the Engineer, shall be not affiliated with the bearing pad manufacturer, and shall be under the TABLE OF CONTENTS INDEX 1235 supervision of a registered professional engineer. The contractor shall furnish the Engineer with Certificates of Analysis, conforming to the requirements of Subsection 106.05 of the specifications, from the approved testing laborator y certifying that the bearings tested conform to the specified requirements for dimensional tolerances and material properties. The following tests shall be performed as appropriate and be supported with Certificates of Analysis:

The heat resistance tests shall be performed in accordance with Subsection 1013- 3.02(B) of the specifications. Shear stiffness tests shall be performed on material from a random sample of the finished bearings in accordance with Subsection 1013 - 3.02(G) of the specifications. Cold bonding of individual laminated pads and peel strength tests shall be performed in accordance with Subsection 1013- 3.02(H) of the specifications. 1013- 3.02 Testing Requirements:

The elastomer used shall satisfy the limits prescribed in Table 1013- 1 for durometer hardness, tensile strength, and ultimate elongation. The bond to the reinforcement, if any, shall also satisfy the bond requirements in Subsection 1013- 2.03 or 1013- 2.04 of the specifications and shall be tested in accordance with ASTM D429, Method B. The shear modulus of the material shall be tested at 73 degrees F using the apparatus and procedure described in Annex A1 of ASTM D4014. It shall fall within 15 percent of the specified value.

The elastomer shall satisfy the limits prescribed in Table 1013- 1 for the change in durometer hardness, change in tensile strength, and change in ultimate elongation, as well as for compression set and ozone.

Grade 3 elastomer shall be subjected to low temperature brittleness tests (A STM D746), instantaneous low temperature stiffness tests (ASTM D1043), and low temperature crystallization tests (ASTM D4014). Grades 0 and 2 elastomers shall be subjected to instantaneous low TABLE OF CONTENTS INDEX 1236 temperature stiffness tests (ASTM D1043). The tests shall be performed in accordance with the requirements of Table 1013 -1, and the compound shall satisfy all limits for its grade.

Every finished bearing shall be inspected for compliance with dimensional tolerances and for overall quality of manufacture. In steel reinforced bearings, the edges of the steel shall be protected everywhere from corrosion.

The bearing shall be loaded in compression to 1.5 times its maximum design l oad. That load shall be held constant for five minutes, removed, and reapplied for another five minutes. The bearing shall be examined visually while under the second loading. If the bulging pattern suggests layer thickness or parallelism outside the specified tolerances or a poor laminate bond, the bearing shall be rejected. If there are three or more separate surface cracks greater than 0.08 inches wide and 0.08 inches deep, the bearing shall be rejected.

The bearing shall be loaded in compression to 1.5 times its maximum design load for a minimum period of 15 hours. If, during the test, the load falls below 1.3 times the maximum design load, the test duration shall be increased by the period of time for w hich the load is below this limit. The bearing shall be examined visually at the end of the test while it is still under load. If the bulging pattern suggests layer thickness or parallelism outside the specified tolerances or a poor laminate bond, the bearing shall be rejected. If there are three or more separate surface cracks greater than 0.08 inches wide and 0.08 inches deep, the bearing shall be rejected.

The shear modulus of the material in the finished bearing shall be evaluated by testing a specimen cut from it using the apparatus and procedures described in Annex A1 of ASTM D4014, or, if directed by the Engineer, a comparable nondestructive stiffness test may be conducted on a pair of finished bearings. The shear modulus shall fall within 15 percent of the specified value. If the test is conducted on finished bearings, the material shear modulus shall be computed from the measured shear stiffness of the bearings, taking account of the influence on shear stiffness of bearing geometry and compressive load.

Cold bonding between individual laminated pads, if used, shall be tested in accordance with the requirements of California Test 663. TABLE OF CONTENTS INDEX 1237 The peel strength test shall be performed in accordance with ASTM D429, Method B, for both fabric and steel reinforced pads. 1013- 4 Installation: Bearings shall be placed on surfaces that are plane to within 1/16 inch and horizontal to within 0.01 radians. Exterior plates of the bearing shall not be welded unless at least 1- 1/2 inches of steel exists between the weld and the elastomer. In no case shall the elastomer or the bond be subjected to temperatures higher than 400 degrees F. SECTION 1014 GEOSYNTHETICS: 1014- 1 General Requirements: The contractor shall submit a Certificate of Compliance, conforming to the requirements of Subsection 106.05 of the specifications, to the Engineer upon delivery of geosynthetic material for use on the project. If the delivered materials have not been evaluated and preapproved as noted below, a Certificate of Analysis shall be submitted to the E ngineer along with supporting documentation before the material may be considered for use on the project. Each geosynthetic material lot or shipment must be approved by the Engineer before the materials can be incorporated in the work. Certificates of Analysis, conforming to the requirements of Subsection 106.05 of the specifications, shall be submitted. Samples of geosynthetic materials may be requested by the Engineer and shall be obtained and submitted for testing in accordance with the requirem ents of the ADOT Materials Quality Assurance Program (Appendix C – Sampling Guide Schedule) . When requested by the Engineer, samples shall be submitted to the ADOT Structural Materials Section for testing. Geosynthetic materials, including eligible biaxial geogrid, must be on the DataMine list for geotextiles and geosynthetics on the National Transportation Product Evaluation Program (NTPEP) website. The product line evaluation report from NTPEP shall be provided to the Engineer prior to use on the project . Fibers, yarns, and filaments used in the manufacture of geotextile fabric, and the threads used in joining by sewing, shall consist of long -chain synthetic polymers, composed at least 95 percent, by weight, of polyolefins or polyesters. They shall be formed into a stable network such that the filaments or yarns retain their dimensional stability relative to each other, including selvages. Geosynthetic materials shall be furnished in protective covers capable of protecting the materials from harmful envir onmental conditions such as ultraviolet rays, abrasion, extreme heat, and water. Storage of the TABLE OF CONTENTS INDEX 1238 materials shall be in a manner that prevents damage, contamination, or deterioration. Geotextile fabric shall be resistant to chemical attack, rot, and mildew, and shall have no tears or defects which will adversely alter its physical properties. All numeric values in the following tables, except for apparent opening size (AOS), represent minimum average roll values (MARV) in the weaker principal direction. Numeric values for (AOS) represent maximum average roll values. Woven slit film geosynthetics will not be allowed for use in Subsections 1014- 5, 1014 -6, 1014- 7, and 1014- 9 of the specifications. 1014- 2 Pavement Fabric: The pavement fabric shall be specifically designed for the designated pavement application, as a waterproofing and stress relieving membrane between two successive asphalt layers. The width of the fabric shall be appropriate for the proposed construction. Pavement fabric shall meet the requirements of the following table: Pavement Fabric Requirements Property Requirement Test Method Mass per unit area : oz./sq. yd. 4.0 ASTM D 5261 Grab strength: lb . 100 ASTM D 4632 Ultimate Elongation : % ≥ 50 ASTM D 4632 Melting point: degrees F 300 ASTM D 276 Asphalt Retention: gal./sq. yd. (Notes 1 and 2) ASTM D6140 Notes:

retention must be provided in the manufacturer certification. Value does not indicate the asphalt application rate required for construction.

provided by the manufacturer certification.

1014- 3 Geogrid: Geogrid reinforcement material for roadway base applications shall be a bi -axial polymer grid structure, specifically fabricated for use as a base reinforcement. The width of the geogrid shall be approximately 13 feet or as appropriate for the proposed co nstruction. The geogrid shall be one of the following structure types: TABLE OF CONTENTS INDEX 1239

sheet to form a grid; or

grid.

extruding then stretching longitudinally and transversely to form a grid. The geogrid material shall additionally conform to the requirements shown in the table below : Geogrid Requirements Property Requirement Test Method MD (Note 2) XMD (Note 3) Average Aperture Size: inch 0.8 – 1.5 0.8 – 1.5 I.D. Calipered (Note 1) Rib Thickness: inch 0.05 0.05 ASTM D1777 Tensile Strength: lb./ft. At 2% Strain At 5% Strain Ultimate Tensile Strength 410 810 1,310 620 1,340 1,970 ASTM D6637 Flexural Rigidity: mg -cm 750,000 ASTM D7748 Junction Efficiency: % 93 ASTM D7737 Resistance to UV Degradation: % 100 ASTM D4355 Notes:

by calipers.

1014- 4 Separation Geotextile Fabric: The physical requirements f or the separation fabric will be determined by the survivability rating called out for the fabric in the Special Provisions or as shown on the project plans. Requirements for each survivability rating are listed her ein and in Subsections 1014- 4.01, 1014- 4.02, and 1014- 4.03 of the specifications. Separation geotextile fabric shall meet the following requirements: TABLE OF CONTENTS INDEX 1240 Property Non -Woven Test Method Permittivity: sec-1 0.5 ASTM D4491 Apparent opening size: U.S. Standard sieve size No. 70 ASTM D4751

1014- 4.01 Low Survivability Fabric: Low survivability fabric shall additionally meet the following requirements: Low Survivability Separation Fabric Requirements Property Non -Woven Test Method Elongation ≥50% (Note 1) Grab strength: lb. 112 ASTM D4632 Tear strength: lb. 40 ASTM D4533 Puncture Strength: lb. 223 ASTM D6241 Ultraviolet Stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Note:

1014- 4.02 Moderate Survivability Fabric: Moderate survivability fabric shall additionally meet the following requirements: Moderate Survivability Fabric Requirements Property Non -Woven Test Method Elongation ≥50% (Note 1) Grab strength: lb. 157 ASTM D4632 Tear strength: lb. 56 ASTM D4533 Puncture strength: lb. 309 ASTM D6241 Ultraviolet stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Notes:

geotextiles is 56 lb.

1014- 4.03 High Survivability Fabric: High survivability fabric shall additionally meet the following requirements: TABLE OF CONTENTS INDEX 1241 High Survivability Fabric Requirements Property Non -Woven Test Method Elongation ≥50% (Note 1) Grab strength: lb. 202 ASTM D4632 Tear strength: lb. 79 ASTM D4533 Puncture strength: lb. 433 ASTM D6241 Ultraviolet stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Note:

1014- 5 Bank Protection Fabric: Bank protection fabric shall meet the following requirements:

Bank Protection Fabric Requirements Property Non -Woven Test Method Elongation ≥50% (Note 1) Grab strength: lb. 202 ASTM D4632 Tear strength: lb. 79 ASTM D4533 Puncture strength: lb. 433 ASTM D6241 Ultraviolet stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Permittivity: sec-1 0.7 ASTM D4491 Apparent opening size: U.S. Standard sieve size No. 70 ASTM D4751 Note:

1014- 6 Geocomposite Wall Drain System: The geocomposite wall drain system shall be of composite construction, consisting of a supporting structure of drainage core material and a geotextile filter fabric permanently bonded to the core material on one side only. The geocomposite shall be resistant to commonly encountered chemicals and hydrocarbons, and resistant to ultraviolet exposure. 1014- 6.01 Geocomposite Wall Drain Core: The geocomposite wall drain core material shall consist of a preformed, stable, polymer plastic material with a cuspated, nippled, or geonet structure. The drainage core shall provide support for and shall be bonded to the geotextile filter fabric at intervals not exceeding 1- 1/8 inches in any direction. Its preformed structure shall be perforated to allow water to flow freely to the weep hole drainag e outlets. If not TABLE OF CONTENTS INDEX 1242 perforated during manufacture, the core shall be perforated in the field at the weep hole drainage outlet locations. The core shall have at least 14 square inches per square foot of flat area in contact with the geotextile fabric to sup port the fabric. The core material shall additionally conform to the following physical requirements: Geocomposite Wall Drain Core Requirements Property Requirement (Note 1) Test Method Thickness with Fabric: inch 0.23 ASTM D 1777 Compressive Strength: psf 6,000 ASTM D 1621 Transmissivity; Gradient = 1.0, Normal Stress = 5000 psf, gpm/ft. 4.0 ASTM D 4716 Note:

The geocomposite core shall be connected to outlet pipes or weep holes as shown on the plans. These fittings shall allow entry of water from the core, but shall not allow intrusion of backfill material into the core. 1014- 6.02 Geocomposite Wall Drain Fabric: The geocomposite wall drain fabric shall be laminated onto or adhere to the side of the drainage core which will face the backfill. Geocomposite wall drain fabric shall meet the requirements of Subsection 1014- 9 of the specifications. A minimum 3-inch wide flap of fabric shall extend beyond both longitudinal edges of the geocomposite core. The fabric shall cover the full length of the core. 1014- 7 Geocomposite Edge Drain System: The geocomposite edge drain system shall be of composite construction, consisting of a supporting rectangular structure of drainage core material wrapped with a geotextile filter fabric. The fabric shall surround and be attached to the core material in a manner which does not restrict the flow capacity of the core material. The geocomposite edge drain system shall be resistant to commonly encountered chemicals and hydrocarbons, and resistant to ultraviolet exposure. 1014- 7.01 Geocomposite Edge Drain Core: The geocomposite edge drain core material shall consist of a preformed, stable, polymer plastic material with a cuspated, nippled, ridged, slotted, and/or perforated structure. The drainage core shall provide support for and may be bonded to the geotextile filter fabric. Its preformed structure shall be perforated to allow water to flow freely to the weep hole drainage outlets. If not perforated during manufacture, the core shall be perforated in the field at the weep hole drainage outlet locations unless otherwise approved by the Engineer. The core shall have at least TABLE OF CONTENTS INDEX 1243 14 square inches of flat area in contact with the geotextile fabric to support the fabric per square foot. The core material shall additionally conform to the following physical requirements: Geocomposite Edge Drain Core Requirements Property Requirement (Note 1) Test Method Thickness Wrapped with Fabric: inch 0.75 ASTM D 1777 Compressive Strength: psf 6,000 ASTM D 1621 Transmissivity; Fabric Wrapped Core, Gradient = 0.1, Normal Stress = 1 440 psf, gpm /ft. 4.0 ASTM D 4716, (Note 2) Width: ft. 1.0 (Note 3) Measured Notes:

may be placed against the soil to be drained.

specified on the plans, if that is greater.

1014- 7.02 Geocomposite Edge Drain Fabric: The geocomposite edge drain fabric shall completely wrap around the drainage core material in a snug manner and may be permanently bonded to the core. Geocomposite edge drain fabric shall meet the requirements of Subsection 1014- 9 of the specifications. 1014- 7.03 Outlet Pipes: The outlet pipe for the edge drain outlet lateral shall be rigid, 4 -inch in diameter, Schedule 40 PVC pipe conforming to the requirements of ASTM D 1785. The open end of the outlet pipe conduit shall be connected into either a drainage structure or a concrete pad drain in accordance with the details shown on the plans. 1014- 8 Temporary Silt Fence Fabric: Temporary silt fence fabric shall contain a stabilizer or inhibitors to make the filaments resistant to deterioration resulting from exposure to sunlight or heat. The edges of the fabric shall be finished to prevent the outer yarn from pulling away from the fabric. The fabric shall be free of defects or flaws which significantly affect its physical or filtering properties. The fabric shall have a minimum width of 36 inches. Sheets of fabric may be b onded together. No deviation from any physical requirements will be permitted due to the presence of the seam. TABLE OF CONTENTS INDEX 1244 The fabric may be manufactured with pockets for posts, hems with cord or with posts preattached using staples or button head nails. During periods of shipment and storage, the fabric shall be wrapped in a heavy duty protective covering which will protect the cloth from sunlight, mud, dust, and debris. The fabric shall not be exposed to temperatures greater than 160 degrees F. Temporary silt fence fabric shall additionally meet the following requirements: Temporary Silt Fence Requirements Property Supported Silt Fence (Note 1) Unsupported Silt Fence Test Method Woven Elongation <50% (Note 2) Maximum post spacing: ft. 8 6.5 - Grab Strength: lb . MD (Note 3) and XMD (Note 4) 124 124 ASTM D 4632 Permittivity: sec-1 0.05 ASTM D4491 Apparent Opening Size: U.S. Standard sieve size No. 30 ASTM D 4751 Ultraviolet Stability (retained strength) : ≥ 70% after 500 hours exposure ASTM D 4355 Notes:

maximum mesh spacing of 6 inches by 6 inches or prefabricated polymeric mesh with a minimum strength of 200 lb./ft. x 200 lb./ft. per ASTM D6637.

1014- 9 Drainage Fabric: Drainage fabric shall meet the following requirements: TABLE OF CONTENTS INDEX 1245 Drainage Fabric Requirements Property Non -Woven Test Method Elongation ≥50% (Note 1) Grab strength: lb. 157 ASTM D4632 Tear st rength: lb. 56 ASTM D4533 Puncture strength: lb. 309 ASTM D6241 Ultraviolet stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Permittivity: sec-1 0.5 ASTM D4491 Apparent opening size: U.S. Standard sieve size No. 70 ASTM D4751 Note:

1014- 10 Stab ilization Fabric: Stabilization fabric shall meet the following requirements: Stabilization Fabric Requirements Property Woven Test Method Elongation <50% (Note 1) Grab strength: lb. 315 ASTM D4632 Tear strength: lb. 112 ASTM D4533 Puncture strength: lb. 618 ASTM D6241 Ultraviolet stability (retained strength): ≥ 50% after 500 hours exposure ASTM D4355 Permittivity: sec-1 0.05 ASTM D4491 Apparent opening size: U.S. Standard sieve size No. 40 ASTM D4751 Note:

SECTION 1015 EPOXY MATERIALS : 1015- 1 General Requirements: Certificates of Compliance, conforming to the requirements of Subsection 106.05 of the specifications, shall be submitted to the Engineer by the contractor for any epoxy materials used on a specific project. Only those epoxy materials shown on the Department’s Approved Products List (APL), or equal, will be allowed for use. Approved products may only be used in accordance with the limitations stated in the manufacturer’s instructions, the APL, and the International Code Council Evaluation Service (ICC -ES) evaluation report for the product, if applicable. Copies of the most current version of the APL TABLE OF CONTENTS INDEX 1246 are available on the internet from the ADOT Research Center, through its Product Evaluation Program. The contractor shall submit product literature and Material Safety Data Sheets (MSDS). The literature shall identify the recommended product use or applications for which it is intended, and the directions for use. 1015- 1.01 Packaging, Labeling , and Stori ng: Each component of epoxy material shall be packaged in containers of size proportional to the amount of that component in the mix so that one container of each component is used in mixing one batch of epoxy material. The containers shall be of such desi gn that all of the contents may be readily removed, and shall be well sealed to prevent leakage. The containers and labeling shall meet U.S. Department of Transportation Hazardous Material Shipping Regulations, and the containers shall be of a material, or lined with a material, of such character as to resist any action or breakdown by the components. Each container shall be clearly labeled with the product type and identification code, component designation (A or B), manufacturer's name, date of manufacture, batch or lot number, all directions for use, and such warnings or precautions concerning the contents as may be required by State or Federal Laws and Regulations. Epoxy materials shall be stored in accordance with the manufacturer's recommendations at all times. Attention is directed to the characteristic of some epoxy components to crystallize or thicken excessively prior to use when stored at temperatures below 35 degrees F. Any material which shows evidence of crystallization or a permanent increase in viscosity or settling of pigments which cannot be readily dispersed with a paddle shall not be used. 1015- 1.02 Directions for Use: Use of epoxy materials shall be in accordance with the manufacturer's recommendations unless otherwise specified by the Engineer. Use of epoxy materials shall be allowed for only those uses as shown on the ADOT Approved Products List. At the time of mixing, the two components of the epoxy material shall be at a temperature between 60 and 85 degrees F, unless otherwise specified or approved by the Engineer. Any heating of the epoxy components shall be done by application of indirect heat. Immediately prior to mixing, each component shall be thoroughly mixed with a paddle, unless otherwise specified. Separate paddles shall be used to stir each component. TABLE OF CONTENTS INDEX 1247 Immediately prior to use, the components of the epoxy materials shall be mixed together in the specified ratios according to the manufacturer's recommendations. When mixed, all epoxy materials shall have a uniform color without streaks. No solvent shall be added to any epoxy. Surfaces on which the epoxy is to be placed shall be free of rust, paint, grease, asphalt and loose or otherwise deleterious materials. The surface shall be dry unless otherwise allowed accor ding to the manufacturer's recommendations for use. Any overlay or inserted material which is to be bonded to the underlying surface shall be placed before thickening of the epoxy has begun. When epoxy is used as a binder to make epoxy mortar, the components of the epoxy shall be thoroughly mixed together before the sand or fine aggregate is added. The type, gradation, and proportion of sand or fine aggregate added and mixed with the epoxy adhesive to make epoxy mortar shall be as specified or recommended by the manufacturer. The sand or fine aggregate moisture content shall not be more than 0.5 percent as determined in accordance with AASHTO T 265. All surfaces against which epoxy mortar is to be placed shall be primed with a coat of the epoxy adhesive just prior to placing the epoxy mortar. 1015- 2 Epoxy Resin Based, Post -Installed, Anchoring Adhesive: Epoxy resin based, post -installed, adhesive anchoring systems shall be used for bonding anchors and rebar dow els into hardened concrete or masonry. Applications shall be limited to horizontal and down hole orientations. Post -installed anchoring adhesive shall not be used in any overhead vertical application, or permanently sustained purely axial tension application. The anchoring adhesive shall consist of a two component epoxy resin based formula that is packaged in a dual -cylinder cartridge that can automatically combine the constituents in the proper proportions. Manual proportioning of the components shall not be used for anchoring applications. The adhesive shall not be used beyond the expiration date shown on the packaging. For horizontal applications where flow out of the anchoring hole is a problem, high viscosity or non- sag anchoring adhesives shall be used. Low and medium viscosity anchoring adhesives may be utilized in down holes which open upward. The product shall only be used for the application and limitations for which it was designed according to the manufacturer’s product literature. Post -installe d anchoring adhesives shall be installed in accordance with the manufacturer’s printed installation instructions (MPII). Installation of adhesive anchors shall be performed by personnel trained to install adhesive anchors. TABLE OF CONTENTS INDEX 1248

Structural applications are defined as those requiring the anchoring adhesive system to develop a minimum tensile and shear strength resistance to an applied load. Post -installed anchoring adhesives shall have been tested in accordance with ICC- ES Acceptance Criteria for Post -Installed Adhesive Anchors in Concrete (AC308), which incorporates the requirements found in ACI 355.4. A current ICC -ES evaluation report for the anchoring adhesive shall be submitted to the Engineer, who will review the conditions of use listed in the report before it is approved for use on a project. The conditions of use include limitations on base material temperature since higher temperatures affect adhesive bond tension and shear load strength. The anchoring adhesi ve shall only be used for the broad category (un- cracked concrete, cracked concrete, or masonry) for which it has been designated in the ICC- ES report. Horizontal applications where a component of the applied load will be in sustained tension shall be inst alled by an individual who has a current ACI/CRSI Adhesive Anchor Installer Certification.

Applications for load transfer dowels and tie -bars are defined as those required to transfer load across joints in concrete slabs, walls and other concrete and masonry members. Epoxy adhesive bonding material shall provide a minimum pullout resistance of 13,200 pounds when tested in accordance with ASTM E488. The anchors shall be installed, using the adhesive bonding material, in the concrete or masonry member in strict accordance with the manufacturer’s instructions. The anchoring adhesive shall only be used for the broad category (un- cracked concrete, cracked concrete, or masonry) for which it has been designated in th e manufacturer’s product literature. 1015- 3 Epoxy Resin Base Adhesives:

The grade of the epoxy adhesive system shall match the proposed use as identified in the pr oduct literature provided by the manufacturer. The product shall specifically be designed for this application according to the manufacturer's product literature. The pot life of the material shall be determined in accordance with AASHTO T 237, Part I. The pot life shall be within 25 percent or 10 minutes of the pot life specified by the manufacturer, whichever is greater. Epoxies with high early strength development as stated by the manufacturer will be tested for conformance to the manufacturer's clai ms. TABLE OF CONTENTS INDEX 1249

Epoxy resin base adhesive to be used for adhering or bonding hardened concrete to hardened concrete and other materials shall conform to the requirements of ASTM C881, Type I for non -load bearing applications and Type IV for load bearing applications. Epoxy resin base adhesive shall be tested in accordance with the requirements of ASTM C882 and shall provide a slant shear compressive strength of 1,000 pounds per square inch at two days and 1,500 pounds per square inch at 14 days. The compressive strength shall be determined in accordance with ASTM C109 for 2 -inch cube specimens except that the epoxy materials shall be tested without the addition of sand, and for low viscosity materials which readily flow, no tamping is necessary. The compressive strength determined at seven days shall be 8,000 pounds per square inch for Type I epoxy and 10,000 pounds per square inch for Type IV epoxy.

Epoxy resin base materials to be utilized for adhering or bonding freshly mixed concrete materials to hardened concrete, shall conform to the requirements of ASTM C881, Type II, for non- load bearing applications and Type V for load bearing applications. Epoxy resin base adhesive shall be tested i n accordance with the requirements of ASTM C882 and shall provide a slant shear compressive strength of 1,500 pounds per square inch at 14 days. The compressive strength shall be determined in accordance with ASTM C109 for 2 -inch cube specimens except that the epoxy materials shall be tested without the addition of sand, and for low viscosity materials which readily flow, no tamping is necessary. The compressive strength determined at seven days shall be 5,000 pounds per square inch for Type II epoxy and 8,000 pounds per square inch for Type V epoxy. 1015- 4 Epoxy Resin Base Binder for Epoxy Mortar: Epoxy resin base materials to be used for binder in epoxy mortar, shall conform to the requirements of ASTM C881, Type I, for no n-load bearing applications and Type IV for load bearing applications. The grade of the epoxy adhesive system shall match the proposed use as identified in the product literature provided by the manufacturer. The product shall specifically be designed for this application according to the manufacturer's product literature. Epoxy resin base adhesive for use as binder in epoxy mortar shall be tested in accordance with the requirements of ASTM C882. In this test, the upper half of the slant shear test shall be molded epoxy mortar with the epoxy adhesive and sand or aggregate m aterial mixed together as specified and in the proportions as recommended by the manufacturer. Prior to placing the epoxy mortar, the same epoxy adhesive shall be applied to the underlying concrete slant shear surface. The epoxy adhesive and mortar tested in this manner shall provide a slant shear compressive strength of 1,000 pounds per square inch at two days and 1,500 pounds per square inch at 14 days. The pot life of the mixed TABLE OF CONTENTS INDEX 1250 epoxy mortar shall be determined in accordance with AASHTO T 237, Part I. The pot life shall be within 25 percent or 10 minutes of the pot life specified by the manufacturer, whichever is greater. The compressive strength of the epoxy mortar shall be determined in accordance with ASTM C109 for 2 -inch cube specimens. The epoxy material shall be tested with the addition of sand, mixed together as specified and in the proportions as recommended by the manufacturer. The compressive strength determined in this test at seven days shall be 8,000 pounds per square inch for Type I epo xy and 10,000 pounds per square inch for Type IV epoxy. Epoxies with high early strength development as stated by the manufacturer will be tested for conformance to the manufacturer's claims. 1015- 5 Epoxy Resin Base Adhesive for Crack Repair: Epoxy resin base materials to be used for crack repair in concrete, shall be furnished as two components which shall be mixed together at or just before the point of injection. The epoxy resin base adhesive shall conform to the requirements of ASTM C881, Type I, for u se in non- load bearing applications and Type IV for use in load bearing applications. The grade of the epoxy adhesive system shall normally be Grade 1, low viscosity. Grade 2, medium viscosity epoxy adhesive systems may be used in larger width cracks. T he product shall specifically be designed for this application according to the manufacturer's product literature. The epoxy resin base adhesive for crack repair shall be tested in accordance with the requirements specified in Subsection 1015- 3(B) of the specifications. Immediately prior to injection, usually at or near the injection tip, the two components shall be brought together as part of the injection process. The injection equipment and process utilized shall be in accordance with the manufacturer's recommendations. No solvents shall be utilized to thin the material. SECTION 1016 PACKAGED DRY CONCRETE AND MORTAR MATERIALS: 1016- 1 General Requirements: Certificates of Compliance, conforming to the requirements of Subsection 106.05(B) of the specifications, shall be submitted to the Engineer by the contractor for any packaged dry concrete or mortar materials used on a specific project. The packaged dry concrete or mortar material must be on the current ADOT Approved Products List prior to submittal for use on the project, and must be approved for the application for which it is intended. TABLE OF CONTENTS INDEX 1251 Packaged dry concrete and mortar materials shall be furnished premixed in a dry state including hydraulic cement, fine aggregate, coarse aggregate, and other ingredients as required for product performance. Only the addition of mix water shall be required at the site of the work. The contractor shall submit product literature and Material Safety Data Sheets (MSDS ). The literature shall identify the recommended product use or application for which it is intended and the directions for use. 1016- 1.01 Packaging, Labeling , and Storing: The dry concrete or mortar material shall be packaged in suitable containers of su ch design that all of the contents may be readily removed, and shall be moisture resistant to prevent premature hydration of the hydraulic cement in the mixture. The containers and labeling shall meet the applicable U.S. Department of Transportation Mater ial Shipping Regulations, and the containers shall be of a material, or lined with a material, of such character as to resist any action or breakdown by the components. Each package or container shall be clearly labeled with the product name, type and identification code, manufacturer's name, date of manufacture, batch or lot number, and such warnings or precautions concerning the contents as may be required by State or Federal Laws and Regulations. Additional information shall be either marked on the package or attached to it. The additional information may include surface preparation requirements; mixing, placing and curing instructions; maximum amount of water to be used or maximum recommended consistency; recommended maximum usable working time "pot -life" and approximate consistency at the end of that time; and the allowable temperature range for preparation and placement of the material. Packaged dry concrete or mortar materials shall be stored in accordance with the manufacturer's recommendations at all times. Attention is directed to the characteristic of hydraulic cement materials to hydrate in the presence of moisture. Any material which shows evidence of hydration or does not appear suitable shall not be used. 1016- 1.02 Directions for Use: Use of packaged dry concrete or mortar materials shall be in accordance with the manufacturer's recommendations unless otherwise specified or limited by the Engineer. Use of packaged dry concrete or mortar materials shall be allowed for only those uses as shown on the ADOT Approved Products List. At the time of mixing, the packaged dry concrete or mortar materials shall be at a temperature within the range allowed according to the manufacturer's recommendations unless otherwise specified or approved by the Engineer. Any heating of the dry materials shall be TABLE OF CONTENTS INDEX 1252 done by application of indirect heat. The manufacturer may permit, in the package instructions, adjusting the mixing water temperature to achieve temperature limitations imposed for use of the dry concrete or mortar materials. Immediately prior to use, the mixing apparatus shall be clean, prewetted, and drained, and essentially free of hardened concrete, mortar, and other foreign material that can be removed with a trowel or with a hammer, using reasonable force. Water shall be added to the dry concrete or mortar mix materials and the materials shall be thoroughly mixed to the desired consistency according to the manufacturer's recommendations. When thoroughly mixed, the concrete or mortar mixture shall have a uniform color. The amount of mixing water may be varied to achieve the desired consistency for the proposed use; however, the maximum recommended amount of mixing water shall not be exceeded. Surfaces on which the concrete or mortar material is to be placed shall be free of rust, paint, oil, grease, asphalt and loose or otherwise deleterious materials. The surface of existing concrete shall be roughened to ensure a good bond and shall be cleaned thoroughly with water, leaving existing concrete saturate d, but free of standing water. An epoxy resin base adhesive may be required to bond the concrete or mortar material to the old concrete. Any overlay or inserted material which is to be bonded to the underlying surface shall be placed before the concrete patching material has begun to set. The concrete or mortar materials may be drypacked, troweled, flowed, pumped or vibrated into place unless otherwise recommended by the manufacturer or specified herein. Use of an epoxy adhesive for bonding requires a dr y surface unless otherwise recommended by the adhesive manufacturer. The method of placement depends on the application, but shall be in accordance with the manufacturer's recommendations. 1016- 2 Packaged Dry High -Early Strength Concrete: Packaged dry high- early strength concrete materials for use in building and repair jobs requiring a more rapid strength development, such as required for the earlier removal of forms, shall conform to the requirements of A STM C387. The compressive strength of packaged high- early strength concrete material at three days shall be a minimum of 2,500 pounds per square inch. The compressive strength at seven days shall be a minimum of 3,500 pounds per square inch. When placing the mixed high- early strength concrete against existing concrete for repair or patching applications, an epoxy resin base adhesive meeting the requirements of Subsection 1015- 3 of the specifications shall be applied to the surface of the existing concrete prior to placing the new concrete. TABLE OF CONTENTS INDEX 1253 1016- 3 Packaged Dry Normal Strength Concrete: Packaged dry normal strength concrete materials for use in building and repair jobs where thicknesses exceed 2 inches, shall conf orm to the requirements of ASTM C387, normal weight concrete. Typical uses include building or repairing sidewalks, steps, footings, and for setting posts. The compressive strength of packaged normal strength concrete material at seven days shall be a minimum of 2,500 pounds per square inch. The compressive strength at 28 days shall be a minimum of 3,500 pounds per square inch. When placing the mixed normal strength concrete against existing concrete for repair or patching applications, an epoxy resin base adhesive meeting the requirements of Subsection 1015- 3 of the specifications shall be applied to the surface of the existing concrete prior to placing the new concrete. 1016- 4 Packaged Dry High Strength Mortar: Packaged dry high strength mortar materials for use in work requiring thicknesses less than 2 inches shall conform to the requirements of ASTM C387. Typical uses include topping and patching. High- strength mortar is often referred to as "sand mix." The compressive strength (mortar cubes) of packaged high strength mortar material at seven days shall be a minimum of 3,000 pounds per square inch. The compressive strength at 28 days shall be a minimum of 5,000 pounds per square. When placing the mixe d high strength mortar against existing concrete for repair or patching applications, an epoxy resin base adhesive meeting the requirements of Subsection 1015- 3 of the specifications shall be applied to the surface of the existing concrete prior to placing the new mortar. 1016- 5 Packaged Dry Rapid -Hardening Concrete: Packaged dry rapid- hardening concrete materials for use in rapid repairs to hardened concrete shall conform to the requirements of ASTM C928. Aqueous solutions, emulsions or dispersions may be included as components of the packaged materials. The manufacturer may specify that these liquids are to replace some or all of the mixing water. If the material contains soluble chlorides or other ingredients in sufficient quantity to cause corrosion to steel reinforcement, the material will not be acceptable. TABLE OF CONTENTS INDEX 1254 The compressive strength of packaged rapid -hardening concrete material at three hours shall be a minimum of 500 pounds per square inch. The compressive strength at one day shall be a minimum of 2,000 pounds per square inch and at seven days the compressive strength shall not be less than 4,000 pounds per square inch. The strength at 28 days shall not be less than the strength at seven days. Rapid- hardening concrete materials shall be tested in accordance with the slant shear requirements of ASTM C882 by placing the test sample against a dummy section of hardened Portland cement mortar. The slant shear test samples prepared in this manner shall provide a slant shear compressive strength of 1,000 pounds per square inch at one day and 1,500 pounds per square inch at seven days. The allowable length change of the rapid- hardening concrete material shall be determined in accordance with the requirements of AST M C157, except as modified in ASTM C928, Sections 8.3 and 7.3. Based on the lengths of 3 -inch prisms at three hours, the allowable length increase after 28 days in water shall be less than + 0.15 percent. The allowable length decrease in air after 28 days shall be less than - 0.15 percent. The rapid- hardening concrete shall have a slump of 3 inches at 15 minutes after addition of the mixing liquid. When placing the mixed rapid- hardening concrete against existing concrete for repair or patching applicatio ns, no adhesive or other bonding system will be necessary unless required by the manufacturer. 1016- 6 Packaged Dry Very Rapid -Hardening Concrete: Packaged dry very rapid- hardening concrete materials for use in rapid repairs to hardened concrete shall conform to the requirements of ASTM C928. Aqueous solutions, emulsions or dispersions may be included as components of the packaged materials. The manufacturer may specify that these liquids are to replace som e or all of the mixing water. If the material contains soluble chlorides or other ingredients in sufficient quantity to cause corrosion to steel reinforcement, the material will not be acceptable. The compressive strength of packaged very rapid- hardening concrete material at three hours shall be a minimum of 1,000 pounds per square inch. The compressive strength at one day shall be a minimum of 3,000 pounds per square inch and at seven days the compressive strength shall not be less than 4,000 pounds per square inch. The strength at 28 days shall not be less than the strength at seven days. Very rapid- hardening concrete materials shall be tested in accordance with the slant shear requirements of ASTM C882 by placing the test sample against a dummy section of hardened Portland cement mortar. TABLE OF CONTENTS INDEX 1255 The slant shear test samples prepared in this manner shall provide a slant shear compressive strength of 1,000 pounds per square inch at one day and 1,500 pounds per square inch at seven days. The allowable length change of the very rapid- hardening concrete material shall be determined in accordance with the requirements of ASTM C157, except as modified in ASTM C928, Sections 8.3 and 7.3. Based on the lengths of 3 -inch prisms at three hours, the allowable length increase after 28 days in water shall be less than + 0.15 percent. The allowable length decrease in air after 28 days shall be less than - 0.15 percent. The very rapid- hardening concrete shall have a slump of 3 inches at five minutes after addition of the mixing liquid. When placing the mixed very rapid- hardening concrete against existing concrete for repair or patching applications, no adhesive or other bonding system will be necessary unless required by the manufacturer. 1016- 7 Packaged Dry Rapid -Hardening Mort ar: Packaged dry rapid- hardening mortar materials for use in rapid repairs to hardened concrete shall conform to the requirements of ASTM C928. The packaged dry rapid hardening mortar material shall conform to the same requirements for rapid hardening concrete listed in Subsection 1016- 5 of the specifications except that the compressive strength shall be determined on mortar cubes, the length changes will be determined using 1-inch prisms, and the consistency at 1 5 minutes after mixing will be a mortar flow of 100 percent, minimum. 1016- 8 Packaged Dry Very Rapid -Hardening Mortar: Packaged dry very rapid -hardening mortar materials for use in rapid repairs to hardened concrete, shall conform to the requirements of ASTM C928. The packaged dry very rapid hardening mortar material shall conform to the same requirements for very rapid hardening concrete listed in Subsection 1016- 6 of the specifications except that the compressive strength shall be determined on mortar cubes, the length changes will be determined using 1-inch prisms, and the consistency at five minutes after mixing will be a mortar flow of 100 percent, minimum. SECTION 1017 NONSHRINK GROUT MATERIALS: 1017- 1 General Requirements: Certificates of Compliance, conforming to the requirements of Subsection 106.05 of the specifications, shall be submitted to t he TABLE OF CONTENTS INDEX 1256 Engineer by the contractor for any nonshrink grout materials used on a specific project. Only nonshrink materials shown on the Department’s Approved Products List (APL) will be allowed for use. Copies of the most current version of the APL are available on the internet from the ADOT Research Center, through its Product Evaluation Program. The nonshrink grout material must be approved for the use or application for which it is intended and shall meet the requirements of ASTM C1107 , unless otherwise specified herein. The contractor shall submit product literature and Material Safety Data Sheets (MSDS). The literature shall identify the recommended product use or application for which it is intended, and the direction for use. Nonshrink grout materials shall be furnished premixed in a dry state including hydraulic cem ent, fine aggregate, and other ingredients as required for grout performance. Only the addition of mix water shall be required at the site of the work. 1017- 2 Packaging, Labeling , and Storing: The nonshrink grout materials shall be packaged in suitable co ntainers of such design that all of the contents may be readily removed, and shall be moisture resistant to prevent premature hydration of the hydraulic cement in the grout mixture. The containers and labeling shall meet the applicable U.S. Department of Transportation Material Shipping Regulations, and the containers shall be of a material, or lined with a material, of such character as to resist any action or breakdown by the components. Each package or container shall be clearly labeled with the product name, type and identification code, manufacturer's name, date of manufacture, batch or lot number, and such warnings or precautions concerning the contents as may be required by State or Federal Laws and Regulations. Additional information shall be either marked on the package or attached to it. The additional information may include surface preparation requirements; mixing, placing and curing instructions; maximum amount of water to be used or maximum recommended consistency; unit weight and yield at maximum recommended water content or maximum consistency; recommended maximum usable working time, also called "pot -life," and approximate consistency at the end of that time; and the allowable temperature range for preparation and placement of the material. Nonshrink grout materials shall be stored in accordance with the manufacturer's recommendations at all times. Attention is directed to the characteristic of hydraulic cement materials to hydrate in the presence of moisture. Any material which shows evidence of hydration or does not appear suitable shall not be used. TABLE OF CONTENTS INDEX 1257 1017- 3 Directions for Use: Use of nonshrink grout materials shall be in accordance with the manufacturer's recommendations unless otherwise specified or limited by the Engineer. Use of nonshrink grout materials shall be allowed for only those uses as shown on the ADOT Approved Products List. At the time of mixing, the nonshrink grout materials shall be at a temperature within the range allowed according to the manufacturer's recommendations unless otherwise specified or approved by the Engineer. Any heating of the dry materials shall be done by application of indirect heat. The manufacturer may permit, in the package instructions, adjusting the mixing water temperature to achieve temperature limitations imposed for use of the grout materials. Immediately prior to use, the grout mixing apparatus shall be clean, prewetted, and drained, and essentially free of hardened grout and other foreign material that can be removed with a trowel or with a hammer, using reasonable effort. Water shall be added to the grout materials and the grout shall be thoroughly mixed to the desired consistency according to the manufacturer's recommendations. When thoroughly mixed, the nonshrink grout mixture shall have a uniform color. The amount of mixing water may be varied to achieve the desired consistency for the proposed use; however, the maximum recommended amount of mixing water shall not be exceeded. Surfaces on which the nonshrink grout material is to be placed shall be free of rust, paint, oil, grease, asphalt and loose or otherwise deleterious materials. The surface of existing concrete shall be roughened to ensure a good bond and shall be cleaned thoroughly with water, leaving existing concrete saturated, but free of standing water. Any overlay or inserted material which is to be bonded to the underlying surface shall be placed before the nonshrink grout material has begun to set. The nonshrink grout materials may be drypacked, troweled, flowed, pumped or vibrated into place unless otherwise recommended by the manufacturer. The method of placement depends on the application, but shall be in accordance with the manufacturer's recommendations. 1017- 4 Nonshrink Grout Material Requirements: Nonshrink grout materials placed against existing concrete shall be tested in accordance with the slant shear requirements of ASTM C882 by placing nonshrink grout against a dummy section of hardened Portland cement mortar. The slant shear test samples prepared in this manner shall provide a slant shear compressive strength of 1,000 pounds per square inch at seven days and 1,500 pounds per square inch at 28 days. TABLE OF CONTENTS INDEX 1258 The Vicat time of set for the material shall be determined in accordance with AASHTO T 131. The time of set shall be within 25 percent or 10 minutes of the time of set specified by the manufacturer, whichever is greater. The time of final setting shall be a maximum of eight hours. The compressive strength shall be determined in accordance with the requirem ents of ASTM C1107 . The minimum compressive strength at seven days shall be 2,500 pounds per square inch and the minimum compressive strength at 28 days shall be 5,000 pounds per square inch. Nonshrink grouts with high early strength development as stated by the manufacturer will be tested for conformance to the manufacturer's claims. The compressive strength of nonshrink grout material at 28 days shall be equal to or greater than the 28 day compressive strength requirement of the concrete to be patched. The expansion percent for the nonshrink grout material shall be determined in accordance with the requirements of ASTM C1107. The maximum expansion shall be 0.4 percent when measured at 3, 14, and 28 days. The percent shrinkage at 28 days shall be zero.

TABLE OF CONTENTS INDEX 1259 INDEX A AASHTO Acceptance and substantial completion of work Admixtures for Lean concrete base ................................ ................................ . 244 Advertisement for bids Aggregate Aggregate for Lean concrete base ................................ ................................ . 242 Alterations of contract ................................ ................................ . 40 Anchor bolts Anticipated compressive strength Lean concrete base ................................ ................................ . 243 Application of Bituminous material ................................ ................................ . 304 Approval of Falsework plans ................................ ................................ 15, 567 TABLE OF CONTENTS INDEX 1260 Arch Structural plate pipe ................................ ....................... 540, 1215 Arrow panels, flashing ................................ ........................ 696, 718 Asphalt Cement ................................ ................................ ......... 293, 1136 Recycling agents ................................ ................................ .. 1138 Rubber material ................................ ............................. 377, 1202 Asphalt -rubber stress- abso rbing membrane ................................ .. 376 ASTM Attenuation devices ................................ ................................ ... 721 Authority and duties of Resident Engineer ................................ ................................ .... 66 B Backfill Structure ................................ ................................ ....... 201, 205 Ballast wiring enclosure, luminaire housing ................................ .. 938 Bank protection fabric ................................ ............ 1072, 1075, 1241 Bar reinforcement ................................ ................................ .... 1131 Barbed wire fence ................................ ................................ ... 1026 TABLE OF CONTENTS INDEX 1261 Base courses Lean concrete base ................................ ................................ . 242 Bearing pads Bidder Bids Bituminous Material for curing seal ................................ ............. 224, 228, 237 Blasting Use of explosives ................................ ................................ .... 103 Blotter material Requirements of ................................ ............................. 299, 386 Bolts Anchor, light poles ................................ ................................ .. 833 Anchor, structural ................................ ................................ . 1135 High -strength steel ................................ ................................ .. 627 Borrow Embankment ................................ ................................ ... 191, 208

TABLE OF CONTENTS INDEX 1262 Bridge, decks Curing concrete ................................ ................................ .... 1183 C Cable Cancellation of award ................................ ................................ . 34 Care and protection of trees, shrubs and plants .................... 194, 975 Cast -in-place concrete Cattle guards Cement Hydraulic ................................ ................................ ...... 228, 1150 Cement treated base ................................ ................................ .. 236 Character of workers ................................ ................................ .. 134 Chemical fertilizer ................................ ............................. 962, 969 Chip seal pavement marker ................................ ................. 697, 707 Claims TABLE OF CONTENTS INDEX 1263 Cleaning up pit sites ................................ ....................... 1115, 1124 Compaction and density requirements for Structure backfill ................................ ................................ .... 201 Compensation for altered quantities ................................ ....... 43, 146 Completion date Concrete Barrier, transition ................................ ................................ . 1057 Beams, tolerances ................................ .......................... 597, 598 Curbs, gutters, sidewalks and driveways ................................ .. 1049 Curing compound ................................ ................................ .. 1050 Pavement repairs ................................ ................................ .... 277 Prestressing ................................ ................................ ... 602, 608 Concrete curi ng TABLE OF CONTENTS INDEX 1264 Liquid membrane ................................ ................................ .. 1181 Concrete structures Construction joints ................................ ................................ .. 582 Minor ................................ ................................ ............. 202, 598 Opening to traffic ................................ ................................ .... 599 Placing concrete in water for ................................ ............ 581, 683 Removal of forms ................................ ................................ .... 575 Concrete, portland cement Admixtures ................................ ................................ .. 1154, 1167 Aggregates ................................ ................................ . 1152, 1166 Cylinders, cores ................................ ................................ .... 1186 Conduit Electrical, highway lighting ................................ .............. 851, 852 Polyvinyl chloride ................................ ................................ .... 851 Conformity Continuous mixing TABLE OF CONTENTS INDEX 1265 Contract Failure to execute ................................ ................................ .... 35 Contractor Control cabinet ................................ ................................ . 882, 898 Controlled blasting ................................ ................................ .... 194 Cooperation Cores ................................ ................................ ....... 246, 538, 1066 Corrugated metal pipe Bituminous coated ................................ ................................ . 1209 Laying and joining ................................ ................................ ... 523 Cover material Requirements for ................................ ................................ .... 299 Curing TABLE OF CONTENTS INDEX 1266 Lean concrete base ................................ ................................ . 245 Precast concrete ................................ ................................ ... 1183 Curing seal Bituminous material for ................................ ............. 224, 228, 237 For cement treated base ................................ .................. 237, 240 For cement treated subgrade ................................ ............ 228, 230 For lime treated subgrade ................................ ................ 224, 226 D Decomposed granite ................................ ................................ .. 955 Deficiency, adjustment for Lean concrete base ................................ ................................ . 248 Definitions and terms ................................ ................................ .... 1 Devices Director, definition of ................................ ................................ .. 11 Dowels ................................ ................................ ...... 255, 291, 639 Drainage excavation ................................ .......................... 192, 196 Drawings, working and supplemental ................................ ....... 15, 67 TABLE OF CONTENTS INDEX 1267 Dumped riprap ................................ ............................... 1069, 1075 Duties Resident Engineer ................................ ................................ .... 66 E Unsuitable material ................................ ................................ . 195 Electrical Conduit ................................ ................................ .......... 851, 852 Embankment Inlets and outlets ................................ ................................ .. 1096 Emulsified asphalt ................................ ................................ ... 1137 Engineer, definition of ................................ ................................ . 11 Epoxy adhesives Epoxy coating for reinforcing steel ................................ ..... 638, 1132 TABLE OF CONTENTS INDEX 1268 Erosion ................................ ................................ ............ 204, 956 Excavation Disposal of ................................ ....................... 195, 197, 199, 844 For drilled shafts ................................ ................................ .... 667 Structural ................................ ................................ ....... 197, 204 Execution of contract ................................ ................................ .. 34 Expansion joint filler ................................ ....................... 1050, 1224 F Failure to Falsework and forms ................................ ................................ .. 567 Falsework, removal ................................ ................................ .... 575 Fence Gate ................................ ................................ ........... 1024, 1029 Posts ................................ ................................ .......... 1021, 1028 Fertilizer, chemical ................................ ............................ 962, 969 Filler, expansion joint ................................ ..................... 1050, 1224 Filter fabric ................................ .................. 1072, 1075, 1239, 1242 Filter material, pipe ................................ ................................ ... 533 Finishing concrete Fixed form method for constructing portland cement concrete pavement ................................ ................................ .................... 258, 261 Flared end section ................................ ................................ ... 1216 TABLE OF CONTENTS INDEX 1269 Flasher ................................ ................................ ............ 869, 907 Flashing arrow panels ................................ ................. 696, 718, 720 Flood plain material ................................ ................................ .... 55 Force account work Formed rumble strip ................................ ................................ . 1113 Frames and covers ................................ ........................... 548, 1055 Frames and covers for manholes ................................ ......... 549, 550 Furnish water supply ................................ ................................ .. 218 G Galvanizing Structural steel ................................ ............................... 633, 692 Gaskets ................................ ................................ ......... 1216, 1217 Gate valve ................................ ................................ ........ 984, 995 Gates, fence and ................................ ............................ 1024, 1029 Geocomposite edge drain ................................ .................. 252, 1242 Geocomposite wall drain ................................ ............ 198, 203, 1241 Geogrid ................................ ................................ ........... 249, 1238 Geotextile fabric, separation ................................ .............. 220, 1239 Grading, landscaping ................................ ................................ . 953 Grinding, pavement ................................ ................................ .... 285 Grooving, pavement ................................ ................................ ... 287 Grouted riprap ................................ ............................... 1069, 1076

TABLE OF CONTENTS INDEX 1270 Guardrail Transition section ................................ ................................ . 1039 Gutter Concrete curb and ................................ ................................ . 1049 H Hazardous materials ................................ ................................ ... 99 Headwalls Basis of Payment ................................ ................................ .... 543 Highway lighting Conductor ................................ ................................ ...... 847, 859 Conduit ................................ ................................ .......... 851, 860 Conduit embedded in concrete structures ................................ ... 854 Grounding, bonding ................................ ................................ . 856 Installation of poles ................................ ................................ . 845 Lamps ................................ ................................ ........... 861, 864 Pull box ................................ ................................ ......... 851, 860 Holidays, definition of ................................ ................................ . 12 TABLE OF CONTENTS INDEX 1271 Hydraulic cement ................................ .............................. 228, 1150 I Installation of Nonreinforced cast -in-place concrete pipe ................................ . 533 Insulation, water distribution system ................................ .... 987, 997 Issuance of proposals ................................ ................................ . 24 J Joint filler, expansion Bituminous ................................ ................................ .. 1050, 1224 Nonbituminous ................................ ............................. 1050, 1224 Joint sealant, Cold application ................................ ................................ .... 1220 Joints Expansion ................................ ................................ ...... 268, 582 Joints in Concrete barriers ................................ ................................ .. 1060 TABLE OF CONTENTS INDEX 1272 L Lamps Landscape Laws to be observed ................................ ................................ ... 96 Lean concrete base ................................ ................................ ... 242 Legal relations and r esponsibility to public ................................ .... 96 Load center cabinet ................................ ................................ ... 946 Load restrictions ................................ ................................ . 76, 191 Load transfer dowels ................................ ................................ .. 257 Loop detector Pavement cutting ................................ ................................ .... 931 Saw cut sealant ................................ .............................. 927, 931 Unit ................................ ................................ ............... 825, 926 Luminaire TABLE OF CONTENTS INDEX 1273 Removal, salvage, reinstallation ................................ ....... 948, 950 M Maintenance of traffic ................................ ................................ . 45 Maintenance of traffic during Suspension of work for the winter season ................................ ... 46 Manhole ................................ ................................ .......... 548, 1002 Material sources Materials Certification of ................................ ................................ ... 89, 99 Source of supply and quality requirements ................................ .. 83 Mineral admixture for Minor structures, concrete ................................ .................. 202, 598 Mix design for Asphaltic concrete- end product ................................ ......... 447, 454 TABLE OF CONTENTS INDEX 1274 Lean concrete base ................................ ................................ . 243 Mixing Lean concrete base ................................ ................................ . 244 Monuments, survey ................................ ................................ .. 1054 Mortar Mulch, materials ................................ ................................ 955, 961 N Neo prene joint seal ................................ ................................ . 1221 Nonbituminous joint filler ................................ ................. 1050, 1224 O Obliterate pavement marking ................................ .............. 702, 716 P Paint

TABLE OF CONTENTS INDEX 1275 Painting Weather conditions ................................ ................................ . 686 Panels, flashing arrow ................................ ........................ 696, 720 Patented devices, materials and processes ................................ ... 97 Pavement fabric ................................ ............................... 386, 1238 Pavement marker, chip seal ................................ ................ 697, 707 Pavement markings Glass beads for pavement marking paint ..................... 733, 736, 775 Obliteration of existing ................................ .................... 702, 716 Preformed ................................ ............................... 697, 750, 751 Pavement markings, thermoplastic Reflective glass spheres ................................ .................. 733, 736 Pavement, portland cement concrete Curing ................................ ................................ ........... 257, 264 Forming, fixed form ................................ ......................... 258, 261 Forming, slip -form ................................ ........................... 258, 260 Joints ................................ ................................ ............ 265, 289 Opening to traffic ................................ ................................ .... 268 Removal and replacement ................................ ................ 270, 283 Surface texturing ................................ ................................ .... 263 TABLE OF CONTENTS INDEX 1276 Perforated sign posts ................................ ................................ . 646 Piles Painting, metal ................................ ............................... 618, 623 Precast ................................ ................................ .......... 617, 622 Pipe Bituminous coated ................................ ................................ . 1209 Concrete, reinforced ................................ ....................... 518, 1216 Concrete- lined corrugated metal ................................ ...... 528, 1211 Corrugated high density polyethylene ............................... 529, 1217 Corrugated metal ................................ ........................... 525, 1209 Corrugated polyethylene ................................ ................. 529, 1217 Encasement of new ................................ ................................ . 533 Iron ................................ ................................ ............ 1001, 1004 Polyvinyl chloride ................................ ................................ .. 1000 Slotted ................................ ................................ ......... 527, 1213 Spiral rib corrugated metal ................................ .............. 528, 1210 Structural plate, pipe- arches, and arches .......................... 540, 1215 Pipe, corrugated metal Pipe, nonreinforced, cast -in-place TABLE OF CONTENTS INDEX 1277 Pipe, perforated for underdrains Placing and finishing Asphaltic concrete ................................ ................................ .. 389 Lean concrete base ................................ ................................ . 245 Planting Posts Preformed expansion joint filler ................................ ........ 1052, 1224 Prestressing concrete Ducts ................................ ................................ ............ 603, 607 TABLE OF CONTENTS INDEX 1278 Price adjustments ................................ ....................... 248, 274, 600 Prismatic reflectors ................................ .......................... 727, 1200 Project, definition of ................................ ................................ ... 15 Proposal Prosecution and progress ................................ ................... 128, 133 Protection And restoration of property and landscape ................................ . 104 Pruning and staking ................................ ................................ ... 975 Pull box ................................ ................................ ............ 851, 860 Q Quantities Compensation for altered ................................ ................... 43, 146 R Rail bank protection ................................ ................................ . 1079

TABLE OF CONTENTS INDEX 1279 Raised pavement markers Reconstruct Fence, chain link ................................ ................................ .. 1026 Reference markers ................................ ................................ .... 725 Reflective glass beads, pavement marking paint ............. 733, 736, 775 Reflectors, prismatic ................................ ......................... 727, 1200 Reinforcement ................................ ................................ .. 635, 1131 Reinforcing steel Dowel, placement ................................ ................................ .... 639 Epoxy coated ................................ ................................ . 638, 1132 Placing ................................ ................................ .......... 577, 635 Removal of Concrete barriers ................................ ................................ .... 180 Embankment curb ................................ ................................ ... 182 Portland cement concrete pavement ................................ .. 178, 272 TABLE OF CONTENTS INDEX 1280 Structural concrete ................................ ................................ .. 181 Reset frame and cover for Right -of-way Riprap Dumped ................................ ................................ ...... 1069, 1075 Grouted ................................ ................................ ...... 1069, 1076 Sacked concrete ................................ .......................... 1073, 1078 Slope mattress ................................ ............................ 1070, 1076 Roadbed, definition of ................................ ................................ . 17 Roadway Rollers Rolling Asphaltic concrete ................................ .......................... 383, 470 Rounding of slopes ................................ ................................ .... 194 TABLE OF CONTENTS INDEX 1281 S Sacked concrete riprap ................................ ................... 1073, 1078 Sand barrel crash cushion ................................ .................. 701, 722 Saw cut sealant, detector installation ................................ ... 927, 931 Sawed joints ................................ ................................ ..... 266, 290 Seal Sewerage system ................................ ................................ .... 1000 Shop drawings Shoulder, definition of ................................ ................................ . 17 Sign Panel, installation ................................ ................................ ... 660 Reflective sheeting ................................ ................................ . 654 Sign lighting and electrical signs Conduit ................................ ................................ .......... 851, 852 Flasher assembly ................................ ................................ .... 907 Sign supports Posts, breakaway ................................ ................................ .... 645 TABLE OF CONTENTS INDEX 1282 Posts, perforated ................................ ................................ .... 646 Silt fence, temporary Slip -form method For portland cement concrete pavement ............................. 258, 260 For single curb, curb and gutter and sidewalk .................. 1051, 1052 Slopes, earthwork ................................ ............................. 193, 10 95 Slotted pipe ................................ ................................ ..... 527, 1213 Slurry, backfill ................................ ................................ .. 201, 532 Soil anchor stakes ................................ ................................ ... 1071 Sound barrier walls ................................ ................................ .. 1089 Sources Specifications Staking, pruning and ................................ ................................ .. 975 Steel reinforcement ................................ ................................ ... 635 Steel shells for cast -in-place concrete piles ................................ .. 616 Stock (plants) nursery, collected and local ................................ ... 968 Storage of materials ................................ ................................ ... 92 Structural TABLE OF CONTENTS INDEX 1283 Excavation and structure backfill ................................ ...... 197, 200 Structural steel Bolts, high strength ................................ ........................ 627, 1135 Painting ................................ ................................ ......... 633, 689 Structures Precast, barriers ................................ ................................ ... 1059 Subgrade Compaction ................................ ................................ .... 193, 218 Drainage ................................ ................................ ........ 191, 192 Subletting of contract ................................ ................................ . 128 Supplier, definition of ................................ ................................ . 19 Surety, definition of ................................ ................................ .... 19 Survey monuments ................................ ................................ .. 1054 TABLE OF CONTENTS INDEX 1284 T Temperature limitations, weather and, portland cement concrete ... 1177 Temporary Concrete barrier ................................ ............... 696, 700, 714, 717 Impact attenuation devices ................................ ........ 696, 701, 715 Preformed pavement markings ................................ .......... 702, 715 Raised pavement markers ................................ ................ 697, 758 Termination of contract ................................ ...................... 137, 139 Terms, definitions and ................................ ................................ ... 1 Testing, water distribution system ................................ ....... 998, 999 Thermoplastic markings Pavement markings ................................ ................................ . 731 Thermoplastic stripes and markings Timber piles ................................ ................................ ...... 618, 62 1 Tolerances Portland cement concrete pavement ........................... 268, 274, 288 Traffic Cones, and drums ................................ ................................ ... 718 Pavement marking ................................ ................................ ... 731 Traffic control Relocation services ................................ ................................ . 709 Traffic signal controller material TABLE OF CONTENTS INDEX 1285 Conflict monitor ................................ ....................... 882, 909, 923 Flasher ................................ ................................ .......... 869, 907 Flasher controller ................................ ................................ .... 907 Load switch ................................ ................................ .... 905, 908 Traffic signal controllers Assembly ................................ ................................ ....... 871, 877 Testing and prequalification ................................ ............. 874, 922 Traffic signal equipment Control cabinet ................................ ............................... 898, 924 Foundations ................................ ................................ ... 830, 844 Maintaining ................................ ................................ .... 947, 948 Optical equipment ................................ ................................ ... 861 Pedestrian signals ................................ .......................... 866, 927 Poles, base plates ................................ .......................... 832, 845 Pull boxes ................................ ................................ ...... 851, 860 Signal face ................................ ................................ ..... 860, 863 Temporary ................................ ................................ ...... 947, 949 Transverse construction joints, portland cement concrete pavement 265 Traveling plant mixing Treated base Treatment TABLE OF CONTENTS INDEX 1286 Trenching, pipe installation ................................ .......... 519, 534, 990 Truck mounted attenuator ................................ ................... 703, 719 U Unsuitable material, removal and disposal of .......................... 93, 195 V Vertical restrainers ................................ ................................ .... 594 Vibrating portland cement concrete ............................... 260, 261, 581 W Warning, marker and regulatory sign panels ................................ . 650 Water distribution Water stops, rubber, synthetic ................................ ........... 585, 1218 Water supply, furnish ................................ ................................ . 218 Water, portland cement concrete pavement ................................ . 1152 Weather and temperature limitations TABLE OF CONTENTS INDEX 1287 Welded wire fabric ................................ ................................ ... 1131 Barbed ................................ ................................ ....... 1026, 1028 Fence and gates ................................ .......................... 1028, 1029 Tied riprap ................................ ................................ .. 1069, 1075 Wood Wood poles, lighting ................................ ................................ .. 833 Work Prosecution and progress of ................................ ............. 128, 133 Woven wire fabric ................................ ................................ .... 1028 Woven wire fence ................................ ................................ .... 1022

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