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Incidental Construction (600-699)

608SIDEWALKS, DRIVEWAYS, BICYCLE PATHS, AND

NY · 2024 Standard SpecificationsBook pages 474–537View official source ↗

TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Contents Section 600 ................................ ................................ ................................ ................ 4 INCIDENTAL CONSTRUCTION ................................ ................................ ........ 4 SECTION 601 - ARCHITECTURAL PAVEMENTS AND TREATMENTS .................. 4 SECTION 602 - REHABILITATION OF CULVERT AND STORM DRAIN PIPE ....... 5 SECTION 603 - CULVERTS AND STORM DRAINS ................................ ................. 12 SECTION 604 - DRAINAGE STRUCTURES ................................ ............................. 20 SECTION 605 - UNDERDRAINS ................................ ................................ ............... 25 SECTION 606 - GUIDE RAILING, MEDIAN BARRIER, AND CONCRETE BARRIER ................................ ................................ ................................ ................................ ... 28 SECTION 607 - FENCES ................................ ................................ ........................... 51 SECTION 608 - SIDEWALKS, DRIVEWAYS, BICYCLE PATHS, AND VEGETATION CONTROL STRIPS ................................ ................................ .......... 56 SECTION 609 - CURB AND CURB & GUTTER ................................ ........................ 65 SECTION 610 - GROUND VEGETATION - PREPARATION, ESTABLISHMENT AND MANAGEMENT ................................ ................................ ............................... 71 SECTION 611 - PLANTING, TRANSPLANTING AND POST PLANTING CARE ................................ ................................ ................................ ........................... 868680 SECTION 612 (VACANT) ................................ ................................ .................. 929387 SECTION 613 - WILDLIFE AND ECOLOGY ................................ ................... 929387 SECTION 614 - PRUNING, IMPROVING AND REMOVING EXISTING VEGETATION ................................ ................................ ................................ .. 939387 SECTION 615 - LANDSCAPE APPURTENANCES ................................ ........... 979892 SECTION 616 - SOIL BIOENGINEERING ................................ ....................... 979892 SECTION 617 - INVASIVE SPECIES MANAGEMENT ................................ .... 989892 SECTION 618 (VACANT) ................................ ................................ .................. 989892 SECTION 619 - WORK ZONE TRAFFIC CONTROL ................................ ....... 989892 SECTION 620 - BANK AND CHANNEL PROTECTION ............................. 160161153 SECTION 621 - CLEANING CULVERTS, DRAINAGE STRUCTURES AND EXISTING ROADSIDE SECTIONS ................................ ............................ 164165157 SECTION 622 - BUILDINGS AND MISCELLANEOUS STRUCTURES ..... 167168160 SECTION 623 - SCREENED GRAVEL, CRUSHED GRAVEL, CRUSHED STONE, CRUSHED SLAG ................................ ................................ ........................ 167168160 SECTION 624 - PAVED GUTTERS ................................ ............................. 168169161 SECTION 625 - SURVEY OPERATIONS ................................ .................... 171172164 SECTIONS 626 THRU 628 (VACANT) ................................ ........................ 183184176 SECTION 629 - PETROLEUM STORAGE TANK CLOSURE .................... 183184176 SECTION 630 - BARRICADES ................................ ................................ .... 188189181 SECTION 631 (VACANT) ................................ ................................ ............ 189190182 SECTION 632 (VACANT) ................................ ................................ ............ 189190182 SECTION 633 - CONDITIONING EXISTING PAVEMENT PRIOR TO ASPHALT OVERLAY ................................ ................................ ................................ ... 189190182 SECTION 634 (VACANT) ................................ ................................ ............ 193193185 SECTION 635 - CLEANING AND PREPARATION OF PAVEMENT SURFACES FOR PAVEMENT MARKINGS ................................ ................................ ........... 193193185 TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 SECTION 636 (VACANT RESPONSE WORK ) ................................ .......... 195196187 SECTION 637 - ENGINEER’S FIELD OFFICE, LABORATORY AND EQUIPMENT ................................ ................................ ................................ ..................... 199196187 SECTION 638 - WHITE SYNTHETIC RESIN BINDER CONCRETE ......... 209206198 SECTION 639 - CONSTRUCTION CONTRACT MANAGEMENT SYSTEMS ................................ ................................ ................................ ..................... 212209200 SECTION 640 - REFLECTORIZED PAVEMENT MARKING PAINTS ...... 212209201 SECTION 641 - BRIDGE WASHING ................................ ........................... 214211202 SECTION 642 - ROADSIDE MAINTENANCE ................................ ............ 214211203 SECTION 643 - NOISE BARRIERS ................................ ............................. 214211203 SECTION 644 - OVERHEAD SIGN STRUCTURES ................................ .... 215212203 SECTION 645 - SIGNS ................................ ................................ ................ 225222213 SECTION 646 - DELINEATORS, REFERENCE MARKERS AND SNOWPLOWING MARKERS ................................ ................................ ................................ .. 234231223 SECTION 647 - REMOVING, STORING, AND RELOCATING SIGNS, SIGN PANEL ASSEMBLIES, SIGN SUPPORTS, AND FOUNDATIONS ........................... 237234225 SECTION 648 - SUBSURFACE EXPLORATIONS ................................ ...... 240237229 SECTION 649 - AUDIBLE ROADWAY DELINEATORS ............................ 248245236 SECTION 650 - TRENCHLESS INSTALLATION OF CASING .................. 251248239 SECTION 651 - COMMUNICATION FACILITIES ................................ ..... 261258250 SECTION 652 - FURNISHING AND APPLYING SALTS ............................ 261258250 SECTION 653 PAVEMENT RIDE QUALITY ................................ ............. 262259251 SECTION 654 - IMPACT ATTENUATORS - PERMANENT ....................... 264261253 SECTION 655 - FRAMES, GRATES AND COVERS ................................ ... 269266257 SECTION 656 - MISCELLANEOUS METALS ................................ ............ 270267259 SECTION 657 – PAINTING GALVANIZED AND ALUMINUM SURFACES ................................ ................................ ................................ ..................... 271268260 SECTION 658 - WATER WELLS ................................ ................................ 276273264 SECTION 659 - TELECOMMUNICATION UTILITIES .............................. 276273264 SECTION 660 - UTILITIES ................................ ................................ ......... 276273265 SECTION 661 - ELECTRIC UTILITIES ................................ ..................... 277274265 SECTION 662 - GAS, OIL & STEAM UTILITIES ................................ ....... 277274266 SECTION 663 - WATER SUPPLY UTILITIES ................................ ............ 278275266 SECTION 664 - SANITARY SEWER UTILITIES ................................ ........ 289286278 SECTION 665 - WATERWAYS ................................ ................................ ... 290287278 SECTION 666 (VACANT) ................................ ................................ ............ 290287278 SECTION 667 - LOCAL ROAD GRAVEL SURFACE, BASE, AND SUBBASE COURSES ................................ ................................ ................................ .... 290287279 SECTIONS 668 AND 669 (VACANT) ................................ ........................... 293290281 SECTION 670 - HIGHWAY LIGHTING SYSTEM ................................ ...... 293290281 SECTIONS 671 THRU 674 (VACANT) ................................ ........................ 305302293 SECTION 675 - RAILROAD TRACK AND APPURTENANCES ................. 305302294 SECTIONS 676 THRU 679 (VACANT) ................................ ........................ 305302294 SECTION 680 - TRAFFIC SIGNALS ................................ ........................... 305302294 SECTION 681 AND 682 (VACANT) ................................ ............................. 327324316 SECTION 683 - INTELLIGENT TRANSPORTATION SYSTEMS .............. 327324316 TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 SECTION 684 (VACANT) ................................ ................................ ............ 328325316 SECTION 685 - EPOXY REFLECTORIZED PAVEMENT MARKINGS ..... 328325316 SECTION 686 (VACANT) ................................ ................................ ............ 336330319 SECTION 687 - THERMOPLASTIC REFLECTORIZED PAVEMENT MARKINGS ................................ ................................ ................................ ..................... 336330319 SECTION 688 - PREFORMED REFLECTORIZED PAVEMENT MARKINGS ................................ ................................ ................................ ..................... 340334323 SECTION 689 (VACANT) ................................ ................................ ............ 343338327 SECTION 690 - SPECIALTY WORK ................................ .......................... 343338327 SECTIONS 691 THRU 695 - (VACANT) ................................ ...................... 344338327 SECTION 696 - CONTRACTOR CHARGES (for Construction’s use only) .. 344338327 SECTION 697 - FIELD CHANGE PAYMENT ................................ ............. 344338328 SECTION 698 - PRICE ADJUSTMENTS ................................ ..................... 345340329 SECTION 699 - MOBILIZATION ................................ ............................... 350344333

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Section 600 INCIDENTAL CONSTRUCTION SECTION 601 - ARCHITECTURAL PAVEMENTS AND TREATMENTS (Last Revised September 2016)

601-1 DESCRIPTION. This work shall consist of the construction, placing, or applying of architectural

pavements and treatments in accordance with the Contract Documents or as directed by the Engineer.

601-2 MATERIALS. Materials shall conform to the following subsections.

Bituminous Materials 702 Bituminous Tack Coat ( SS-1h or CSS-1h) 702-3601 Fine Aggregates 703-01 Mineral Filler 703-08 Precast Concrete Street Pavers 704-23 Water 712-01

601-2.01 Precast Concrete Street Paving.

A.Neoprene -Modified Asphalt Adhesive. Neoprene -Modified Asphalt Adhesive shall consist of 2% neoprene, grade WM1, oxidized asphalt with a R & B softening point of 154° F minimum and a penetration of 80, and 10% asbestos -free fibers.

B.Polymeric Sand. Polymer modified graded sand designed specifically for filling joints between pavers. Polymeric sand shall be supplied in clearly labeled sealed packages.

601-3 Construction.

601-3.01 Precast Concrete Street Paving

A.The provisions under §401 -3, Construction Details for Plant Mix Pavements - General, shall apply.

B.The Contractor shall construct the subbase according to the current 601 Standard Sheet(s). Prior to placing the setting bed, the Contractor shall prepare the subbase surface according to §402 - 3.05a. The bituminous setting bed shall consist of PG binder 64S -22 mixed with fine aggregate meeting the requirements of §703 -01. Alternate PG binder grades may be allowed by the RME in lieu of PG 64S -22. The PG binder will meet the requirements outlined in Section 702 Bituminous Materials , Table 702 -1 Performance -Graded Binders for Paving . The PG binder shall be 7.0% of the total batch weight. The mix shall be heated to approximately 325º F. The compacted thickness of the bituminous setting bed shall be ¾ inch. A coating of neoprene -modified asphalt adhesive shall be applied by mopping, squeegeeing or troweling over the top surface of the setting bed to provide bond under the bricks. Precast concrete street pavers shall be laid in a 90° herringbone pattern according to the current 601 Standard Sheet(s) to provide a uniformly even surface, with no more than ¼” variation. Joints shall be 1/8 inch wide (±1/16 inch). No precast concrete street pavers shall be laid when the air temperature is below 40º F. Joint lines shall not deviate more than ± ½” over 50 feet from string lines.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 The Contractor shall fill gaps at the edges of the paved area with cut pavers or edge units. The Contractor shall adjust pattern at pavement edges such that cutting of edge pavers is minimized. All cut pavers subject to tire traffic shall be no less than o ne-third (1/3) of a whole unit. After pavers are placed on the adhesive, set them in it with at least one pass of a minimum 300 pound hand roller. Replace any cracked units with whole units and set them with the hand roller. Polymeric sand shall be swept over the precast concrete street pavers until the joints are completely filled. The paver surface shall be swept clean and the joints lightly wetted with water. This joint filling operation shall not be performed if the air te mperature is expected to fall below 40ºF, or there is an expectation of rain within 4 hours of the completion.

601-4 METHOD OF MEASUREMENT. Architectural pavements and treatments will be measured by

the number of square yards placed.

601-5 BASIS OF PAYMENT. The unit price bid per square yard shall include the cost of all labor,

materials and equipment necessary to satisfactorily complete the work, including setting bed material, except that any sawcutting of existing pavement, excavation, concrete base, curb, curb and gutter, and subbase course will be paid for separately. Payment will be made under: Item No. Item Pay Unit 601.01 Precast Concrete Street Paving (Bituminous Setting Bed) Square Yard SECTION 602 - REHABILITATION OF CULVERT AND STORM DRAIN PIPE (Last Revised January 2019)

602-1 DESCRIPTION. Rehabilitate culvert and storm drain pipe in accordance with these

specifications, the contract documents, and as directed by the Engineer.

602-2 Material Requirements.

602-2.01 General. Materials requirements are specified in the following subsections:

Portland Cement Concrete 501 Shotcrete 583 Concrete Repair Material 701-04 Vertical and Overhead Patching Material 701-08 Concrete Repair Material - High Early Strength 701-12 Grout Sand 703-04 Cured in Place Pipe (CIPP) Liner 706-09 Polyvinyl Chloride Pipe (relining) 706-10 (Profile Wall) (Corrugated) High Density Polyethylene Pipe (HDPE) (relining) 706-11 (Profile Wall) (Smooth Wall) Corrugated Steel Pipe 707-02 (Polymer Coated) Tunnel Liner Plate (relining) 707-05 Structural Steel Plate for Pipe, Pipe Arches and Underpasses 707-08 Corrugated Structural Steel Plate for Pipe and Pipe Arches and Underpasses 707-09 Anchor Bolts for Corrugated Culverts 707-20 Zinc Chromate Primer 708-04

602-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Bar Reinforcement, Grade 60 709-01 Wire Fabric for Concrete Reinforcement 709-02 Stud Shear Connectors 709-05 Membrane Curing Compound 711-05 Admixtures 711-08 Lightweight Concrete Fill (Type A or B) 733-01

602-2.02 Grout for Annular Space. Design the grout for the annular space between the existing pipe

and new liner pipe in accordance with the pipe Manufacturer’s recommendations. Grout for the annular space shall be in accordance with 733 -01 Lightweight Concrete Fill (Type B). Calculate the required volume of grout based on the existing culvert/storm drain internal diameter (minus deformations) and the external diameter of liner pipe. All grout components must appear on the Approved List unless approved by the Director, Materials Bureau.

602-3 CONSTRUCTION DETAILS. Provide the Engineer, a minimum of 10 days prior to starting of

the work, a written proposal of how the work will be progressed. The proposal shall include dewatering of the pipe; procedures for maintaining line and grade of the lining pipe, pipe manufa cturer’s recommendations for the assembly of preapproved joints, or joint fusion methods; bracing methods; grout mix design; and void filing techniques. Such proposals are also required, regardless of the rehabilitation method, for shotcreting, concrete, and void filling methods.

602-3.01 Existing Pipe Preparation. Dewater, clean and inspect the existing pipe. Determine the

location of and remove obstructions that may prevent proper installation of the paving or lining material. Inspect small inaccessible pipes, generally less than 48 inches in diameter, using a closed circuit television and camera to provide a visual inspection. Provide strutting and bracing as required to ensure stability of the pipe.

602-3.02 Handling & Installing Lining Materials

A.General. Install each run of lining pipe with the same material for the entire run unless otherwise identified in the contract documents or approved by the Engineer. Do not allow water to flow along the invert during concrete or fill material placement.

B.Structural Paving of Inverts with Concrete . Apply §603 -3.07 Concrete Paving for Corrugated Structural Plate Pipe with the exception of the following:

1.Pave the area along the invert’s periphery, providing concrete cover thickness over the crests of the corrugations and concrete reinforcement details as indicated on the plans. If welding has been used to anchor the reinforcement or studs on a galvanized section of the pipe then upon completion of the anchoring, restore the coating in accordance with §702 -02 Corrugated Steel Pipe, E. Coating Repair. Coating restoration is not req uired where mechanical anchoring of the reinforcement has been utilized.

2.Use Class D, Class H or Class J concrete for paving of the invert.

C.Lining with Shotcrete. Apply all requirements of Section 583, Shotcrete with the exception of the following:

1.Shotcrete may be used to line concrete pipe, stone arches, and corrugated metal pipes.

2.All reinforcement design and details (e.g. spacing, anchoring, etc.) must be indicated on the plans. If welding has been used to anchor the reinforcement or studs on a galvanized section of

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 the pipe then upon completion of the anchoring, restore the coating in accordance with §702 -02 Corrugated Steel Pipe, E. Coating restoration is not required where mechanical anchoring of the reinforcement has been utilized.

3.Apply a minimum 2 inch thick shotcrete layer over the crests of the corrugations. The shotcrete layer limits along the periphery will be indicated on the plans.

D.Lining with Cured in Place Pipe (CIPP) Liner. The CIPP manufacturer’s / installer’s name shall appear on the Department’s Approved List of Materials and Equipment, Rehabilitation of Culverts and Storm Drains section. The CIPP contractor shall provide the Engineer a report with design details and calculations for determining the minimum required thickness of the cured -in-place -pipe (CIPP) liner, the minimum internal pressure required to hold the wetted liner tight agai nst the host pipe, and the maximum allowable internal pressure so as not to damage the wetted liner. All design calculations shall assume a fully deteriorated host pipe, unless Item 602.37xx, Lining Concrete pipe with Cured in Place Pipe (CIPP), is specif ied. All liner installations require the excavation of a resin containment pit to facilitate the installer’s collection and subsequent disposal of any waste (styrene or non -styrene) and / or curing water from the jobsite. When the liner curing is completed, th e installer will remove all waste prior to the lined pipe being put back in service. The plans will indicate the size of the excavation for the resin containment pit. The excavation, temporary storage of the fill and restoration of the downstream c hannel will be performed under Section 206 -1.02, measured under 206 -4.04 and paid under 206.0201 Trench, Culvert and Structure Excavation – O.G. Use a resin / liner system meeting the following criteria: -System consists of one or more layers of flexible needled felt or an equivalent material as approved by the Materials Bureau. -Liner is flexible enough to fit irregular pipe sections and able to negotiate pipe bends. Liner’s surface must be coated with a plastic material compatible with the proposed resin. All liners containing styrene based resins require the use of a pre liner, to be inserted into the existing pipe before insertion of the CIPP liner. In addition to the pre liner, single or double sided liners may be specified in the contract plans, depending on the environmental setting of a particular application. A thermoset resin and catalyst or an epoxy resin and hardener system, compatible with the proposed inversion system shall be used. If indicated in the contract documents, a resin containing less than five percent volatile organic compounds (VOCs ) with less than 0.1 percent hazardous air pollutants (HAPs) and less than 0.1 percent of water quality pollutants as listed in 6 NYCRR Parts 700-705 shall be supplied. I f the resin type (styrene or non -styrene) is not specified on the plans, the installer has th e option to select the resin type. Proposed resin shall be compatible with the proposed inversion process . Vacuum impregnate the liner with resin. Use a volume of resin capable of filling all voids in the liner material at nominal thickness and diameter. Adjust this resin volume by adding a minimum of 5% excess resin to allow for changes in resin volume due to polymerization and for any resin migration into the cracks and joints of the original pipe.

1.Installation. A cured -in-place -pipe (CIPP) liner may be installed into the host pipe by hydrostatic head, air pressure inversion, or a combination of the two. Do not exceed the manufacturer recommended maximum pressure to the liner felt fiber during the inversion process. Pulled in place installations may be allowed if it is indicated on the contract documents or if the installer is given prior approval by the Director, Materials Bureau.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 a. Hydrostatic Head. The standpipe height must be sufficient to maintain at least the minimum required pressure between the CIPP liner and the existing (host) pipe. The lower end of the liner must extend beyond the outlet end whenever possible. Where changes in elevation may create excessive stresses on the liner felt, the use of bulkheads may be necessary. Alternative installation methods using a hydrostatic head will be subject to approval by the Director, Materials Bureau.

b.Air Pressure. The liner may be inverted using air pressure to extend it to the termination point. The air pressure needs to be adjusted and sustained to a level capable of holding the liner against the host pipe regardless of the curing method proposed to be used.

2.Curing. Cure the liner by circulating heated water throughout the section. Uniformly raise the temperature of the water above the level required to cure the resin. Monitor and record both the temperature of the curing water exiting the heating source and the temperature of the curing water returning to the heating source. Monitor and record the observed temperatures by the remote sensors on the liner -host pipe inter faces, located in the upstream and downstream area of the pipe. The remote temperatu re sensors readings will be used for monitoring the progress of curing and its duration. The minimum curing time is the sum of the minimum recommended initial and post -curing times as per the liner resin supplier’s recommendations. The onset of the initial curing approximately occurs when all remote temperature sensors register a temperature consistent with the “exotherm”, which shall be included in the Manufacturer’s recommendations. Post-cure the liner at least for the minimum post -curing time and at t he minimum post -curing temperature level, as per the liner Manufacturer’s recommendations. Add post -curing time for any deviations from the recommended post -curing temperature levels. All resin Manufacturers’ curing proposals require approval by the Director of Materials Burea u prior to its initial use by the Department. Also, a new curing proposal submission for approval is required if an already approved liner Manufacturer introduces a new resin formulation and/or a new liner curing method to a Departm ent contract .

3.Water and Material Management . After post -curing is completed, manage the curing water so that it does not cause or contribute to a violation of water quality standards to receiving waters or groundwater 6 NYCRR Part 700 -704. In particular, the CIPP Contractor shall note the surface water quality and groundwater standards at 6 NYCRR Part 703 for pollutants such as styrene and thermal discharges. The CIPP Contractor shall enquire as to the classification of potential receiving surface waters in the proj ect location if this information is not provided in the contract documents.

a.Handling of curing water used in a styrene based thermoset resin liner installation:

1.Collect and transport curing water from the site for reuse within another CIPP location; and/or

2.Collect the water and dispose or treat at off site facilities. Transport wastewaters within vehicles that have a waste transporter permit 6NYCRR 364. Off -site disposal shall be at a publicly owned treatment works or at a disposal facility permitted to ac cept the wastewater. The Contractor shall conduct off site treatment to reduce styrene concentrations to acceptable levels to meet water quality standards prior to discharge to the receiving waters; and/or

3.Treat wastewater on -site to acceptable styrene and thermal loading and discharge to receiving waters in accordance with agreements received from the Regional NYSDEC

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Office.

b.For curing water from non -styrene based processes, collect water for disposal off -site as described in A1 and A2 above or discharge on site if it does not contain pollutants that could cause or contribute to a violation of water quality standards. Reduce temperature to prevent a violation of the thermal standards to the receiving waters.

c.Collect any excess resin and any curing materials at the upstream and downstream ends of the installation for disposal.

d.Record and document quantities of curing water removed from the site. Provide record/documentation of the reuse and/or disposal facility and quantity disposed of curing water leaving the site. After post -curing is completed, cool the liner to a temperature of 100o F prior to relieving the static head in the inversion standpipe. Cool -down may be accomplished by adding cool water into the inversion standpipe to replace warm curing water being removed from the liner. Contract documents may contain restrictions on th e temperature of the released curing water or whether the curing water needs to be removed and treated. Any other proposed liner curing methods will be subject to the approval of the D irector, Materials Bureau.

4.Workmanship / Damage / Defects. The finished pipe liner shall be continuous over the entire length of an inversion run and be free of dry spots, lifts and delaminations. If any dry spots, lifts and delaminations exist, remove the liner in those areas. Mark a line 3 feet from both ends of the distressed area, cut the distressed area out, and replace it at no cost to the Department. If the Cured -In Place -Pipe (CIPP) liner does not fit against its termination point, seal the space between the pipe and l iner with a resin mixture compatible with the CIPP. The liner may be sampled and tested for tensile and flexural properties in accordance with ASTM F 1216 at the discretion of the Department. Failure to meet the designed properties will be a cause for liner rejection.

5.Storm Drain Lateral Connections. Reconnect the existing storm drain lateral connections after the liner has been cured in place. Use robotic cutting devices to reestablish tie -ins in non - man accessible pipes.

E.Lining with a new Liner Pipe -General. Before lining, pull or push a single piece of liner pipe through the existing pipe to verify liner clearance. The liner must be positioned and secured to facilitate its complete encapsulation by grout. Follow the Manufacturer's recommendations for handling and assembling the pipe and all provisions included in the approved written proposal. When required, reconnect existing storm drain lateral connections by utilizing an open cut excavation, internal connection or remote installation using robotics. Prior to filling the annular space, connect and seal all laterals between the new liner pipe and the existing lateral. Grout the entire annular space. Provide a minimum annular space of 1 inch for grouting between the new and existing pipes. Provide details on how to hold the liner pipe to line and grade until the grout has set. If the volume of the grout used is less than the anticipated (calculated) volume, or an inspection of the relined culvert indicates that there are voids in the annular space, the Contractor must provide the EIC with a plan to rehabilitate all identifi ed voids. Depending on the location and size of the voids, additional grouting may be required in these areas. This may be accomplished by re -grouting in those areas from within the culvert. The voids must be filled to the satisfaction of the Engineer at no

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 additional cost to the state. Grout that fills invert and connected voids is covered in the cost for these items.

1.Lining with High Density Polyethylene Pipe. Prior to lining, follow in its entirety all provisions of §602 -3.02 E. Lining with a new Liner Pipe – General. Reline with Smooth Wall Polyethylene Pipe or Profile Wall Polyethylene Pipe, as indicated in the contract documents. Install all pipe, fittings, adapters and appurtenances according to the Manufacturer’s recommendations. Limit joint separations to less than ½ inch between adjoining sections. Field cuts will be permitted only at the terminal ends. No HDPE pipe s ections less than 3 feet long will be allowed in any lining projects. Perform all butt fusion, welding and extrusion welding of HDPE pipe in accordance with the Manufacturer’s recommendation. A Manufacturer’s representative – or an individual trained by the manufacturer – must be present at all times during any fusion or welding operations. Alternate joining methods will be subject to approval by the Director, Materials Bureau.

2.Lining with Polyvinyl Chloride Pipe. Prior to lining, follow in its entirety all provisions of §602 -3.02 E. Lining with a new Liner Pipe – General. Reline with a Profile Wall PVC Pipe or Corrugated Wall PVC Pipe with integral bell and spigot joints. The installation proposal for this item to be submitted by the contractor for Departmental approval should in addition address the following PVC specific issues prior to any work approval is granted; Whether the PVC liner will be pulled or pushed thro ugh the culvert and the type of pushing or pulling ring/plate to be used; Whether a nose cone or a different device will be used in this process and how the jacking, pulling or pushing loads on the liner will be monitored in order to conform to the PVC lin er’s Manufacturer’s specifications and guidelines. Include PVC liner’s Manufacturer’s specifications and guidelines in the submitted for approval proposal. Follow all Manufacturer’s recommendations during joint assembly operations.

3.Lining with Corrugated Metal Pipe. Reline with Polymer Coated Corrugated Steel Pipe. Prior to lining, follow in its entirety all provisions of §602 -3.02 E. Lining with a new Liner Pipe – General. Insert and brace the liner pipe to the specified line and grade, and align adjacent pipe sections such that port holes, if used, are placed as detailed in the contract plans (Alignment bolts are not adequate bracing by themselves). Sever all alignmen t bolts not fully turned out and grind them flush to the new pipe interior. If port holes are used, provide fittings and plugs compatible with the delivery equipment. Insert the plugs into the fittings as the operation is completed. Limit joint separatio ns to ½ inch between adjoining sections. To ensure that grout remains in the annular space, place internal expanding joint bands with annular corrugations and foam gaskets at each joint. Before grouting the annular space, brace and strut the bands. Do n ot obstruct with any bracing material the flow of grout into the annular space. Remove the bracing, struts and bands upon completion of this work.

4.Lining with Corrugated Steel Structural Plate Pipe and Pipe Arches with PCC Paved Invert . Prior to lining, follow in its entirety all provisions of §602 -3.02 E. Lining with a new Liner Pipe – General. Align adjacent pipe sections such that port holes, if used, are placed as detailed in the contract plans. If port holes are used, provide port hole fittings and plugs compatible with the delivery equipment. Insert the plugs into the fittings as the grouting operation is completed. Alignment bolts are not adequate bracing by themselves. Sever all alignment bolts not fully turned out and grind them flush to the new pipe interior. Do not obstruct with any bracing material the flow of

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 grout into the annular space. Once lining with this item has been completed, apply §603 -3.07 Concrete Paving for Corrugated Structural Plate Pipe and as indicated in the contract documents.

5.Lining with Steel Tunnel Liner Plate. Prior to lining, follow in its entirety all provisions of §602 -3.02 E. Lining with a new Liner Pipe - General. Line with tunnel liner plates (double flange). Use a lap type longitudinal seam. Fabricate the lap to allow a continuous cross section of the plates through the seam. Use an offset depth equal to the metal thickness for the full width of plate, inclu ding flanges. Drilling, punching or drifting to correct defects in manufacturing will not be permitted. Plates with improperly punched holes will be rejected. Use 5 bolts per 18 inch width of plate in each lapped longitudinal joint and stagger the bolts in the ridges and valleys. Follow the Manufacturer’s recommendation for circumferential and longitudinal bolt spacing.

6.Lining with Structural Steel Plate. Prior to lining, follow all provisions of §602 -3.02 E. Lining with a new Liner Pipe – General. All welders are to be NYS certified. Reline with a structural steel plate that has welded, flush joints in the shape, thickness and dimensions shown in the contract plans. Align adjacent pipe sections such that port holes, if used, are placed as detailed in the contract plans. If port holes a re used, provide port hole fittings and plugs compatible with the delivery equipment. Insert the plugs into the fittings as the grouting operation is progressed. All sections shall be properly braced such that there is no deformation of the liner during in stallation. All sections will be completely welded and in place prior to grouting. Drilling, punching, or drifting to correct defects in manufacturing will not be permitted. Ensure Bracing material and the methods do not obstruct the flow of grout into the annular space

602-3.03 Damaged Pipe and Repair. Repair all damage to the existing host pipe caused that is strictly

obstructing the progress of the relining operation. Repair any damage to the newly installed liner caused during construction, consistent with recommendations of Section 603 - 3.04 Damag ed Pipe and Repair.

602-4 Method of Measurement

602-4.01 Lining with new pipe. This work will be measured as the number of feet along the bottom

centerline, measured to the nearest foot.

602-4.02 Paving inverts. This work shall be measured as the number of square feet determined by the

paved width measured along the pipes interior circumference at the top of the corrugations and the length along the centerline of the pipe measured to the nearest square foot.

602-4.03 Shotcreting. This work shall be measured as the number of square feet determined by the

shotcreted width measured along the pipes interior circumference at the top of the corrugations and the length along the centerline of the pipe measured to the nearest square foo t.

602-5 BASIS OF PAYMENT. Include the cost of furnishing all labor, materials, and equipment

necessary to complete the work in the unit price bid. Include the cost of all fill material needed to fill the annular space between the existing pipe and the liner pipe, dewatering and cleaning of existing pipe, and the removal of any obstructions, intrusions or damaged pipe prior to lining. For Paving Inverts and Shotcreting, include the cost of furnishing all labor, materials and equipment necessary to complete the work for the unit price bid and include all necessary preparations such as dewatering and cleaning to the existing pipe. For Cured in Place Pipe, include the cost of furnishing all labor, materials and equipment necessary to complete the work for the price unit bid and include all necessary preparations such as dewatering and

603-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 cleaning to the existing pipe, all activities involving water treatment as well as water and waste transportation and disposal. The excavation for the resin containment pit, temporary storage of the fill and restoration of the downstream channel will be paid for under 206.04 Trench and Culvert Excavation – O.G. Payment will be made under: Item No. Item Pay Unit 602.2002 Structural Paving of Inverts with Portland Cement Concrete Square Feet 602.2101 Lining Culvert with Shotcrete Square Feet 602.25xx Lining with High Density Polyethylene Pipe Feet 602.26xx Lining with Smooth Wall High Density Polyethylene Pipe Feet 602.27xx Lining with Profile Wall High Density Polyethylene Pipe Feet 602.30xx Lining with Polyvinyl Chloride Pipe Feet 602.36xx Lining with Cured in Place Pipe (CIPP) Feet 602.37xx Lining Concrete pipe with Cured in Place Pipe (CIPP) Feet 602.4xynnn Lining with Structural Steel Plate for Pipe, Pipe Arches and Underpasses Square Feet x – Thickness (2= ½ inch, 3= ¾ inch, 4=1 inch, 5=1⅛ inch, 6=1¼ inch, 7= 1⅜ inch) y- Shape (1= Arch, 2=Box, 3=Horizontal Ellipse, 4=Vertical Ellipse, 5=Round) nnn=serialized pay item 602.51xxxx Lining with Corrugated Steel Structural Plate Pipe with PCC Paved invert Feet 602.53xxxx Lining with Corrugated Steel Structural Plate Pipe Arch with PCC Paved invert Feet 602.550101 Lining with Steel Tunnel Liner Plate 10ga Square Feet 602.550102 Lining with Steel Tunnel Liner Plate 8ga Square Feet 602.550103 Lining with Steel Tunnel Liner Plate 7ga Square Feet 602.550104 Lining with Steel Tunnel Liner Plate 5ga Square Feet 602.550105 Lining with Steel Tunnel Liner Plate 3ga Square Feet 602.75xx Lining with Polymer Coated CSP 12ga, (2 - 2/3”x1/2”) Feet 602.80xx Lining with Polymer Coated CSP 12ga, (3”x1”) or (5”x1”) Feet Refer to Contract Proposal for full Item Number and full description. SECTION 603 - CULVERTS AND STORM DRAINS

603-1 DESCRIPTION. Construct culverts and storm drains in accordance with these specifications, the

contract plans, and the appropriate standard sheets.

603-2 Materials

603-2.01 General. Materials requirements are specified in the following subsections:

Geotextile 207 Corrugated Structural Steel Plate for Pipe, Portland Cement Concrete 501 Pipe-Arches and Underpasses 707-09 Portland Cement 701-01 Galvanized Steel End Sections 707-10 Masonry Cement 701-02 Aluminum End Sections 707-11 Concrete Repair Material 701-04 Corrugated Aluminum Pipe 707-13 Concrete Repair Material – Corrugated Aluminum Structural

603-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 High Early Strength 701-12 Plate for Pipe and Pipe -Arches 707-14 Mortar Sand 703-03 Anchor Bolts for Corrugated Culverts 707-20 Non-Reinforced Concrete Pipe 706-01 Zinc Chromate Primer 708-04 Reinforced Concrete Pipe 706-02 Bar Reinforcement, Grade 60 709-01 Reinforced Concrete Elliptical Pipe 706-03 Wire Fabric for Concrete Reinforcement 709-02 Reinforced Concrete End Sections 706-07 Plastic Coated Fiber Blankets (For Curing) 711-03 Polypropylene Pipe 706-08 Smooth Interior Corrugated Membrane Curing Compound 711-05 Polyethylene Pipe 706-12 Water 712-01 Corrugated Steel Pipe 707-02 Galvanized Coatings and Repair Methods 719-01 Ductile Iron Pipe (Non -Pressure) 707-03

603-3 Construction Details

603-3.01 Excavation. Apply the requirements specified in Section 206, Trench, Culvert and Structure

Excavation, except as modified by the Contract Documents or as directed by the Engineer.

603-3.02 Laying Pipe

A.General. Lay all pipe in close conformity to line and grade having a full, firm and even bearing at each joint and along the entire length of pipe. Lay all pipe beginning at the downstream end and progress upstream. Use the same material in each run of pipe unle ss otherwise directed by the Engineer.

B.Handling and Assembly of Pipe. Follow the Manufacturer's instructions or approved Materials Details except as modified on the Contract Plans or as directed by the Engineer.

C.Bell and Spigot Type Pipe. Lay all pipe with the bells upstream. Where the spigot end of an existing pipe does not fit the bell end of a new pipe, construct a concrete collar as shown on the Standard Sheets. Fill the bottom half of the space on the inside of the pipe between th e existing spigot and the new bell with an approved concrete repair material (§701 -04 or §701 -12). Alternate designs may be submitted to the Director, Materials Bureau, for approval. Where the spigot end fits into the bell end and the clearance is so great as to render the elastomeric gasket or preformed sealer ineffective, join the pipe by caulking a gasket of jute or oakum into the joint space and then fill with mortar of equal part s of Portland Cement and Mortar Sand or a preformed or poured caulking compound of a type approved by the Engineer.

D.Round Corrugated Metal Pipe and Pipe -Arches. Place steel or aluminum pipe with longitudinal seams located at the sides. Place circumferential seams with laps in the downstream direction so flow of water is directed over instead of under each succeeding downstream section.

E.Corrugated Structural Plate Pipe and Pipe -Arches. Assemble the plates for corrugated steel or aluminum structural plate pipe and pipe -arches to form the circular pipe or pipe -arch cross section as defined by the pipe manufacturer. For metal pipe arches, install the bolts nearest the visible edge of the lapped joint in the valley at the top of the corner plate of the corrugations. Cover the joint with the top of the corner plate on the outside of the structure with a geotextile con forming to Geotextile Underdrain from the Department's Materials Bureau Approved List. Extend the covering a minimum of 12inches beyond each side of the joint for its entire length. A minimum of 12 inches is required for any longitudinal lap.

603-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 F. Polyethylene and Polypropylene Pipe . Handle, store and assemble all pipe in accordance with the Approved Materials Details except as modified in the Contract Documents or by the Engineer. Joint misalignment resulting in offsets greater than 1/4 inch or joint separations greater than 1/2 b etween adjoining sections of pipe will not be allowed. Field cuts are permitted only at the terminal ends and with a minimum pipe length of 40 inches.

G.Corrugated Metal End Sections. Assemble all pipe end sections in accordance with the Contract Documents or as approved by the Engineer.

H.Thickness Measuring Equipment. Prior to laying any pipe, provide the Engineer with equipment to measure gauge and steel coating thickness. Gauge shall be measured with a micrometer caliper. Measure steel coating thickness with a Type II Fixed Probe Magnetic Gauge meeting the requir ements of Steel Structures Painting Council Specification SSPC -PA2. When the Engineer verifies the required gauge and coating thickness the pipe may be laid. Micrometer calipers and Type II probes shall remain the propert y of the Contractor.

603-3.03 Bedding and Backfilling Pipe. Apply the standards of Section 203, Select Granular Fill and

the appropriate NYSDOT Standard Sheets. Select Granular Fill used to backfill around aluminum or aluminum coated pipes will be free of portland cement unless the pipe sections are thoroughly coated with Zinc Chromate Primer, §708 -04 or an equivalent alternative as approved by the Materials Bureau. 100% of the Select Granular Fill used around Type IR and IIR corrugated aluminum pipe must pass a 2 inch sieve.

603-3.04 Damaged Pipe and Repair

A.General. Repair, realign or replace pipe that is damaged or disturbed through any cause occurring prior to acceptance of the contract. Pipe which is defective, and determined by the Engineer as unrepairable, will be unacceptable for installation and shall be re placed as directed by the Engineer at no cost to the State.

B.Concrete Pipe. Repair concrete pipe in accordance with the requirements set forth in §706 -02 Reinforced Concrete Pipe. The repairs will be acceptable if they are sound, properly finished and cured, as determined by the Engineer, and the repaired pipe conforms to the r equirements of the Contract Documents.

C.Damaged Bituminous Coating and Paving. Damage to bituminous coating shall be repaired with asphalt repair material. The repair material shall appear on the Department's Approved List. Damage to bituminous paving shall be repaired by an application of the orig inal hot material for areas 2 square feet or less in each pipe section. Damage to bituminous p aving in areas greater than 2 square feet in a pipe section will be cause for rejection of that section.

D.Polyethylene and Polypropylene Pipe . Polyethylene pipe with damaged ends may be incorporated into the work at terminal locations provided the damaged portion is totally removed by the field cut. Repair or replacement of pipe that is disturbed, damaged or misaligned must provide the same p roduct as a new pipe installation, as determined by the Engineer. After backfilling operations are complete, inspect the pipe for deflection. No more than 5% deflection of the internal diameter will be allowed. If this is exceeded, the pipe will be rejected and removed at the Contractors expense.

603-3.05 Field Strutting of Corrugated and Structural Plate Pipe. Field strutting of corrugated metal

pipe and structural plate pipe may be done at the Contractor's option and expense to provide added protection from construction equipment and other loads during installation, backfilling and filling above

603-3 06

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 the pipe. The method and scheduling of installation and removal of strutting, must be approved by the Engineer. Field strutting shall constitute installation of structurally sound timber sills, compression caps and struts.

603-3.06 Joints

A.Corrugated Metal Pipe. Use corrugated band field connections for corrugated metal pipe and pipe arch connections. Lap the band on equal portions of each culvert section to be connected. All connections shall be an approved type, fabricated and installed so that a secure and firm pipe connection may be readily made in the field. Thoroughly coat all aluminum or aluminum coated field connections in contact with concrete with Zinc Chromate Primer §708 -04 or an equivalent alternative as approved by the Ma terials Bureau and permit to dry prior to concrete placement.

B.Structural Plate Pipe. Assemble plates for structural plate pipe and pipe arches with joints staggered such that not more than three (3) plates come together at any one point. Tighten all nuts for field or shop assembled plates to at lea st 150 but not more than 300 f t-lbs of torque, before filling and backfilling are commenced. Supply the Engineer -in-Charge with an approved torque wrench.

C.Concrete Pipe. For round concrete pipe, use flexible water -tight elastomeric gaskets. For elliptical pipe and cattle pass use concrete pipe joint sealing compound meeting the requirements of §705 -16. Install all sealants at the time the pipe is being laid to line and grade. To detect leakage in the finished installation, internal pressure tests will be required in concrete pipe only when specified in the Contract Documents. If a leakage test is required, use an exfiltration test between consecutive manholes. Perform the tes t by filling the pipe with water to a height 24 inches above the top of the pipe at the upstream manhole and allowing the pipe to remain saturated for a period of 72 hours prior to checking for leakage. No more than 250 gallons per inch of pipe diameter per mile in a 24 hour period will be allowed. Where a culvert or a storm drain system is open at either one or both ends, with or without end sections, use a minimum of 90 inches. Round pipe less than 24 inches in diameter, elliptical pipe, and larger diameter round pipe beginning with 66 inch diame ter where the weight of the pipe section requires a shorter length shall have a minimum length of 72 inch. Shorter sections will be permitted where they are required to obtain an exact length of culvert. Use of shorter sections requires approval by the Engineer. For closed storm drain systems, drains having structures such as drop inlets on each end, the lengt h of sections is unspecified. Connect the first three full sections at the open end(s) of a culvert or storm drain system together to restrain movement of the sections. A full section is defined as a section with a minimum laying length of 90 or 72 inches as defined in the preceding p aragraph. An end section is considered as the first section. If a short section is used at the end or within the first three full sections of a culvert, connect it together with the first three full sections. Use a device at the springline on each side of the pipe to restrain the sections from movement. Use a device at least 12 feet in length when using 90 inch minimum length pipe sections and at least 120 inches in length when used with 72 inch minimum length sections. Securely anchor the devices to the pipe, with minimum slack in the device and the joints. Locate anchoring points a minimum of 18 inches from the end of the pipe sections and the flared end sections. Anchor each end of the device with a 1 inch d iameter bolt with a nut and washer, or its equivalent, through the section wall. Apply ANSI B 18.2.1, ANSI B 18.2.2 and ANSI B 27.2, Grade A or B respectively for all nuts, bolts, and washers. For all round pipe 48 inches in diameter and smaller, and/or e quivalent diameter elliptical pipe use a steel strap for the restraining device conforming to ASTM A36 with a minimum width of 2 1/4 inches , 1/4 inch minimum thickness with 1 1/4 inch maximum diameter holes centered 1 1/2 inch from each end. For pipe la rger than 48 inches in diameter and for cattle pass, the requirements for the restraining devices will be shown on the contract plans. Apply the requirements of §719 -01,

603-3 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Galvanized Coatings and Repair Methods: Type I for straps and Type II for nuts, bolts, and washers for the steel strap and anchoring hardware. Alternative designs of the restraining device and anchoring hardware will be considered for approval by the Director of the Materials Bureau if they provide equivalent restraining properties and durability. Restraining devices may be placed on either the inside or outside of the pipe. If placed on the inside, the device shall not protrude from the wall to the degree where flow would be obstructed. Only cold bending of the restraining device is allowed. Hole s in the pipe and end sections required for the anchor bolts may be drilled in the field.

D.Ductile Iron Pipes. Form joints by caulking a gasket of jute or oakum into the hubs and then filling with mortar consisting of equal parts of Portland Cement Type I or Type II, Mortar Sand, or at the Contractor's option, a preformed or poured caulking compound of a type ap proved by the Engineer. For sanitary sewer systems, apply the joint requirements of ASTM C425.

E.Polyethylene and Polypropylene Pipe Connections. Manufactured ends shall be used for joint assemblies; no field cuts are permitted unless approved by the Engineer. No separations greater than 1/2 inch are permitted between adjoining sections of pipe. Use only appropriate fittings for lateral connect ions supplied by the pipe manufacturer and shown on the standard sheet, except that the pipe shall protrude 2 inches into the basin to provide a 45° battered grout seal. Apply the battered grout seal to b oth the interior and exterior faces of the basin.

F.Dissimilar Metal Pipe Connections. Use a sleeve gasket when joining corrugated pipe or end sections to pipes or end sections fabricated of dissimilar metals between the pipe(s) and the coupling band. Keep the ends apart, to prevent electrical contact between the dissimilar metals. Apply the requirements of ASTM A36/A36M for all gaskets.

G.Breaking into Existing Drainage Structures. When breaking into existing drainage structures to make a pipe connection, remove only the minimum amount of material from the wall of the structure. After inserting the pipe, fill the cavity between the pipe exterior and the wall of the drainage structur e in accordance with the drainage structure Standard Sheets. Large spaces may be chinked with 704 -13 Precast Concrete Driveway and Sidewalk Pavers.

H.Tolerance. A 1/2 inch difference in diameter is allowed when joining round pipes or the spans or rises of pipe -arches. A 1 1/2 inch difference is allowed in the perimeters. These tolerances may be attained by proper production control or by match -marking pipe en ds.

603-3.07 Concrete Paving for Corrugated Structural Plate Pipe. Place reinforced Portland Cement

Concrete over the inverts of corrugated structural plate pipe where specified and indicated on the Contract Documents, so as to form a smooth interior. Do not place pavement until the embankment has been completed over the pipe and settlement has been completed to the satisfaction of the Engineer. Pave the bottom 25 percent of the inside circumference for round pipe, the bottom 30 percent of the inside periphery for arch spans of 10 feet 3 inches and shorter and the bottom 35 percent of the inside periphery for arch spans longer than 10 feet 3 inch es unless otherwise specified by the Engineer. A minimum cover of 4 inches is required over all corrugations. Schedule and conduct the diversion of water operations prior to and during the placement of pavement in a manner satisfactory to the Engineer. Pr ior to placing pavement clean and dry the surfaces to be in contact with concrete to the satisfaction of the Engineer. Place the steel fabric reinforcement on the crests of corrugations and securely fasten to the pipe or pipe-arch by welding or by other methods acceptable to the Engineer. Place the reinforcement to provide a 4 inch minimum clearance from the edges of con crete and lap 6 inch minimum. Unless otherwise shown

603-3 08

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 on the plans, the steel fabric reinforcement shall consist of No. 6 gauge wire at 6 inch centers transversely and longitudinally. Finish the pavement to a smooth surface acceptable to the Engineer. Within 18 hours after completion of finishing, protect the surface by either an approved curing cover or an approved membrane curing compound applied at a minimum rate of 1 gallon per 150 square feet. However, any concrete in the invert that would be exposed to sunlight must be cured immediately after the finishing operations have been completed and the surface water has evaporated. Cure the concrete for a minimum period of 48 hours before water is permitted to flow on the invert. If the atmospheric temperature is below 45°F, the requirements of 555 -3.08C, Provisions for Concreting in Cold Weather, shall apply.

603-3.08 Relaying Pipe. Carefully remove, clean, preserve, haul and relay pipe as directed by the

Engineer or as called for in the Contract Documents. The relaid pipe shall be true to line and grade, and have a full, firm, even bearing and be comparable to newly laid pipe. Co nstruct joints of relayed pipe as specified in §603 -3.06. When existing pipe is damaged during removal or relaying, rendering it unfunctional, replace it with new pipe at no additional cost to the State. Existing pipe which is determined by the Engineer t o be unfit for relaying may be destroyed before removal. Apply the requirements of §603 -3.03 for backfill and placement.

603-3.09 Ancho r Bolts. Unless instructed otherwise, use anchor bolts, as specified in §707 -20 to anchor

the ends of corrugated metal pipes, and sectional plate arches to either reinforced or plain concrete headwalls.

603-3.10 Culvert -End Safety Grates. Culvert -end safety grates shall be fabricated in accordance with

the Standard Sheets. The grate shall lay flat on the embankment slope, overlap the opening equally on each side, and at the top as indicated in the contract documents. The Contractor shall perform any necessary excavation, backfill, and final slope shaping and grading to ens ure proper grate support and smooth uniform slopes in the area surrounding the grate. All disturbed areas will be reestablished to the satisfaction of the Engineer.

603-4 Method of Measurement

603-4.01 Pipe. The Engineer will measure the pipe, in feet along the bottom centerline, furnished and

incorporated into the work in accordance with the Contract Documents.

603-4.02 End Sections. The Engineer will count the number of units of each size or diameter furnished

and incorporated into the work in accordance with the Contract Documents.

603-4.03 Relaying Pipe. The Engineer will measure the existing pipe relayed and any new pipe laid and

furnished to replace existing pipe, in feet along the bottom centerline, incorporated into the work in accordance with the Contract Documents.

603-4.04 Concrete Collars. The Engineer will count the number of concrete collars furnished and

incorporated into the work in accordance with the Contract Documents.

603-4.05 Culvert -End Safety Grates. Culvert -end safety grates will be measured in square feet to the

nearest 0.1 square foot of safety -grate installed, using payment areas shown on the Standard Sheet. For sizes that are not shown on the Standard Sheet, the area will be computed as the pro duct of the overall length and width.

603-5 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 603-5 BASIS OF PAYMENT

603-5.01 General. The accepted quantities of all pipe construction and reconstruction will be paid for at

the contract price bid which will include the cost of furnishing all labor, materials and equipment necessary to complete the work including those joints made with o akum, portland cement and mortar or poured caulking compounds. For concrete end sections include the cost of the restraining devices and their installation. If no end sections are specified and restraining devices are required, include the cost of the restraining devices in the unit price bid for the pipe. Include the cost of bituminous coating or concrete paving including steel wire fabric reinforcement, when specified in the unit price bid for the respective pipe items. Include the cost of breaking into existing drainage structures to connect new pipe in the unit bid price for the respective pipe items. Include the cost of anchor bolts, when required, in the unit bid price for pipe items. Progress payment may be made to the extent of 80% of the price bid for pipe items requiring concrete invert paving when the installation is substantially completed and backfilled to a minimum of 24 inch over the top of the pipe plus whatever additional co ver is necessary to protect the installation from construction traffic. The remaining 20% will be paid upon completion of the invert paving. Excavation, granular fill and backfill will be paid for separately under their appropriate items in Sections 203 and 206, as applicable except include the additional costs necessary for the special gradation for Backfill Material for Corrugated Aluminum P ipe-Type IR and the additional cost necessary to assure the backfill material be free of portland cement in the unit bid price for these pipes. Include the cost of adding water for compaction in the price bid, unless items for furnishing water equipment and applying water are included in the proposal. Payment for the geotextile material and its installation is included under the structural pipe arch item.

603-5.02 End Sections. Include the cost of all labor, materials and equipment necessary to complete the

work as specified in the contract documents. The cost of the restraining devices and their installation, required for concrete pipe, shall be included in the unit price bid for the end sections.

603-5.03 Concrete Collars. Include the cost of all labor, materials (including concrete repair material)

and equipment necessary to complete the work as specified in the contract documents.

603-5.04 Culvert -End Safety Grates. The unit price bid shall include the cost of all labor, materials,

and equipment necessary to complete the work, including excavation, topsoil, seeding and mulching. Payment will be made under: Item No. Item Pay Unit 603.0101 Culvert -End Safety Grate Square Foot 603.0102 Culvert -End Safety Grate (Heavy -Duty) Square Foot 603.02xx Non-Reinforced Concrete Pipe Foot 603.05xxxx Corrugated Steel Pipe (2 2/3 x 1/2) Foot 603.06xxxx Corrugated Steel Pipe Paved Invert (2 2/3 x 1/2) Foot 603.07xxxx Corrugated Steel Pipe Fully Paved (2 2/3 x 1/2) Foot 603.08xxxx Corrugated Steel Pipe Arch (2 2/3 x 1/2) Foot 603.09xxxx Corrugated Steel Pipe Arch, Paved Invert (2 2/3 x 1/2) Foot 603.10xxxx Corrugated Steel Pipe Arch, Fully Paved (2 2/3 x 1/2) Foot 603.11xxxx Corrugated Steel Pipe (3 x 1) or (5 x 1) Foot 603.12xxxx Corrugated Steel Pipe Paved Invert (3 x 1) or (5 x 1) Foot 603.13xxxx Corrugated Steel Pipe Fully Paved (3 x 1) or (5 x 1) Foot 603.14xxxx Corrugated Steel Pipe Arch (3 x 1) or (5 x 1) Foot 603.15xxxx Corrugated Steel Pipe Arch Paved Invert (3 x 1) or (5 x 1) Foot 603.17xxxx Galvanized Steel End Sections Pipe (2 2/3 x 1/2) Each

603-5 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 603.18xxxx Galvanized Steel End Sections Pipe Arch (2 2/3 x 1/2) Each 603.20xxxx Galvanized Steel End Sections Pipe Arch (3 x 1) or (5 x 1) Each 603.23xx Corrugated Structural Steel Plate Pipe (60 - 108 Diam.) Foot 603.24xx Corrugated Structural Steel Plate Pipe (114 - 162 Diam.) Foot 603.25xx Corrugated Structural Steel Plate Pipe (168 - 216 Diam.) Foot 603.26xx Corrugated Structural Steel Plate Pipe (222 - 252 Diam.) Foot 603.27xx Corrugated Structural Ste el Plate Pipe PCC Paved Invert (60 - 108 Diam.) Foot 603.28xx Corrugated Structural Steel Plate Pipe PCC Paved Invert (114 - 162 Diam.) Foot 603.29xx Corrugated Structural Steel Plate Pipe PCC Paved Invert (168 - 216 Diam.) Foot 603.30xx Corrugated Structural Steel Plate Pipe PCC Paved Invert (222 - 252 Diam.) Foot 603.31xx Corrugated St ructural Steel Plate Pipe Arch (6 feet 1 inch - 20 feet 7 inch span, 9PI, Corner Plate) Foot 603.32xx Corrugated Structural Steel Plate Pipe Arch, PCC Paved Invert (6 feet 1 inch - 19 feet 8 inch span, 9PI, Corner Plate) Foot 603.35xx Corrugated Structural Steel Plate Underpass Foot 603.40xxxx Round Corrugated Aluminum Pipe (2 2/3 x 1/2) (12 - 30 Diam.) Foot 603.41xxxx Round Corrugated Aluminum Pipe (3 x 1) (36 - 96 Diam.) Foot 603.44xxxx Corrugated Aluminum Structural Plate Pipe (9 x 2 1/2)(60 - 114 Diam.) Foot 603.46xxxx Corrugated Aluminum Structural Plate Pipe (9 x 2 1/2)(120 - 180 Diam.) Foot 603.48xxxx Corrugated Aluminum Pipe -Arch (2 2/3 x 1/2)(17 Span, 13 Rise) to (57 Span, 38 Rise), and (3 x 1) (60 span, 46 R ise to 95 Span, 67 Rise) Foot 603.50xxxx Corrugated Aluminum Structural Plate Pipe -Arch (9 x 2 1/2) (6 ft 1 in Span, 5 ft Rise to 11 ft 5 in Span, 7 f t Rise) Foot 603.52xxxx Corrugated Aluminum Structural Plate Pipe -Arch (9 x 2 1/2) (12 feet 3 in ch Span, 7 f eet 3 in ch Rise to 19 feet 5 in ch Span, 11 f eet 11 in ch Rise) Foot 603.53xxxx Corrugated Aluminum Pipe, Type IIR Foot 603.54xxxx Corrugated Aluminum End Sections Pipe Each 603.55xxxx Corrugated Aluminum End Sections, Pipe Arch Each 603.56xxxx Corrugated Steel Pipe - Type IR Foot 603.58xxxx Corrugated Aluminum Pipe - Type IR Foot 603.59xxxx Corrugated Steel Pipe - Type IIR Foot 603.60xx Reinforced Concrete Pipe Class III Foot 603.61xx Reinforced Concrete Pipe Class IV Foot 603.62xx Reinforced Concrete Pipe Class V Foot 603.66xx Reinforced Concrete Horizontal Elliptical Pipe Class HE II Foot 603.67xx Reinforced Concrete Horizontal Elliptical Pipe, Class HE III Foot 603.68xx Reinforced Concrete Horizontal Elliptical Pipe, Class HE IV Foot 603.69xx Reinforced Concrete Vertical Elliptical Pipe, Class VE IV Foot 603.70xx Reinforced Concrete Vertical Elliptical Pipe, Class VE V Foot 603.71xx Reinforced Concrete Vertical Elliptical Pipe, Class VE VI Foot 603.72xx Reinforced Concrete Cattle Pass Foot 603.73xx Reinforced Concrete Pipe End Sections Each 603.74xx Reinforced Concrete Pipe Class II Foot 603.77 Concrete Collars Each 603.7802xx Polypropylene Pipe (Optional) -Type S, or Type D Foot xx= 12, 15, 18, 24, 30, 36, 42, 48, 60 (denoting pipe diameter in inches) 603.80xxxx Corrugated Steel Pipe -Polymer Coated (2 2/3 x 1/2) Foot 603.81xxxx Corrugated Steel Pipe -Polymer Coated Paved Invert (2 2/3 x 1/2) Foot 603.82xxxx Corrugated Steel Pipe -Arch Polymer Coated (2 2/3 x 1/2) Foot

604-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 603.83xxxx Corrugated Steel Pipe -Arch Polym er Coated Paved Invert (2 2/3 x 1/2) Foot 603.84xxxx Corrugated Steel Pipe -Polymer Coated (3x1) or (5x1) Foot 603.85xxxx Corrugated Steel Pi pe-Polymer Coated Paved Invert (3x1) or (5x1) Foot 603.86xxxx Corrugated Steel Pipe -Arch Polymer Coated (3x1) or (5x1) Foot 603.87xxxx Corrugated Steel Pipe -Arch Polymer Coated Paved Invert (3x1) or (5x1) Foot 603.88xxxx Corrugated Steel Pipe -Aluminum Coated (Type II) (2 2/3 x 1/2) Foot 603.89xxxx Corrugated Steel Pipe -Arch Alum inum Coated(Type II) (2 2/3 x 1/2) Foot 603.90xxxx Corrugated Steel Pipe-Aluminum Coated (Type II)(3x1) or (5x1) Foot 603.91xxxx Corrugated Steel Pipe -Arch Aluminum Coated(Type II)(3x1) or (5x1) Foot 603.92xxxx Corrugated Steel Pipe -Aluminum Coated (Type 2) Type IR Foot 603.93xxxx Corrugated Steel Pipe -Arch Aluminum Coated (Type 2) Type IIR Foot 603.95xx Ductile Iron Pipe Foot 603.96xxxx Smooth Lined Corrugated Aluminum Pipe (2 2/3 x 1/2) Foot 603.97xxxx Smooth Lined Corrugated Aluminum Pipe (3 x 1) Foot 603.98xx Smooth Interior Corr ugated Polyethylene Culvert and Storm Drain Pipe Foot 603.99 Relaying Pipe Foot Refer to Standard Contract Pay Item Catalog for full Item Number and full Description. Numbers in parentheses (without denota tion) are spacing and depth of corrugations in inches. SECTION 604 - DRAINAGE STRUCTURES

604-1 Description

604-1.01 General. This work shall consist of the construction or alteration of drainage structures,

manholes, leaching basins and transverse drainage interceptors in accordance with these specifications, the contract plans and the standard sheets.

604-1.02 Adjustment Rings and Frames for Drainage Structures and Manholes. The Contractor

shall furnish and install prefabricated adjustment rings and frames for drainage structures and manholes. The extensions shall elevate and support drainage structure grates or manhole covers without the necessity of removing the original d rainage structure frame or manhole casting, when the roadway is resurfaced.

604-2 Materials

604-2.01 Drainage Structures and Manholes. Materials used for the construction of drainage structures

and manholes shall be as indicated on the plans, and/or Standard Sheets, and shall conform to the requirements of the following: Cast-in-Place Concrete - Class A 501 Frames and Grates 655 Concrete Repair Material 701-04 Concrete Grouting Material 701-05 Concrete Repair Material - High Early Strength 701 -12 Precast Concrete Driveway and Sidewalk Pavers. 704-13 Premolded Resilient Joint Filler 705-07 Masonry Mortar 705-21 Reinforced Concrete Pipe 706 02 Precast Concrete Drainage Units 706-04 Bar Reinforcement, Grade 60 709-01

604-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Wire Fabric for Concrete Reinforcement 709-02 Cold Drawn Wire for Concrete Reinforcement 709-09 Steps for Manholes 725-02

604-2.02 Transverse Drainage Interceptors. Materials used for the construction of transverse drainage

interceptors shall meet the requirements of §604 -2.01, except that bar reinforcement shall meet the requirements of §709 -04, Epoxy Coated Bar Reinforcement, Grade 60. Transverse drainage interceptors, if precast, shall meet the requirements of §706 -04, Precast Concrete Drainage Units. Dowels shall be fabricated from epoxy coated bar reinforcement conforming to §709 -04.

604-2.03 Leaching Basins . Materials used for the construction of leaching basins shall conform to the

requirements of §604 -2.01 and shall be as indicated on the plans. Concrete for precast units shall conform to the requirements of §706 -04, Precast Concrete Drainage Units.

604-2.04 Adjustment Rings and Frames for Drainage Structures and Manholes. Materials for

prefabricated adjustment rings and frames for drainage structures and manholes shall conform to the following: Prefabricated Adjustment Rings & Frames for Drainage Units & Manholes 715-13

604-2.05 Altering Drainage Structures, Leaching Basins and Manholes. Materials for the repair and

alteration of existing structures shall meet the requirements of §604 -2.01 and shall be as indicated on the contract plans. Structures originally constructed with concrete block, common brick or concrete brick shall be altere d with Precast Concrete Driveway and Sidewalk Pavers, §704 -13, unless indicated otherwise on the contract plans.

604-3 Construction Details

604-3.01 Excavation. Excavation shall be in conformance with the Construction Details of §206 -3

Trench, Culvert and Structure Excavation.

604-3.02 Concrete Drainage Structures and Manholes. Concrete drainage structures and manholes

shall be constructed in accordance with the requirements of these specifications, the Standard Sheets and plans. The Contractor shall have the option of erecting either cast -in-place or precast drainage structure s unless specified otherwise. Cast -in-place drainage structures shall be constructed of Class A concrete and to the requirements of Section 555 Structural Concrete. The Contractor shall have the option of constructing either a rectangular or circular drainage structure when such option is specified and allowed in the contract documents. When the circular structure is selected, it shall conform to the requirements of §706 -04 and will require submission of complete working drawings to the Engineer for review and approval. Contractor proposed changes to drainage structures shown on the Standard Sheets or on the plans, other than minor changes approved by the Engineer, shall require submission of complete working drawings to the Engineer for review and approval. Unless prohibited in the contract documents, the Contractor shall have the option of reducing the size of the drainage structure riser above the uppermost pipe entry in accordance with the requirements of the Standard Sheets. Flat slab reducer designs proposed by the Contractor shall be subject to the review and approval of the Engineer and shall be accompanied by the following:

A.Working drawings prepared by a Professional Engineer licensed to practice in New York State.

604-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 B. The design calculations used in the preparation of the working drawings. Acceptance of flat slab tops or platforms for flat slab reducer designs will be on the Basis of Proof -of- Design Test or on the Basis of Rational Design as required by ASTM C478.

604-3.03 Masonry Construction. Masonry construction, when indicated on the plans or standard sheets,

shall consist of concrete pavers laid in full mortar beds. All joints shall be full mortar joints not greater than 1/2 inch wide. When specified, the outside of the masonry constructio n shall be plastered with 1/2 inch thick mortar coat.

604-3.04 Leaching Basins. Leaching basins shall be constructed in accordance with these specifications

and the contract plans.

604-3.05 Pipe Entries. All pipe(s) built into the wall(s) of a drainage structure shall be flush with the

inside face of the drainage structure wall and shall project outside a sufficient distance to allow connection with the adjoining section. The wall knockouts and sealing t he space around the pipe shall be in accordance with the Standard Sheets. The bell of concrete pipe shall be cut off at every pipe entry where the bell enters the drainage structure.

604-3.06 Steps. Drainage structures steps may be cast or bolted in place during construction, mortared

with a concrete grouting material after the structure is completed or attached by friction locking into preformed or drilled holes. The steps shall clear all pipes. Steps in risers and coni cal top sections shall be aligned to form a continuous ladder with rungs equally spaced vertically in the completed structure at a maximum distance of 16 inches. Steps shall be embedded into the walls of the riser or conical top section a minimum of 3 inch es. The rung shall project a minimum clear distance of 4 inches from the walls of the riser or conical sections measured from the point of embedment.

604-3.07 Frames and Grates. Frames and grates shall be as specified in the contract documents. Frames

located in the top slab or top of the uppermost riser shall be secured and held in place by a minimum of 4 stirrups or studs per frame, welded to the frame near the corners. Parallel bar frames shall contain shear stud anchors, for the purpose of transferring loads, as required and detailed on the standard sheet for parallel bar grates and frames. Shear stud anchors, when required, shall replace the frame securing stirrups or studs.

604-3.08 Altering Drainage Structures, Leaching Basins and Manholes. Reconstruction and

adjustment of existing drainage structures shall be as detailed and specified on the contract plans. Construction with cast -in-place concrete shall conform to the requirements of Section 555, Structural Concrete. Frames, grates and covers to be reused shall be removed, cleaned and reset at the required elevations. New frames, grates and manhole covers shall be installed when specified. Upon completion, each structure shall be cleaned of any accumulation of silt, d ebris or foreign matter of any kind and shall be kept clear of such accumulation until final acceptance of the work.

604-3.09 Adjustment Rings and Frames for Drainage Structures and Manholes. Prior to the

placement of the surface course and after the placement of the binder course, when required, the Contractor shall install adjustment rings and frames for manholes and drainage units. The adjustment ring or frame shall be placed so the manhole cover or drainage unit grate will not protrude above the finished surface of the pavement. To assure a firm and secure fit with the adjustment ring or frame, the seat of the existing manhole casting or drainage unit frame shall be free of all foreign material at the time of installation. The entire assembly shall be set on the seat of the exist ing manhole casting or drainage unit frame and the locking

604-3 10

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 devices shall be tightened evenly. The manhole cover or drainage unit grate shall then be set upon the seat of the adjustment ring or frame. The Contractor shall be responsible for insuring that the adjustment rings and frames are compatible with the existing manhole castings and covers or drainage frames and grates. All rings or frames shall be protected from displacement caused by traffic maintained on the roadway or equipment used in the paving operation. The Contractor shall have the option of removing and resetting the existing manhole casting or drainage unit frames to the required grade where shown on the plans or approved by the Engineer.

604-3.10 Transverse Drainage Interceptors. This work shall consist of the construction of reinforced

concrete transverse drainage interceptors with frames and grates, and dowels as shown on the plans or Standard Sheets. Unless specifically designated on the plans and/or in the proposal, the Contr actor shall have the option of constructing cast -in-place or precast transverse drainage interceptors.

A.Cast-in-Place. Cast-in-place transverse drainage interceptors shall conform to the requirements of Section 555 Structural Concrete. The cast -in-place interceptors shall be constructed so that they have construction joints at a maximum spacing of 24 feet, unless the Eng ineer gives written directions otherwise or a longer length is specified on the plans.

B.Precast Interceptors. Precast interceptors shall be laid in reasonably close conformity to line and grade and shall have a full, firm and even bearing at each joint and along their entire length. They shall be handled and assembled in accordance with the manufacturer's instructions, except as modified on the plans or by the Engineer's written directions. Six (6) ¼ inch thick Premo lded Resilient Joint Filler shall be placed in the joint between the units, and the lifting hole and dowels shall be grouted with material conforming to §701 -04, §701 -05 or §701 -12. Underdrain and Underdrain Filter shall be installed when shown on the plans or directed by the Engineer. The underdrain pipe shall be installed in accordance with §605 -3.01, and the underdrain filter shall be placed in accordance with §605 -3.02 except when the details of either or both are modified on the plans or by the Engineer's written order.

604-3.11 Backfill. No structure shall be backfilled until all the mortar has completely set. The

requirements of Section 203, Select Granular Fill , shall apply.

604-4 Method of Measurement

604-4.01 Drainage Structures, Leaching Basins and Manholes. Drainage structures, leaching basins

and manholes will be measured for payment by the number of linear feet of height measured to the nearest tenth of a foot from the bottom of the base to the top of the masonry, including the top slab.

604-4.02 Transverse Drainage Interceptors

A.Cast -ln-Place. Cast-in-place transverse drainage interceptors will be measured by the actual length of interceptor placed.

B.Precast. Precast transverse drainage interceptors will be measured by multiplying the number of whole units by the nominal length of each unit and adding thereto the length of any fractional units incorporated in the work. The nominal length of the units shall be indicated on the Standard Sheet.

604-4.03 Altering Drainage Structures, Leaching Basins and Manholes. Altering drainage structures,

leaching basins and manholes will be measured by the number of structures altered.

604-4 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 604-4.04 Adjustment Rings and Frames for Drainage Structures and Manholes. This work will be measured by the number of prefabricated adjustment rings or frames furnished and installed.

604-5 Basis of Payment

604-5.01 Drainage Structures, Leaching Basins and Manholes. The unit price bid per linear foot shall

include the cost of all labor, equipment and materials, including bar reinforcement and welded wire fabric, necessary to complete the work, except the following:

A.Excavation . Excavation will be paid for under Trench and Culvert Excavation.

B.Backfill. Backfill of drainage structures and leaching basins will be paid for under the item(s) shown in the contract documents.

C.Frames, Covers and Grates. Frames, covers and grates will be paid for under the appropriate payment items for Frames and Grates in Section 655.

604-5.02 Contractor Options. When the specifications allow the Contractor to substitute a precast

circular drainage unit in lieu of a rectangular drainage unit or the Contractor constructs a flat slab reducer design under the provisions of §604 -3.02, the following basis of payment p rovisions will apply :

A.§604 -5.0l will apply.

B.Payment for excavation and backfill will be for those quantities determined for the original structure.

C.No adjustments will be made to the unit price bid for the original structure.

604-5.03 Altering Drainage Structures, Leaching Basins and Manholes. The unit price bid for each

shall include the cost of all materials, labor and equipment necessary to satisfactorily complete the work including all necessary cleaning, excavation, backfill, and replacement of any pavement, shoulder and sidewalk courses, subcourses, curbs, drives, lawns and any other surface. Frames, covers or grates to be reused that are broken by the Contractor's operations shall be replaced at the Contractor's expense. New frames, covers and grates will be paid for under the appropriat e payment items for Frames and Grates in Section 655.

604-5.04 Adjustment Rings and Frames for Drainage Structures and Manholes. The unit price bid

for each adjustment ring or frame shall include the cost of all material, labor and equipment necessary to satisfactorily install the adjustment rings and frames. If the Contractor elects to reset the existing casting or frames, the co sts of the work involved in the removal and replacement of existing disturbed pavement shall be included in the price bid for the adjustment rings and frames.

604-5.05 Transverse Drainage Interceptors. The price per linear foot bid for this work shall include the

cost of furnishing all labor, materials and equipment necessary to complete the work, except the excavation will be paid for under Trench and Culvert Excavation, and the Underdrain and Underdr ain Filter will be paid for under their respective items. Payment will be made under: Item No. Item Pay Unit 604.01 Leaching Basin Foot 604.06 Transverse Drainage Interceptors Foot

605-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 604.07XXYY Altering Drainage Structures, Leaching Basins and Manholes Each XX = Region (01 through 11) YY = Serialized 01 to 99 * 604.10 Prefabricated Adjustment Rings for Manholes Each 604.11 Prefabricated Adjustment Frames for Drainage Structures Each 604.30XXYY Rectangular Drainage Structure Foot XX = Structure Type ** YY = Frame No. ** 604.31XXYY Rectangular Drainage Structure with Round Option Foot XX = Structure Type ** YY = Frame No. ** 604.32XXYY Rectangular Drainage Structure with Concrete Cap Foot XX = Structure Type ** YY = Frame No. ** 604.40XX Round Precast Manhole Foot XX = Type ** 604.50XXYY Special Drainage Structure Foot XX = Region (01 through 11) YY = Serialized 01 to 99 * * Serialized number identified structure detailed on the plans. ** Structure type and frame number are as defined on the Drainage Structure Details Standard Sheets and the Grate and Frame Standard Sheets. SECTION 605 - UNDERDRAINS

605-1 DESCRIPTION. The work shall consist of constructing underdrain installations in accordance

with these specifications and in conformity with the lines, grades, and cross -sections shown in the contract documents.

605-2 Materials

605-2.01 Underdrain Pipe. Underdrain pipe shall meet the requirements of the following subsections of

Section 700 Materials and Manufacturing for the type of pipe specified in the contract documents: Corrugated Steel Pipe - Type III, 16 gage 707-02 Porous Concrete Pipe Underdrain 706-05 Extra Strength Porous Concrete Pipe Underdrain 706-05 Perforated Corrugated Polyethylene Underdrain Tubing 706-13 Corrugated Aluminum Pipe - Type III, 16 gage 707-13 Perforated Polyvinyl Chloride Underdrain Pipe 706-18 Optional underdrain pipe shall meet the requirements of any of the above at the Contractors option except that porous concrete pipe shall not be used in an edge of pavement underdrain installation.

605-2.02 Underdrain Filter. The requirements for Underdrain Filter materials are described below. The

procedure for acceptance or rejection of Underdrain Filter materials shall be in conformance with the procedures contained in the geotechnical control procedure “ Procedure for the Control and Quality Assurance of Granular Materials ”. Underdrain Filter material shall meet the requirements of the following subsections of Section 700 Materials and Manufacturing for the type of underdrain filter material specif ied in the contract documents:

605-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 A. Underdrain Filter Type I. Provide material meeting the requirements of §733 -20 Underdrain Filter, Type 1 .

B.Underdrain Filter Type II. Provide material meeting the requirements of §733 -20 Underdrain Filter, Type 2 .

C.Underdrain Filter Type III. Provide material meeting the requirements of §7 33-20 Underdrain Filter, Type 3 .

605-3 Construction Details

605-3.01 Underdrain Pipe. The construction details of Section 603 Culverts and Storm Drains shall

apply. The type of filter material to be used at any location will be as shown in the contract documents. A carefully leveled and compacted bed of this material shall be prepared just prior to the placement of the underdrain pipe. The upgrade end of corrugated polyethylene underdrain pipe shall be closed with a solid plastic cap; the upgrade end of all other types of underdrain pipe shall be closed with a suita ble plug. Unless otherwise shown in the contract documents, the underdrain pipe shall be placed with the perforations down. In the event that the semi -circular option of the Steel Pipe underdrain is utilized, the pipe shall be placed such that the flat sur face is on the top.

A.Perforated Corrugated Polyethylene Underdrain Tubing and Perforated Polyvinyl Chloride (PVC) Underdrain Pipe. When these underdrains are daylighted through the side slope they shall be protected from sunlight by shielding with a minimum 3 ft. long section of corrugated steel or aluminum pipe at the outlet. The metal pipe for shielding the underdrain shall be of su ch internal diameter to easily slip over the underdrain. For 4 in. and 6 in. diameter underdrains, the metal pipe shielding the underdrain shall extend a minimum of 6 in. into the ground and overlap the underdrain by 6 in. F or underdrains from 8 in. through 12 in. in diameter, the metal shielding pipe shall extend at least 12 in. into the ground and overlap the underdrain by 12 in. In no case shall the outlet end of the underdrain be exposed or extend beyond the end of the me tal pipe shielding it. To prevent intrusion of the filter material into the joint between the metal and underdrains, a reducer fitting shall be placed over the joint, roofing felt shall be wrapped around the joint, or another method shall be approved by the Engineer. Perforated corrugated polyethylene underdrain tubing and perforated PVC underdrain pipe will melt and burn when exposed to flame. Flame damage or damage by deterioration, crushing or stretching will be cause for rejection.

B.Corrugated Aluminum Pipe. Do not place grout in contact with aluminum pipe, such as at drainage inlet structures, including connections, fixtures, etc., unless the aluminum has been thoroughly coated with Zinc Chromate Primer, §708 -04 Zinc Chromate Primer or an equivalent alternative as approved by the Materials Bureau.

C.Optional Underdrain Pipe. The Contractor shall not intermix types of underdrain in the same run of pipe.

605-3.02 Underdrain Filter. After the pipe installation has been inspected and approved, Underdrain

Filter shall be loosely placed around and over the pipe to such a depth that, after compaction, Underdrain Filter shall extend to a level 6 in. above the underdrain pipe or to the next course, whichever is less. Subsequent lifts of Underdrain Filter shall be no more than 6 in. thick prior to compaction and shall be compacted by two passes of a vibrating pad or drum type compactor. The remainder of the install ation shall be in accordance with the applicable standard sheet or as indicated in the contract documents. If the excavation for the underdrain extends outside the payment lines, it shall be backfilled with Underdrain Filter material installed at the Contractor's expense.

605-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Any contaminated underdrain filter material shall be replaced by the Contractor at no additional cost to the State. For corrugated polyethylene underdrain tubing, the filter material shall be placed around and over the tubing to such a depth that, after compaction, the underdrain filter material shall extend to a level 12 in. above the underdrain tubing or to the next course, whichever is less. After placement, the surface of the filter material shall be compacted by three passes of a vibrating pad or drum type compactor. The remainder of the backfill shall be placed in maximum 2 ft. loose lift thicknesses and compacted by three passes of a vibrating pad or drum type compactor after the placement of each lift. In the event that a pipe is not included in this installation, the filter shall be placed in horizontal layers not exceeding 6 in. in thickness prior to compacting. Each lift shall be compacted by two passes of a vibrating pad or drum type compactor. No compaction control tests will be required.

A.Underdrain Filter at Structures. Underdrain filter at structures denotes the installation of Underdrain Filter, Type I placed behind bridge abutments, walls, and other major structures requiring positive drainage to relieve large lateral pressures resulting from a saturated backfill. Underdrain Filter, Type I material shall be placed adjacent to structures in accordance with the contract documents. The lift thickness for the loose Type I material shall not exceed 6 in. and shall precede the placement of each lift of the adjacent backfill material. A physical barrier may be used to facilitate placement of the Underdrain Filter and adjacent backfill. This barrier shall not be left in place and shall be removed prior to compaction of the material. Each lift of filter material and backfill material located within a minimum distance of the footing heel projection plus 3 ft. shall be compacted simultaneously. Compactive effort f or this material shall be provided by two passes of a vibratory or drum type compactor. Placement and compaction operations shall be conducted in a manner so as to ensure that the top surface of each lift of Type I filter material shall not be contaminated by the adjacent backfill materials. No compaction control tests will be required for the Type I filter material.

605-4 Method of Measurement

605-4.01 Underdrain Pipe. Underdrain pipe will be measured in feet, measured to the nearest whole

foot, installed in accordance with the contract documents.

605-4.02 Underdrain Filter. Underdrain filter material will be measured in cubic yards, measured to the

nearest whole cubic yard, installed between the payment lines shown in the contract documents. A deduction to the cross sectional area of the underdrain trench will be made for the pipes (based on nominal diameters) when the combined cross -sectional area exceeds 1.0 sq. ft. No deduction will be made for the cross -sectional area of an existing facility.

A.Underdrain Filter at Structures. Underdrain filter, Type I material at structures will be measured in cubic yards, measured to the nearest whole cubic yard, installed between the payment lines shown in the contract documents. No deduction will be made for the volume occupied by the underd rain pipe.

605-5 Basis of Payment

605-5.01 Underdrain Pipe. The unit price bid per foot shall include the cost of all labor, materials and

equipment necessary to satisfactorily complete the work. The unit price bid per foot for perforated corrugated polyethylene underdrain tubing and perforated PVC underdrain pipe installations that are daylighted through the side slope shall include the shield pipe. Excavation, granular fill and backfill will be paid for separately.

605-5 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 605-5.02 Underdrain Filter. The unit price bid per cubic yard shall include the cost of all labor, materials and equipment necessary to sat isfactorily complete the work. Excavation, granular fill and backfill will be paid for separately. Payment will be made under: Item No. Item Pay Unit 605.04xx Porous Concrete Pipe Underdrain Foot 605.05xx Extra Strength Porous Concrete Pipe Underdrain Foot 605.07xx Corrugated Steel Pipe - Type III Foot 605.08xx Corrugated Aluminum Pipe - Type III Foot 605.0901 Underdrain Filter, Type I Cubic Yard 605.1001 Underdrain Filter, Type II Cubic Yard 605.1101 Underdrain Filter, Type III Cubic Yard 605.15xx Perforated Corrugated Polyethylene Underdrain Tubing Foot 605.16xx Perforated Polyvinyl Chloride Underdrain Pipe Foot 605.17xx Optional Underdrain Pipe Foot Refer to the Standard Contract Pay Item Catalog for full Item Number and full Description. SECTION 606 - GUIDE RAILING, MEDIAN BARRIER, AND CONCRETE BARRIER (Last Revised May 1, 20 23)

606-1 DESCRIPTION. This work shall consist of the construction, reconstruction, removal, disposal,

storage, and resetting of highway barrier systems and component parts in accordance with the specifications, standard sheets, manufacturer’s drawings, manufacturer’s directio ns and contract documents to the lines and grades shown on the plans or established by the Engineer. The types of barrier systems are designated as follows: Cable Guide Railing and Median Barrier. Corrugated Beam Guide Railing and Median Barrier Modified Heavy Post Blocked -Out (HPBO (Mod.)) Corrugated Beam Guide Railing and Median Barrier Box Beam Guide Railing and Median Barrier Concrete Barrier

606-1.01 I-Beam Posts for Existing Highway Barrier. Under this work the Contractor shall furnish and

install I -beam posts and necessary hardware for existing highway barriers in accordance with the plans, specifications, and as directed by the Engineer.

606-1.02 Guide Railing with Extra Long Posts. Under this work the Contractor shall furnish and install

guide railing of the type specified with extra long (7 foot) posts in accordance with the contract documents, and as directed by the Engineer.

606-1.03 Retensioning Existing Cable Guide Railing And Median Barrier. Under this work the

Contractor shall retension existing guide rail and median barrier cables in accordance with the Contract Documents.

606-2 MATERIALS. Materials shall meet the requirements specified in the following subsections of

Section 700 -- Materials and Manufacturing and ASTM Specifications:

606-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Concrete Grouting Material 701-05 Anchoring Materials -Chemically Curing 701-07 Precast Concrete Barrier 704-05 Premo lded Resilient Joint Filler 705-07 Joint Filler ASTM D1056 Wire Fabric For Concrete Reinforcement 709-02 Epoxy Coated Bar Reinforcement, Grade 60 709-04 Wood and Timber Posts and Timber Blockouts 710-13 Galvanized Steel Barrier Posts 710-14 Corrugated Beam Guide Railing End Terminal (Energy -Absorbing) 710-17 HPBO (Mod.) Corrugated Beam Guide Railing End Terminal (Energy -Absorbing) 710-18 HPBO (Mod.) Corrugated Beam Median Barrier End Terminal (Energy -Absorbing) 710-19 Corrugated Beam Guide Railing and Median Barrier 710-20 Box Beam Guide Railing and Median Barrier 710-21 Cable Guide Railing and Median Barrier. 710-22 Box Beam End Assembly Type III and Box Beam Median Barrier End Assembly, Type C 710-24 Plastic and Synthetic Block -Outs for Heavy Post Guiderail Systems 710-26 Anchor Bolts for Guide Railing 710-28 Galvanized Coatings And Repair Methods 719-01 Reflective Sheeting 730-05 (Materials Designation 730 -05.02) Paint for Galvanized Surfaces 708-06 Rolled Steel Channels for Continuity Connections ASTM A36 Steel Plates for Continuity Connections ASTM A36

606-2.01 Steel Hardware. Steel posts, plates, channels, stiffeners, block -outs, angles, brackets, slipbases

and other miscellaneous steel hardware not referenced to or specified by §710 -14, §710 -20, §710 -21, §710 -22, §710 -24 or other sections of this specification shall be fabri cated as shown in the contract plans and documents from steel meeting the requirements of ASTM A36 unless specified otherwise. All components shall be galvanized in accordance with §719 -01, Type I or II. Components shall be fabricated prior to gal vanizing.

606-2.02 Anchor Bolts. For the purpose of the guide railing specifications, the term anchor bolt will be

used when referring to anchor rods, hooks, or studs. Unless otherwise specified, anchor bolts embedded or grouted in concrete for securing post and railing base plates, or transitioning to concrete walls, parapets, and barriers shall meet the requirements of §710 -28. Anchor bolts embedded in concrete anchorage units for terminating guide rail and median barrier systems shall have minimum yield and tensile strength meeting the requirements of ASTM F1554 Grade 36. Anchor bolts, nuts, and washers shall be galvanized in accordance with §719 -01, Galvanized Coatings and Repair Methods, Type II, unless indicated otherwise on the plans or Standard Sheets. Grout for anchor bolts shall conform to the requirements of §701 -07 or §701 -05.

606-2.03 Fasteners. Bolts, nuts and washers shall conform to the following, unless specified otherwise

on the plans, standard sheets, manufacturer’s drawings’, or in the contract documents.

606-2 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Bolts Bolts ASTM A307 Grade A Nuts ASTM A563 Grade A or Better Washers ASTM F436 Bolts, nuts and washers shall be galvanized in accordance with the provisions of §719 -01 Galvanized Coatings and Repair Methods, Type II.

606-2.04 I-Beam Posts for Existing Highway Barrier. I-beam posts for existing highway barrier

shall conform to the requirements of §710 -14 Galvanized Steel Barrier Posts. Posts shall conform to the details shown on the plans or the latest edition of the standard sheet for the guide railing or median barrier affected. Hardware (nuts, bolts, “J” bolts, offset beams or block -outs, back up plates, washers, and shelf angles) necessary shall conform to the requirements of the current specifications and standard sheets for the highway barrier affected.

606-2.05 Extra Long Guide Rail Posts. Extra long Guide Rail Posts shall conform to the requirements

of §710 -14 Galvanized Steel Barrier Posts. The posts shall conform to the details for extra long posts shown on the standard sheets or plans.

606-2.06 Concrete for End Assembly Anchorage Units. Cast-in-place concrete shall meet the

requirements of Class A Concrete in Section 501 Portland Cement Concrete -General. The Contractor may submit, for approval by the Director of the Materials Bureau, a mix at least equivalent to the specified Class A Concrete, with a minimum cement content of 575 lb/cu yd. Precast concrete anchorage units, when selected as an alternate to cast -in-place units by the Contractor, shall meet the requirements of Section 704 -03 Precast Concrete -General.

606-2.07 Concrete Barrier

A.Precast Concrete Barrier. The requirements of §704 -05 shall apply

B.Cast -in-Place Concrete Barrier. Concrete shall meet the requirements specified for Class A Concrete in §501, Portland Cement Concrete --General. Reinforcement shall meet the material requirements §606 -2 and be of the type and sizes as indicated on the standard sheets and plans.

C.Machine Formed Concrete Barrier. The concrete shall meet the requirements specified for Class I Concrete in §501, Portland Cement Concrete --General. Reinforcement shall meet the material requirements of §606 -2 and shall be of the type and sizes as indicated on the standard sheets and plans.

606-2.08 Resetting Guide Railing, Median Barrier, Anchorage Unit Assemblies and End

Assemblies. The materials comprising the existing system shall be used if they conform to the materials requirements specified for new guide rail systems and are found to be in satisfactory condition as determined by the Engineer. The Contractor shall supply all new hardware (splice tongues, plates, nuts, bolts, washer, etc.) Replacement materials shall meet the material requirements specified for new guide rail systems. Galvanizing of railin g and posts may be repaired in accordance with §719 -01, Galvanized Coatings and Repair Methods. HPBO guide railing and median barrier (pre -2013 design) shall be reset as detailed in the current standard sheets, including 12 inch block -outs.

606-2.09 HPBO (Mod.) Corrugated Beam Guide Railing and Median Barrier. The material

requirements of §710 -20 Corrugated Beam Guide Railing and Median Barrier shall apply except that posts, block -outs, soil plates, anchor bolts, hardware, and fasteners shall be as detailed on the Standard Sheets. The Wood and Timber Posts and Timber Block -Outs shall conform to §710 -13. The Plastic and Synthetic Block -Outs for Heavy Post Guiderail Systems sha ll conform to §710 -26.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606-2.10 Corrugated Beam Guide Rail Transition To Bridge Rail, Concrete Barrier and Concrete Parapets. Corrugated beam rail sections shall conform to the requirements of §710 -20 and as detailed on the Standard Sheets or Bridge Detail Sheets. Thrie beam shall conform to the material specifications of 710 -20 and shall be as detailed on the Standard Sheets. . All remaining material shall conform to the requirements of §710 -23 except that:

A.Steel tubular block -outs and stiffening channels, where specified, shall conform to ASTM A36.

B.All components shall be galvanized in accordance with §719 -01 Galvanized Coating and Repair Methods , Type I or Type II. If required by the plans, the components shall be painted to match the existing railing. Painting shall be done in accordance with Section 657 except that:

1.Painting with rollers will not be permitted.

2.Spray painting will be allowed only if the components are painted at a location, away from the worksite, acceptable to the Engineer.

C.Shop drawings will not be required. Approval of the system will be made by the Engineer.

606-2.11 Vacant.

606-2.12 Vacant

606-2.13 (Vacant)

606-2.14 Transitions Constructed of, or with, Concrete. Concrete transition between concrete

barriers of different shapes and the concrete elements of transitions between metal barriers and concrete barriers shall conform to §606 -2.07 Concrete Barrier, A. Precast Concrete Barrier or, with the permission of the Engineer, B. Cast -in-Place Concrete Barrier.

606-3 Construction Details

606-3.01 General. All barrier systems and transitions described by these specifications shall be subject

to the following requirements.

A.Inspection of Rail Elements. Immediately prior to erection, the rail elements shall be inspected for damage. Bends or kinks in the railing, not specifically required by the contract documents, shall constitute sufficient cause for rejection. Straightening of such bends or kinks will not be allowed. Erection of all guide rail, median barrier, transitions and connections shall be subject to the inspection of the Engineer who shall be given all facilities required for a visual inspection of workmanship and materials.

B.Field Galvanizing For Repair. Field galvanizing repair shall be allowed only when the total damaged area on each piece or component is less than 2 percent of the coated surface, or 16 square inches, whichever is less. Any single piece or component with total damaged area greater than the amount specified above shall be rejected and replaced by the Contractor. Field galvanizing repair shall be done in accordance with the requirements of the Repair section of §719 -01 Galvanized Coating And Repair Methods.

C.Field Welding. Field welding shall not be permitted unless noted in the contract documents. When specified, welding shall comply with the requirements of the SCM.

606-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 D. Erection. Posts, railing, barrier systems, rail transitions, end assemblies, and anchorage units shall be erected as specified in the contract plans or manufacturer’s drawings. Where drilling and grouting is required, Section 586 – Miscellaneous Structural Reconstruction shall apply, unless otherwise approved. Rail mounting height shall be within +/ - 1/4 inch of that indicated on the Standard Sheets and plans. Prior to installing guide rail, median barrier, transitions, or end terminals, the Contractor shall determine the locations of all structures, including underground structures, that may be affected by the installation. If there are conflicts between the proposed installation and other structures, the Contractor shall discuss with and recommend to the Engineer alternative locations or types of barrier, transitions, or end terminals that will not be in conflict with the structure. Posts and foundation tube(s) shall be driven unless otherwise specified by the Engineer. The driving shall be accomplished with approved equipment and methods that will leave the posts and foundation tube(s) in their final position, free of any distortion , burring or other damage. When posts and foundation tube(s) are driven through asphalt concrete or a bituminous treated material, the Contractor shall take care to prevent damage to the paved or treated areas. Large holes and voids caused by driving the p osts and foundation tube(s) shall be filled and compacted with a bituminous treated material or asphalt concrete similar to that damaged. The small area adjacent to the post and foundation tube(s) disturbed during installation or where gaps exist at the po st and foundation tube(s) after pavement repairs shall be sealed with a bituminous material approved by the Engineer. As an alternate to driving posts and foundation tube(s) on unpaved medians and where site conditions are such that driving is not possible, the Contractor shall carefully excavate for all post and foundation tube(s) holes. Post and foundation tube(s) hole s and post and foundation tube(s) foundation structures shall be backfilled and backfilled material compacted in accordance with Section 203, Select Granular Fill . On structures, concrete anchors, and paved medians, base plates for posts shall be anchored as shown in the Contract Documents. Alternate construction methods and equipment for drilling and grouting of holes shall be submitted to the Engineer for approval before operations begin. The work of installing the guide railing system when it abuts stabilized shoulder courses shall be coordinated and progressed to provide the least disturbance between the two phases of the work. All posts shall be aligned to a tolerance of 1/4 inch for plumb and grade line. Box beam to be installed on a curved alignment shall be shop bent or shop curved in accordance with Table 606 -1. TABLE 606 -1 SHOP BENDING AND SHOP MITERING OF BOX BEAM GUIDE RAILING AND MEDIAN BARRIER Barrier Type Shop Bending Required Shop Mitering Required Box Beam Guide Railing Radius over 20 ft and less than 720 ft Radius of 20 ft or less Box Beam Median Barrier Radius over 30 ft and less than 1525 ft Radius of 30 ft or less When shop bending or shop mitering of box beam guide railing or box beam median barrier is required, the rail element shall be shop -worked to the radius that the barrier will be installed on. Corrugated beam guide railing and median barrier shall require shop curving if the radius is equal to or less than 150 feet. When shop curving of corrugated beam is required, the rail element shall be shop -worked to the radius that the barrier will be in stalled on.

E.Concrete Anchorage Units. Concrete anchors shall be constructed as detailed on the standard sheets. Excavation shall meet the requirements of §206 -3 of the Standard Specifications. The bottom of the anchor shall have a full and even bearing on the surface under it. After the conc rete anchor is in place, the excavation shall be backfilled in accordance with Section 203, Select Granular Fill .

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 F. End Terminals and Assemblies. Installation of all proprietary products shall follow the manufacturer’s instructions. The following shall apply to end terminals or assemblies to be installed under this section.

1.Drawings. For end terminals and end assemblies not shown on standard sheets or detailed in the plans, the Contractor shall submit two copies of the manufacturer’s drawings, modified as necessary to reflect site conditions, to the Engineer for approval prior to ord ering any materials required under this section. Drawings of parts not detailed on the plans, but which are necessary to develop the full performance of the end assemblies or terminals shall also be provided. The Contractor shall commence work of installation of end assemblies or terminals only after approval of the above mentioned drawings and authorization from the Engineer to do so.

2.Manuals. In addition to the drawings mentioned above, the Contractor shall deliver to the Engineer two (2) copies of design manuals, installation manuals, parts lists, and maintenance manuals prepared for each type end terminal or assembly being installed but not shown on the standard sheet.

3.Coordination with Other Work. The work of furnishing and installing all types of end assemblies shall be coordinated with the removal of existing impact attenuators or end assemblies, the installation of guide railing or median barrier, or the installation of the object to be shielded, so as to minimize the time that motorists are exposed to the possibility o f collision with the shielded object, unprotected ends of barriers, or incomplete end terminals or assemblies. Also, the contractor shall minimize exposure of approaching vehicular traffic to the possibility of impact on the back of the end assembly. Unl ess modified in the Contract Documents, minimization shall mean seven (7) or fewer calendar days.

4.Traffic Protection. Traffic protection shall be provided as specified in Section 619 Work Zone Traffic Control.

5.Reflective Sheeting . End terminals and assemblies which have a vertical face towards approaching traffic and are located on or closely adjacent to the shoulder shall be provided with reflective sheeting in accordance with Section 2C.65 of the MUTCD. The yellow and black stripe widths shall be 4 inches.

606-3.02 Cable Guide Railing and Median Barrier. Beginning with the first post where the rail is

parallel to the edge of pavement, every sixth post in the line of guide rail shall be reflectorized (96 foot spacing for reflectors) except those posts in the approach terminal and intermediate anchorage area , which curve away from the shoulder, or used in a median barrier. The reflector and method of attachment shall be as indicated on the standard sheet.

A.Anchorage Unit Assemblies. After the posts are driven to the specified line and grade, anchor angles and anchor posts shall be adjusted in the field to provide a full and even bearing on the underlying surface.

B.Cable Tensioning. . The Contractor shall install and tension each cable of guide railing and median barrier to the tensions specified for the temperature range prevailing at the time.: For installations requiring spring compensators, properly seat the spring compensation d evice and then permanently mark the unloaded position. Complete the assembly of the guide railing and set the compensating devices to a spring compression of 3 1/2 inches. Leave the springs at this setting for at least 2 weeks, then se t them to the proper setting according to temperature from the data in the table on the standard sheets.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 For mid -tension cable guide rail, install a turnbuckle on one end of the cable, pull the cable to remove slack, and place a second turnbuckle on the other end. Once the assembly of the run is complete, tension each cable according to temperature from the data in the table on the standard sheets. Measure the tension using a three -point cable tension meter. For high -tension cable systems, follow the manufacturer’s directions.

C.Cable Splicing. The Contractor shall install cable splices in the following manner: Place a splice end over the cable. Twist the cable to separate the three strands. Insert the wedge into the center of the strands, leaving at least one inch of excess cable, and pull the cable back until the wedge is snug to the splice. Pound the wedge into the splice. Crimp at least one wire of the cable over the wedg e. Repeat the procedure for the other cable. Connect the two splice ends together.

606-3.03 Box Beam Guide Railing and Median Barrier. Rail sections for tangent runs shall be at least

18 feet long. Rail splices shall be a minimum of 18 inches from the centerline of any post which is to be bolted to the rail.

606-3.04 Weak Post and HPBO (Mod.) Corrugated Beam Guide Railing and Median Barrier In the

erection procedures, the free end of the rail element shall not be allowed to swing free and cantilever around the mounting bolt. The free end shall be supported in a manner approved by the Engineer while the splice bolts a nd mounting bolts are fastened. Rail splicing shall be as shown on the Standard Sheets.

A.Weak Post Corrugated Beam Guide Railing and Median Barrier. The rail elements shall be installed so the weight of the beam rests on the double nutted support bolt before the 5/16 inch mounting bolts are torqued. Before the final torquing, six of the 5/16 inch mounting bolts in the installation shall be selected at random and with a suitable torque wrench tightened to failure. The six readings shall be averaged, the six failed bolts replaced and all the mounting bolts in the installation torqued to 50% of the average value. Support bolts shall be installed on all the guide rail posts except the three posts adjacent to the anchors.

B.HPBO (Mod.) Corrugated Beam Guide Railing and Median Barrier. HPBO (Mod.) guide railing shall be erected from the approach -end anchorage unit and downstream along the flow of traffic. HPBO (Mod.) median barrier shall be erected from one of the anchorage sections and shall be completed as the work progresses. HPBO (Mod.) guide railing and median barrier connections to walls or Concrete Barriers shall be as specified on the plans or the Standard Sheets. During non -working hours, no uncompleted anchorage units or heavy posts without rail will bepermitted to be exposed to traffic on either guide railing or median barrier.

606-3.05 Concrete Barrier. Unless specified otherwise in the contract documents the Contractor shall

have the option of providing precast concrete barrier, cast -in-place concrete barrier, or machine formed barrier. No intermixing in any run of barrier will be permitted unless show n otherwise in the contract documents except that precast transition sections and ends may be used with cast -in-place or machine formed concrete barriers. Unless otherwise specified, excavation shall be performed in accordance with §206 -3. Granular back fill shall conform to Section 304 and shall match the subbase course type used on the adjacent roadway. Half section concrete barrier shall be erected with the appropriate back -up posts and continuity plates as shown on the Standard Sheets and plans.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 A. Precast Concrete Barrier

1.Placement. Immediately prior to installation, the Engineer shall inspect the sections for manufacturing defects or shipment damage. Damaged or defective sections shall be rejected or repaired in accordance with §704 -05. Precast Concrete Barrier, Repair. The sections shall be placed in accordance with the contract plans and proposals.

2.Vertical Expansion Joint. Sections shall be separated by 1/2 inch nominal joint openings. The joint opening, at any point in the plane of the joint, shall not va ry by more than 1/4 inch. Premo lded Resilient Joint Filler conforming to the requirements of §705 -07 or Joint Filler conforming to the requirements of ASTM D1056 class 2B1 or 2B2 shall be placed in the joint as shown on the plans, standard sheet or as directed by the Engineer.

3.Dimensional Tolerance.

a.Cross -sectional dimensions shall not vary from the dimensions shown by more than 1/4 inch.

b.The barrier shall not be out of plumb by more than 1/4 inch.

c.Longitudinal dimensions shall not vary from the dimensions shown by more than 1/4 inch per 10 foot of the barrier.

d.When checked with a 10 foot straight edge, irregularities shall not exceed 1/4 inch.

4.Placement Adjacent to Cement Concrete. The barrier shall be separated from cement concrete pavement or shoul ders by a ½” thick (± ⅛”) premo lded resilient joint filler meeting §705 -07. The joint filler shall cover the entire pavement/shoulder face. A joint sealant reservoir ¼” - ½” deep shall be formed or routed in the joint filler. The Contractor shall abrasive blast the barrier and paveme nt/shoulder in the reservoir, and seal the joint using material meeting §705 -02, Highway Joint Sealant, Type IV. Sealing shall be done in accordance with the manufacturer’s instructions, a copy of which shall be provided to the Engineer prior to commencement of work.

B.Cast -in-Place Concrete Barrier

1.Placing. Cast-in-place concrete barriers and footings shall not extend more than 200 feet without an expansion joint. The Contractor shall have the option of placing the cast -in-place concrete barrier with a monolithic cross -section or with a horizontal construc tion joint at the top of the footing. When the Contractor elects to cast a separate footing, the horizontal joint details must conform to those on the Standard Sheets or in the plans, or the Contractor must prepare joint details and submit them to the Regional Director for approval.

2.Joints

a.Contraction Joints . Cast -in-place concrete barrier shall have contraction joints every 20 feet in both the footing and the stem. When cast separately, the joints in the stem shall line up with the joints in the footing. Contraction joints shall be formed in or saw cut no rmal to the pavement. The joints shall conform to the dimensions as shown on the plans or Standard Sheets. If the joints are saw cut, they shall be saw cut as soon as no damage to the concrete will result, with a maximum time of 2 hours after the forms a re removed to avoid early

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 formation of uncontrolled shrinkage cracks. Clear curing compound shall be promptly applied to the saw cut.

b.Expansion Joints . Expansion joints shall be formed no rmal to the pavement with Premo lded Resilient Joint Filler meeting the requirements of §705 -07 and shall provide for expansion of ½ inch. The filler material shall be cut to fully cover and conform to the cross section of the barrier, or to the footer and stem separately if they are ca st separately. In addition to the maximum separation of 200 feet, expansion joints shall be located at all immovable objects (bridge substructures, etc.), where shown on the plans, and/or as directed by the Engineer.

c.Construction Joints. When the Contractor’s operations require the use of a construction joint, one of the two following procedures may be used. However, if operations will not resume within 24 hours, only method A may be used.

1.Method A. Construct an expansion joint as detailed in the preceding section.

2.Method B . After initial set has taken place, remove the end form to expose the concrete. Roughen the surface to achieve a good interlock and increased bond area when the concrete operations are resumed. A one -inch strip around the periphery of the end surface s hould remain undisturbed to serve as a neat, linear contraction joint. The end surface shall be covered with several layers of wetted burlap to prevent drying. All reinforcing steel shall extend beyond the face to provide adequate lapping.

3.Forms. Forms shall be metal and of such construction that there will be minimum interference to inspection for grade and alignment. Forms shall be braced and secured adequately so that no discernible displacement from alignment or grade will occur during placemen t of concrete.

4.Concrete Placing and Vibrating. Concrete shall be placed in the barrier forms in accordance with the requirements of §555 -3.04 Handling and Placing Concrete. Concrete shall be compacted by means of immersion type mechanical vibrators approved by the Engineer. The vibrator shall be inse rted into the concrete at one foot intervals. The vibrators shall be of size and weight sufficient to thoroughly vibrate the entire concrete mass without damaging or misaligning the forms or reinforcement.

5.Removal of Forms and Finishing Surfaces. Forms shall be left in place for 24 hours or until, in the judgment of the Engineer, the concrete has sufficiently set so that the forms may be removed without injury to the barrier. Immediately after the forms have been removed, surfaces exposed to view shall have all projections and irregularities carefully removed and all cavities neatly filled with mortar of the proportion used in the concrete. The same brand of cement and the same kind of fine aggregate shall be used for filling cavities as was used in the original concrete mix. Surfaces repaired by plastering will not be allowed.

6.Curing . The median barrier shall be cured using a clear curing compound meeting the requirements of §711 -05. The compound shall be sprayed on the concrete surfaces at a rate of 1 gal/ 150 sf within one hour of form removal.

7.Reinforcement. The Contractor shall incorporate reinforcement as indicated on the standard sheets and plans. All reinforcing steel shall be epoxy coated meeting the requirements of §709 -04.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 8. Placement Adjacent to Cement Concrete Pavement or Shoulders. The barrier shall be separated from the cement concrete pavement or shoulder by a 1/2 inch wide vertical joint extending down to the bottom of the pavement or shoulder. The joint shall b e formed with and contain Premo lded Resilient Joint Filler conforming to the requirements of §705 -07. A recess of approximately one inch shall be provided at the top of the joint for installation of a backer rod and joint sealant. The joint sealant shall be a silicone sealant appearin g on the Department’s Approved List and shall be applied in accordance with the manufacturer’s instructions.

9.Dimensional Tolerance

a.Cross -sectional dimensions shall not vary from the dimensions shown by more than 1/4 inch.

b.The barrier shall not be out of plumb by more than 1/4 inch.

c.Longitudinal dimensions shall not vary from the dimensions shown by more than 1/4 inch per 10 foot of the barrier.

d.When checked with a 10 foot straight edge, irregularities shall not exceed 1/4 inch.

C.Machine Formed Concrete Barrier

1.Weather Limitations. The requirements of §502 -3.01 shall apply.

2.Equipment. The slipforming equipment shall be self -propelled and shall be capable of placing, consolidating and finishing concrete to the proper line and grade. The Engineer may require the Contractor to demonstrate that the specific equipment proposed for use is ca pable of satisfactorily placing the concrete mix. The Contractor shall furnish the manufacturer's data regarding machine operation to the Engineer.

3.Preparation of the Subbase Course. Before any concrete may be placed, the subbase course shall be compacted and fine graded to a tolerance of 1/2 inch of the true grade at any location under the barrier. Whenever possible, as determined by the Engineer, concrete placing operations shall not begin until the subbase course has been fine graded ahead at least 1000 feet.

4.Reinforcement. The Contractor shall incorporate reinforcement as indicated on the standard sheets and plans. All reinforcing steel shall be epoxy coated meeting the requirements of §709 -04.

5.Placing Operations

a.Central and Transit Mixed Concrete. The provisions of §501 -3.03 C and D shall apply for Central Mixed and Transit Mixed Concrete respectively, except that water may be added at the point of deposition to maintain the desired slump. The water addition may be made at any time after the beginn ing of the discharge until approximately two -thirds (2/3) of the load, as determined by the Engineer, has been discharged. After the water addition the concrete shall be mixed at least 30 revolutions in the mixing range. When the water additions made after discharge the total number of revolutions shall not be more than 190.

b.Truck Mixed Concrete. The provisions of §501 -3.03 E shall apply except that after the initial slump has been achieved, water may be added to the mixture one additional time to maintain the desired slump. The water addition may be made anytime after the beginning of

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 discharge until approximately two -thirds (2/3) of the load, as determined by the Engineer, has been discharged. After the water addition, the concrete shall be mixed at least 30 revolutions in the mixing range. The slipforming equipment shall have as nearly a continuous forward movement as possible to provide uniform progress with stopping and starting of the equipment held to a minimum. Any edge slump resulting from slipforming operations in excess of 1/4 inch, as measured from the top surface of the median barrier, exclusive of edge rounding, shall be corrected before the concrete has hardened. Concrete supply shall be sufficient to produce a continuous, completely shaped barrier. If concrete placement is interrupted for a period of time where the delay will affect the quality and structural integrity of the barrier, the contractor shall termina te his operations by one of the following procedures. The Engineer shall determine when the slipform operation is to be terminated.

c.Method A. Construct a cast in place expansion joint system as detailed on the standard sheets.

d.Method B. Remove existing unset concrete to a vertical score line with hand tools. The vertical surface resulting from the removed concrete shall remain reasonably rough and unfinished to facilitate interlock and increased bond area when concrete operations are to be resumed. The vertical surface shall be touched up with hand tools, as directed by the Engineer, to correct unacceptable voids, tears and lack of consolidation resulting from the concrete removal. The surface shall be covered with several lay ers of wet burlap to prevent drying. All reinforcing steel shall extend beyond the face to provide adequate lapping. Concreting operations may resume at the terminated face when the terminated portion has achieved enough rigidity to withstand the sequence of operations it will be subjected to without sustaining damage. All loose or unacceptable concrete and material sha ll be removed from the terminated face as directed by the Engineer. Concrete barrier damaged as a result of the contractor's operations shall be repaired to the satisfaction of the Engineer. Termination of slipform operations at the end of the day for an uncompleted run shall be by method A or B above.

6.Curing. The median barrier shall be cured using a clear curing compound meeting the requirements of §711 -05. The compound shall be sprayed on the concrete surface immediately following the placing operation at a rate of 1 gal/ 150 sf.

7.Placement Adjacent to Cement Concrete Pavement or Shoulders. The barrier shall be separated from the cement concrete pavement or shoulder by a 1/2 inch wide vertical joint extending down to the bottom of the pavement or shoulder. The joint shall b e formed with and contain Premo lded Resilient Joint Filler conforming to the requirements of §705 -07. A recess of approximately one inch shall be provided at the top of the joint for installation of a backer rod and joint sealant. The joint sealant shall be a silicone sealant appearing on the Department's Approved List and shall be applied in accordance with the manufacturer's instructions.

8.Contraction Joints. Contraction joints shall be formed or saw cut normal to the pavement. The spacing shall be every 20 feet, as shown on the plans or as ordered by the Engineer. The joints shall conform to the dimensions as shown on the plans or standard sheets. If the join ts are saw cut, they shall be saw cut as soon as no damage to the concrete will result, with a maximum time of 8 hours. The clear curing compound shall be reapplied at the saw cut.

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 9. Expansion Joints. Machine formed concrete barriers shall not extend more than 400 feet without an expansion joint. Expansion joints shall be formed no rmal to the pavement with Premo lded Resilient Joint Filler meeting the requirements of §705 -07 and shall provide for expansion of 1/2 inch. The filler material shall be cut to conform to the cross section of the barrier. The expansion joints shall be located at all immovable objects (bridge substructures, etc.), where shown on the plans, and/or as directed by the Engineer. Expansion joints shall not be required at regular intervals unless shown on the plans.

10.Tolerances. All concrete barrier produced by this method shall conform to the following tolerances:

a.Placing Tolerances

1.Bar Reinforcement Cover 0 to + 1/2 inch.

2.Width (top) 0 to + 1/4 inch.

3.Width (base) 0 to + 1/2 inch.

b.Dimensional Tolerance

1.Cross -sectional dimensions shall not vary from the dimensions shown by more than 1/4 inch .

2.The barrier shall not be out of plumb by more than 1/4 inch .

3.Longitudinal dimensions shall not vary from the dimensions shown by more than 1/4 inch per 10 foot of the barrier.

4.When checked with a 10 foot straight edge, irregularities shall not exceed 1/4 inch .

11.Defects. Defects are divided into two categories Minor defects and major defects. Minor defects in the barrier may be repaired in the field. Major defects shall be cause for rejection of the section, or the section shall be repaired in the manner directed by the E ngineer.

a.Minor Defects. Minor defects are defined as holes, honeycombing or spalls which are 6 inches or less, in diameter, and which do not expose the outermost surface of the steel reinforcement. Surface voids 5/8 inch, or less, in diameter and 1/4 inch, or less, in depth are not considered defects and they do not require repair.

b.Major Defects. Major defects are defined as:

1.Any defect which does not meet the definition of a minor defect.

2.Minor defects which, in aggregate, comprise more than five percent (5%) of the surface area of the barrier section.

12.Repair. Repair of hardened concrete shall be as follows:

a.Minor Defect Repair. Repair shall be made with a material meeting the requirements of §701 -04 or §701 -12. Methods of repair shall be acceptable to the Engineer. The color of the repaired portion shall match as nearly as practicable, the color of the surrounding concrete.

606-3 06

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Repaired portions shall exactly match shape requirements. The repaired portion shall withstand a moderate blow from a 16 ounce hammer.

b.Major Defect Repair. Major defect repair shall be preapproved by the Engineer.

13.Hand Finishing. The Contractor shall make provisions to allow hand finishing, when directed by the Engineer, on all surfaces. Hand finishing, if done shall be done immediately after the passage of the slipforming equipment. Curing compound shall be applied only after hand finishing has been completed at any particular location.

14.Transitions and Tapered End Sections. Transitions and tapered end sections shall be either cast-in-place or precast, at the Contractor’s option.”

606-3.06 Resetting Guide Railing, Median Barrier and Precast Concrete Barrier. The Contractor

shall remove, store, clean and reset railing, posts, and precast concrete barrier as shown on the plans or as directed by the Engineer. The Contractor shall remove designated existing guide railing, median barrier and precast concrete barr ier and neatly store them at locations approved by the Engineer. The work shall be done in a workmanlike manner so as to salvage all usable parts. The reset guide railing and/o r median barrier shall be placed in accordance with the requirements of §606 -3.01 General and the subsection for each specific system. Unless otherwise specified by the designer, all existing hardware, i.e., post bolts, J - bolts, splice bolts, etc., shall be replaced with new hardware. Cable systems shall be retensioned and all existing splice couplings and wedges shall be replaced. HPBO guide railing and median barrier (pre -2013 design) shall be reset as detailed in the current standard sheets, including 12 inch block -outs. The existing block -outs shall become the property of the Contractor.

606-3.07 Resetting Guide Railing and Median Barrier (New Posts). The construction details of §606 -

3.06 shall apply, except that the Contractor shall furnish and install new posts and remove the old posts from the site.

606-3.08 Removing and Storing Guide Railing, Median Barrier, and Precast Concrete Barrier. The

Contractor shall remove designated existing guide railing, median barrier and precast concrete barrier and neatly store the component parts in separate piles at locations designated for future pick up by Department forces, or its designee. The work s hall be done in a workmanlike manner so as to salvage all usable parts. Unusable material shall be disposed of by the Contractor.

606-3.09 Removing and Disposing of Guide Railing, Median Barrier, Concrete Barrier, Guide

Posts, Guide Rail Posts, and Median Barrier Posts. The Contractor shall remove designated existing guide railing, median barrier, concrete barrier, guide posts, guide rail posts, and median barrier posts and remove them from the site of work. Holes shall be backfilled with a suitable material and compact ed in a manner approved by the Engineer.

606-3.10 I-Beam Posts for Existing Highway Barrier. I-beam posts for existing highway barrier shall

be installed at the locations indicated in the contract documents or where directed by the Engineer. The driving shall be in accordance with the requirements of §606 -3.01 and the applicable standard sheet(s ). All hardware necessary for mounting the rail elements or cable to the post shall be supplied by the Contractor. New heavy post block -outs shall be supplied to replace damaged or unusable block -outs. S3x5.7 posts installed as intermediate posts to reduce post spacing on weak post corrugated beam guide railing and median barrier and on box beam guide railing shall not be attached to the rail element. All reflectors, delineators, reference markers, or other items, which are to remain in place, that are damaged by or during the Contractor's operations shall be replaced by the Contractor unless indicated otherwise on the Standard Sheets or project plans .

606-3 11

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606-3.11 Retensioning Existing Cable Guide Railing and Median Barrier. Cable guide rail and median barrier shall be retensioned in accordance with the cable tensioning requirements of §606 -3.02.

606-3.12 Resetting Anchorage Unit Assemblies and End Assemblies for Guide Rail and Median

Barrier. The Contractor shall remove, store, clean and reset existing anchorage units and terminals for Guide Railing and Median Barrier as shown on the plans or as directed by the Engineer. The anchorage units and terminals shall be reset and placed in accordance with the requirements of §606 -3.01 General. Any anchor blocks that will not remain in use in their existing location are to be removed and the holes backfilled as detailed in §606 -3.13 The Contractor shall take care so reusable parts are not damaged by their operations. Any parts damaged in handling and placing shall be replaced by the Contractor. Unusable material shall be disposed of by the Contractor. Surface areas disturbed during the removal operations shall be reestablished, as nearly as possible, to match the adjacent surfaces to remain.

606-3.13 Removing and Storing Anchorage Unit Assemblies and End Assemblies for Guide Railing

and Median Barriers The construction details of §606 -3.08 shall apply. However, concrete anchor blocks shall be completely removed, and the resulting holes backfilled. If the center of the anchor block is inboard from a line six feet beyond the theoretical shoulder break, the Contractor shall backfill with material meeting the requirements of §733 -04 compacted in 6 -inch lifts. If the center of the anchor block is more than six feet past the shoulder break, the backfill material and compaction shall be replaced in kind, character and condition, compacted in 6 -inch lifts. Other excavation and backfill shall conform to the requirements outlined in §606 -3.01E. Roadway edge drains damaged due to the Contractor’s operations shall be repaired or replaced at no additional cost to the State.

606-3.14 Removing and Disposing Anchorage Unit Assemblies and End Assemblies for Guide

Railing and Median Barriers. The construction details of §606 -3.13 shall apply except the anchor blocks and terminals become the property of the Contractor and shall be removed from the project.

606-3.15 Box Beam Guide Rail Transition to Concrete Barrier. The contractor shall construct a guide

rail transition from concrete barrier to box beam guide rail at the locations indicated and as detailed on the contract plans. The work shall conform to the requirements of §606 -3.01.

606-3.16 Corrugated Beam Guide Rail T ransition to Bridge Rail, Concrete Barrier and Concrete

Parapets. The contractor shall construct corrugated beam guide transitions to bridge rail, concrete barrier and/or concrete parapets at the locations and as detailed on the contract plans. The requirements of §606 - 3.01 shall apply together with the following: Railing shall be erected so that the rails are parallel to the roadway, except in those sections where it is necessary to vertically transition the highway barrier to the bridge railing, or barri er. Bending or curving of rail elements in order to fit alignment requirements in the field shall not be permitted. The Engineer may order some bending or curving to allow for necessary minor adjustments. The Contractor shall exercise care in attaching the guide rail to the bridge rail so as not to damage the rails, posts, or joints, or splices. Any damage to the material attributable to the Contractor's operation shall require that the material be repaired, or replaced. The decision to repair, or replace, shall rest solely with the Engineer.

606-3.17 Vacant.

606-3.18 Vacant

606-3 19

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606-3.19 Transitions Constructed of, or with, Concrete. Transitions constructed of concrete and the concrete elements of transitions constructed of metal components and concrete elements shall be constructed at the locations indicated in the contract documents, or those indicated by the Engineer, in accordanc e with these specifications, the contract documents, and the directions of the Engineer. The shapes indicated on the Standard Sheets are standard. The Deputy Chief Engineer (Design) will consider other shapes for approval. §606 -3.05 Concrete Barrier, A. Precast Concrete Barrier and B. Cast -in-Place Concrete Barrier shall apply.

606-4 Method of Measurement

606-4.01 Cable, Corrugated Beam or Box Beam Guide Railing and Median Barrier. The quantity to

be measured for payment will be in feet to the nearest foot of guide railing or median barrier installed, measured along the axis of the railing and between its pay limits as shown on the plans and/or standard sheets. The quantity to be measured for payment will be in feet to the nearest foot of shop bent or shop mitered guide railin g or median barrier installed. If the guide railing does not terminate at an anchorage unit, end assembly, or transition to another type of barrier, but is anchored to a structure, the railing will be measured up to the structure. When installing new or replacement runs containing stretches with or consisting entirely of reduced post spacings, the following payment factors shall be applied to the prices bid per foot for the normally spaced guide rail. TABLE 606 -2 PAYMENT FACTORS FOR GUIDE RAIL AND MEDIAN BARRIER POST SPACING Payment Factor s >> 1.0 1.1 1.3 1.4 1.6 1.8 1.9 Rail Type s ↓↓ Post Spacing Center to Center in Feet & Inches 3-Cable 16’ 12’ -- 8’ -- -- 4’ Mid-Tension Cable 10’ -- -- 5’ -- -- -- Box Beam 6’ -- 3’ -- -- -- -- Weak -Post Corrugated 12’-6” -- -- 6’-3” 4’-2” -- 3’-1½” HPBO 6’-3” -- -- -- -- 3’-1½”

606-4.02 Anchorage Units, End Assemblies and Transitions for Guide Railing or Median Barrier.

Anchorage units, end assembly units and transitions between various highway guide railing and median barrier systems will be measured by the actual number of units installed in accordance with the plans, standard sheets, manufacturer’s drawings, manufact urer's directions and/or as directed by the Engineer. The payment limits for the Box Beam Guide Rail End Assembly Type III and Box Beam Median Barrier End Assembly, Type C will be separated by a distance of 50 feet extending along the end assembly from the front of the Nose Assembly to a point 50 feet remov ed. These payment limits apply regardless of whether the Type III End Assembly or Type C End Assembly employs crushable fiberglass elements or beam bursting type mandrels to absorb the energy of the impacting vehicle. The limits of payment for the Corrugated Beam Guide Railing End Terminal (Energy -Absorbing) will extend a distance of 100 feet from the outer end of the terminal. At that point, payment will begin for corrugated beam guide railing. The limits of payment for HPBO (Mod.) Corrugated Beam Guide Railing End Terminal (Energy - Absorbing) will extend a distance of 50 feet from the outer end of the terminal. At that point, payment will begin for heavy post blocked -out corrugated beam guide railing. The limits of payment for HPBO (Mod.) Corrugated Beam Median Barrier End Terminal (Energy - Absorbing) will extend a distance of 50 feet from the outer end of the terminal. At that point, payment will begin for heavy post blocked -out corrugated beam median barrier.

606-4 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606-4.03 Concrete Barrier and Terminal Sections. The quantity of concrete barrier sections measured for payment will be the number of feet placed in accordance with the plans and specifications, measured along the axis of the barrier . The quantity of concrete barrier terminals will be measured by the actual number of units installed in accordance with the plans, standard sheets, and/or as directed by the Engineer

606-4.04 Resetting Guide Railing, Median Barrier and Precast Concrete Barrier. The quantity of

reset guide railing or median barrier measured for payment will be the number of feet reset in accordance with the specifications, plans and as directed by the Engineer, exclusive of anchorage units and end assemblies. If the guide railin g is anchored to a structure instead of an anchorage unit or end assembly, measurement will be made up to the structure. The quantity of reset precast concrete barrier measured for payment will be the number of feet placed in accordance with the plans and specifications measured along the axis of the barrier between its extreme outer limits.

606-4.05 Resetting Guide Railing and Median Barrier (New Posts). The Method of Measurement of

§606 -4.04 will apply.

606-4.06 Removing and Storing Guide Railing, Median Barrier and Precast Concrete Barrier. The

quantity of removed and stored guide rail and median barrier measured for payment will be the number of feet removed in accordance with the specifications, plans, and as directed by the Engineer, exclusive of anchorage units and end assemblies. If th e guide rail or median barrier is anchored to a structure, measurement will be made up to the structure. The quantity of removed and stored precast concrete barrier measured f or payment will be the number of feet removed in accordance with the specifications and plans, measured along the axis of the barrier between its extreme outer limits.

606-4.07 Removing and Disposing of Guide Railing, Median Barrier and Concrete Barrier. The

quantity of guide rail and median barrier measured for payment will be the number of feet of railing and posts removed and disposed of in accordance with the specifications and plans, exclusive of anchorage units and end assembly components that would not be used in the middle of a continuous run. The quantity of concrete barrier measured for payment will be the number of feet removed and disposed of in accordance wit h the specifications and plans measured along the axis of the barrier between its extreme outer limits and including any backup posts.

606-4.08 Removing and Disposing of Guide Posts, Guide Rail Posts, and Median Barrier Posts. The

quantity to be measured for payment will be the number of posts removed and disposed of in accordance with the specifications and plans and as directed by the Engineer.

606-4.09 Resetting Anchorage Unit Assemblies and End Assemblies for Guide Railing and Median

Barrier This work shall be measured by the number of anchorage units and/or terminals reset in accordance with the requirements of the contract documents.

606-4.10 Removing and Storing or Disposing of Anchorage Unit Assemblies and End Assemblies

for Guide Railing and Median Barrier. This work shall be measured by the number of Anchorage Units or End Assemblies properly removed and stored for pick up by others or removed and disposed of in accordance with the contract documents and to the satisfaction of the Engineer

606-4.11 Retensioning Existing Cable Guide Railing and Median Barrier . Quantity measured for

payment will be the number of sections retensioned. A section shall consist of the length of cable guide rail or median barrier running between two concrete anchorage units.

606-4.12 Vacant .

606-4 13

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606-4.13 Corrugated Beam Guide Rail Transition to Bridge Rail, Concrete Barrier and Concrete Parapets. Measurement will be taken as the actual number of transition units installed in accordance with the plans and specifications.

606-4.14 Box Beam Guide Rail Transition to Concrete Barrier. Measurement will be taken as the actual

number of transition units installed in accordance with the specifications, plans and standard sheets.

606-4.15 Vacant

606-4.16 I-Beam Posts for Existing Highway Barrier. I-beam posts for existing highway barrier will

be measured by the actual number of posts installed in accordance with the contract documents and as directed by the Engineer.

606-4.17 Transition between Concrete Sections. Transitions will be measured by the actual number of

units installed in accordance with the plans, standard sheets and/or as directed by the Engineer.

606-5 Basis of Payment

606-5.01 Guide Railing, Median Barrier, Concrete Barrier and Terminal Sections; Various Types.

The unit price bid for the above work shall include the cost of all labor, equipment and material necessary to complete the work, including the cost of any repairs required, and the costs of bending any rail element to the required curvature. Payment for corrugated guide rail and median barrier, or bent box beam guide rail, will be determined using the payment factors for the various typical post spacings listed in Table 606 -2. Payment will be the sum of the products obtained by multiplying t he unit price bid for a rail or median barrier by the payment factors listed in Table 606 -2 for the relevant post spacings and multiplying each of those products by the length of rail having that given post spacing. Payment for mitered box beam and median barrier with 6 foot post spacings will be made at the unit prices bid. If a reduced post spacing of 3 feet is used for mitered box beam guide rail, the payment will be determined by multiplying the unit price bid b y a payment factor of 1.1for the length installed. When posts are driven through asphalt concrete or bituminous treated material, any repairs to damage paved or treated areas shall be at the Contractor's expense. Progress payments will be made when the metal railing and/or metal barrier is erected in the position and manner indicated on the standard sheets and in a manner approved by the Engineer, exclusive of bituminous repair and final alignment. Payment will be made, at the unit price bid, for 90% of th e measured quantity erected. The balance of the quantity erected will be paid for upon proper repair to the bituminous surfaces and alignment of the metal railing and/or metal barrier to the specified tolerances.

606-5.02 End Assembly, End Anchorage Units and Transitions for Guide Railing and Median

Barrier. The unit price bid for each end assembly, end anchorage unit or transition shall include the cost of furnishing all labor, materials and equipment necessary to complete the work, including the necessary concrete, excavation, backfill, reflectorization, o bject markers when required at driveways and vehicle openings, and spring cable assembly (compensating device) and/or steel turnbuckle cable end assembly required for c able guide rail.

606-5.03 Resetting; Removing and Storing; Removing and Disposing; of Guide Railing, Median

Barrier and Concrete Barrier. The unit price bid per foot for the above work items shall include the cost of furnishing all labor, equipment and materials necessary to complete the work and restore the system to full operating capacity. Any materials damaged due to Contractor's operation shall be replaced by him and the cost shall be included in the price bid for this item.

606-5 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Payment for resetting guide rail and median barrier shall include the unit price bid multiplied by the measured quantity multiplied by the payment factor for the various typical pos t spacings listed in Table 606-2, except that posts required to reduce the post spacing from the original post spacing shall be paid for under the appropriate I -beam post for existing highway barrier item.

A.Progress payments for resetting guide rail, median barrier and precast concrete barrier will be made as follows:

1.25% of the unit price bid for the quantity of guide rail, median barrier or precast concrete barrier removed and stored in accordance with the provisions of §606.3 -06 Resetting Guide Railing, Median Barrier and Precast Concrete Barrier.

2.65% of the unit price bid for the measured quantity of guide railing, median barrier or precast concrete barrier cleaned and reset in accordance with the provisions of §606 -3.06.

3.The balance of the unit price bid for the quantity of the guide railing, median barrier or concrete barrier will be paid upon repair to the bituminous surfaces damaged by the resetting operations.

B.Progress payments for removing and disposing or storing of guide railing, median barrier or concrete barrier will be made as follows:

1.75% of the unit price bid for the measured quantity of guide railing, median barrier or concrete barrier removed and stored or disposed of as specified.

2.The balance of the unit price bid for the measured quantity of guide railing and/or median barrier removed and stored or disposed of as specified will be paid when any voids have been backfilled and disturbed areas are reestablished to the satisfaction of the Engineer.

606-5.04 Removing and Disposing of Guide Posts, Guide Rail Posts and Median Barrier Posts. The

unit price bid per post for the above work items shall include the cost of furnishing all labor, equipment and material necessary to complete the work.

606-5.05 Resetting; Removing and Storing; Removing and Disposing; of Anchorage Unit

Assemblies and End Assemblies for Guide Railing and Median Barrier. The unit price bid for each of these items shall include the cost of furnishing all labor, equipment and material necessary to complete the work including excavation and backfill. If the Contractor elects to install new concrete anchors, in lieu of removing and resetting the existing ones, the cost of furnishing and installing the new anchor as well as the cost for necessary adjustments to the existing one shall be included in the p rice bid for these items.

A.Progress payments for resetting anchorage unit s and terminals for guide rail and median barrier will be made as follows:

1.25% of the unit price bid for the quantity of anchorage unit s and/or terminals removed and stored in accordance with the provisions of §606 -3.12 Resetting Anchorage Unit s and Terminals for Guide Rail and Median Barrier.

2.65% of the unit price bid for the quantity of anchorage unit s and/or terminals cleaned and reset in accordance with the provisions of §606 -3.12 Resetting Anchorage Unit s and Terminals for Guide Rail and Median Barrier.

606-5 06

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 3. The balance of the unit bid price for the quantity of anchorage units reset upon the reestablishment of surface areas disturbed.

B.Progress payments for removing and storing or removing and disposing of anchorage unit s and/or terminals for guide railing and/or median barriers will be made as follows:

1.75% of the unit price bid for the quantity of anchorage unit s and/or terminals removed and stored or disposed of as specified.

2.The balance of the unit price bid for the quantity of anchorage unit s and/or terminals removed and stored or disposed of as specified will be paid upon the establishment of surface areas disturbed.

606-5.06 Vacant

606-5.07 Corrugated Beam Guide Rail Transition to Bridge Rail, Concrete Barrier and Concrete

Parapets. The unit price bid per guide rail transition shall include the cost of all labor, materials, and equipment necessary to satisfactorily complete the work, including back -up posts, connections and hardware.

606-5.08 Box Beam Guide Rail Transition to Concrete Barrier. The unit price bid per guide rail

transition shall include the cost of all labor, equipment, and material necessary to satisfactorily complete the work, including back -up posts, necessary rail curvature, splices, connections and hardware.

606-5.09 Vacant

606-5.10 I-Beam Posts for Existing Highway Barrier. The unit price bid for I -beam posts for existing

highway barrier shall include the cost of furnishing all labor equipment and material necessary to complete the work. Removal of damaged posts and hardware is included in other items of work. When posts are driven through asphalt concrete or bituminous treated material, any repairs to damaged paved or treated areas shall be at the Contractor's expense.

606-5.11 Retensioning Existing Gable Guide Railing and Median Barrier . The unit price bid for

retensioning a section of cable guide railing or median barrier shall include the cost of all labor, materials and equipment necessary to complete the work.

606-5.12 Transition between Concrete Sections. The unit price bid per concrete transition shall include

the cost of all labor, equipment, and material necessary to satisfactorily complete the work, including back -up posts, connections and hardware. Payment will be made under: Item No. Item Pay Unit 606.01 Cable Guide Railing Foot 606.0101 Cable Guide Railing With Extra Long Posts Foot 606.010605 Mid-Tension Cable Guide Rail – 5-foot Post Spacing Foot 606.010610 Mid-Tension Cable Guide Rail – 10-foot Post Spacing Foot 606.0201 Anchorage Units for Cable Guide Railing Each 606.020101 Mid-Tension Trailing End Cable Terminal Each 606.03 Cable Median Barrier Foot 606.0310 Anchorage Units for Cable Median Barrier Each 606.10 Box Beam Guide Railing Foot

606-5 12

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606.100002 Box Beam Guide Railing (Shop Bent or Shop Mitered) Foot 606.100003 Box Beam Guide Railing (Shop Mitered) Foot 606.1001 Box Beam Guide Railing With Extra Long Posts Foot 606.100102 Box Beam Guide Railing with Extra Long Posts (Shop Bent or Shop Mitered)Foot 606.100103 Box Beam Guide Railing with Extra Long Posts (Shop Mitered) Foot 606.11 Box Beam Median Barrier Foot 606.110002 Box Beam Median Barrier (Shop Bent or Shop Mitered) Foot 606.110003 Box Beam Median Barrier (Shop Mitered) Foot 606.120101 Box Beam End Piece Each 606.120102 Box Beam Guide Railing End Assembly Type I Each 606.120103 Box Beam Guide Railing End Assembly Type I with 18 ft Extension Each 606.120201 Box Beam Guide Railing End Assembly Type IIA Each 606.1203 Box Beam End Assembly Type III Each 606.1401 Box Beam Median Barrier End Assembly, Type A Each 606.1402 Box Beam Median Barrier End Assembly, Type B Each 606.1403 Box Beam Median Barrier End Assembly, Type C Each 606.17 Corrugated Beam Median Barrier Foot 606.170001 Corrugated Beam Median Barrier (Shop Curved) Foot 606.18 Weak -Post, Corrugated Beam Guide Rail Foot 606.180001 Weak -Post, Corrugated Beam Guide Rail (Shop Curved) Foot 606.1801 Weak -Post, Corrugated Beam Guide Rail With Extra Long Posts Foot 606.180101 Weak -Post, Corrugated Beam Guide Rail With Extra Long Posts (Shop Curved) Foot 606.22 Anchorage Units for Corrugated Beam Guide Railing Each 606.2201 Anchorage Units for Corrugated Beam Guide Railing Buried In Back Slope Each 606.23 Anchorage Units for Corrugated Beam Guide Railing (Driveways, Walkways, and Other Openings) Each 606.24 Anchorage Units for Corrugated Beam Median Barrier Each 606.26 Corrugated Beam Guide Railing End Terminal (Energy -Absorbing) Each 606.27 HPBO (Mod.) Corrugated Beam Guide Railing End Terminal (Energy -Absorbing) Each 606.2701 HPBO (Mod.) Corrugated Beam Guide Railing Foot 606.270101 HPBO (Mod.) Corrugated Beam Guide Railing (Shop Curved) Foot 606.2702 HPBO (Mod.) Corrugated Beam Guide Railing with Extra Long Posts Foot 606.270201 HPBO (Mod.) Corrugated Beam Guide Railing with Extra Long Posts (Shop Curved) Foot 606.2703 Anchorage Units for HPBO (Mod.) Corrugated Beam Guide Railing Each 606.2704 Anchorage Units for HPBO (Mod.) Corrugated Beam Guide Railing Buried in Back Slope Each 606.28 HPBO (Mod.) Corrugated Beam Median Barrier End Terminal (Energy -Absorbing) Each 606.2801 HPBO (Mod.) Corrugated Beam Median Barrier Foot 606.280101 HPBO (Mod.) Corrugated Beam Median Barrier (Shop Curved) Foot 606.2802 Anchorage Units for HPBO (Mod.) Corrugated Beam Median Barrier Each 606.3001 Concrete Barrier Type A (Optional) Foot 606.3002 Concrete Barrier Type B (Optional) Foot 606.3003 Concrete Barrier Type C (Optional) Foot 606.3004 Half Section Concrete Barrier (Optional) Foot

606-5 12

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606.3005 Concrete Barrier - Mounting Block Section Each 606.3011 Concrete Barrier Type A (Precast) Foot 606.3012 Concrete Barrier Type B (Precast) Foot 606.3013 Concrete Barrier Type C (Precast) Foot 606.3014 Half Section Concrete Barrier (Precast) Foot 606.3021 Concrete Barrier Type A (Cast -in-Place) Foot 606.3022 Concrete Barrier Type B (Cast -in Place) Foot 606.3023 Concrete Barrier Type C (Cast -in Place) Foot 606.3024 Half Section Concrete Barrier (Cast -in Place) Foot 606.3031 Concrete Barrier Type A (Machine Formed) Foot 606.3032 Concrete Barrier Type B (Machine Formed) Foot 606.3033 Concrete Barrier Type C (Machine Formed) Foot 606.3034 Half Section Barrier (Machined Formed) Foot 606.3041 Single -Slope Concrete Median Barrier (Optional) Foot 606.3042 Single -Slope Concrete Median Barrier (Precast) Foot 606.3043 Single -Slope Concrete Median Barrier (Cast -in-Place) Foot 606.3044 Single -Slope Concrete Median Barrier (Machine Formed) Foot 606.3051 Single -Slope Concrete Median Barrier - Wide (Optional) Foot 606.3052 Single -Slope Concrete Median Barrier - Wide (Precast) Foot 606.3053 Single -Slope Concrete Median Barrier - Wide (Cast -in-Place) Foot 606.3054 Single -Slope Concrete Median Barrier - Wide (Machine Formed) Foot 606.3061 Single -Slope Concrete Half Section Barrier (Optional) Foot 606.3062 Single -Slope Concrete Half Section Barrier (Precast) Foot 606.3063 Single -Slope Concrete Half Section Barrier (Cast -in-Place) Foot 606.3064 Single -Slope Concrete Half Section Barrier (Machine Formed) Foot 606.3110 Embedded Low-Profile Concrete Barrier , TL-2 Feet 606.3111 Embedded Low -Profile Concrete Barrier, TL -2 – Left Terminal Each 606.3112 Embedded Low -Profile Concrete Barrier, TL -2 – Right Terminal Each 606.311 3 Free-standing Low-Profile Concrete Barrier , TL-2 Feet 606.3114 Free -standing Low -Profile Concrete Barrier, TL -2 – Terminal Each 606.4701 I-Beam Posts for Existing Cable Median Barrier Each 606.48 Retensioning Existing Cable Guide railing or Median Barrier Each 606.4801 I-Beam Posts for Existing Cable Guide Railing Each 606.4803 Extra Long I -Beam Posts for Existing Cable Guide Railing Each 606.4805 I-Beam Posts for Existing Corrugated Beam Guide Railing Each 606.4807 Extra Long I -Beam Posts for Existing Corrugated Beam Guide Railing Each 606.4809 I-Beam Posts for Existing Box Beam Guide Railing Each 606.4811 Extra Long I -Beam Posts for Existing Box Beam Guide Railing Each 606.4813 I-Beam Posts for Existing Corrugated Beam Median Barrier Each 606.4815 I-Beam Posts for Existing Box Beam Median Barrier Each 606.4818 I-Beam posts for Existing HPBO (Mod.) Corrugated Beam Guide Railing Each 606.4820 Extra Long I -Beam Posts for Existing HPBO (Mod.)Corrugated Beam Guide Railing Each 606.4822 I-Beam Posts for Existing HPBO (Mod.) Corrugated Beam Median Barrier Each 606.4824 Extra Long I -Beam Posts for Existing HPBO (Mod.) Corrugated Beam Median Barrier Each 606.50 Resetting Cable Guide Railing Foot 606.5010 Resetting Cable Median Barrier Foot 606.5048 Resetting Cable Guide Railing (New Posts) Foot 606.5049 Resetting Cable Median Barrier (New Posts) Foot 606.51 Resetting Corrugated Beam Guide Railing Foot

606-5 12

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606.5148 Resetting Corrugated Beam Guide Railing (New Posts) Foot 606.52 Resetting Corrugated Beam Median Barrier Foot 606.5248 Resetting Corrugated Beam Median Barrier (New Posts) Foot 606.53 Resetting Box Beam Guide Railing Foot 606.5348 Resetting Box Beam Guide Railing (New Posts) Foot 606.54 Resetting Box Beam Median Barrier Foot 606.5448 Resetting Box Beam Median Barrier (New Posts) Foot 606.5501 Resetting HPBO Corrugated Beam Guide Railing (New 12 in. Blockouts) Foot 606.5601 Resetting HPBO Corrugated Beam Median Barrier (New 12 in. Blockouts) Foot 606.57 Resetting Precast Concrete Barrier Foot 606.5710 Resetting Precast Concrete Barrier - Half Section Foot 606.58 Resetting HPBO (Mod.) Corrugated Beam Guide Railing Foot 606.5801 Resetting HPBO (Mod.) Corrugated Beam Guide Railing (New Posts) Foot 606.5810 Resetting HPBO (Mod.) Corrugated Beam Median Barrier Foot 606.581001 Resetting HPBO (Mod.) Corrugated Beam Median Barrier (New Posts) Foot 606.5901 Resetting Anchorage Units for Cable Guide railing or Median Barrier Each 606.5910 Resetting Anchorage Units for Corrugated Beam Guide Railing or Median Barrier Each 606.5920 Resetting Box Beam Guide Rail Turned -Down Terminal Each 606.5921 Resetting Box Beam Guide Rail Energy -Absorbing Terminal Each 606.5930 Resetting Box Beam Median Barrier End Assembly --Type A Each 606.5931 Resetting Box Beam Median Barrier End Assembly --Type B Each 606.5941 Resetting Anchorage Units for HPBO (Mod.) Corrugated Beam Guide Railing Each 606.5946 Resetting Anchorage Units for HPBO (Mod.) Corrugated Beam Median Barrier Each 606.60 Removing and Storing Cable Guide Railing Foot 606.6010 Removing and Storing Cable Median Barrier Foot 606.61 Removing and Storing Corrugated Beam Guide Railing Foot 606.62 Removing and Storing Corrugated Beam Median Barrier Foot 606.63 Removing and Storing Box Beam Guide Railing Foot 606.64 Removing and Storing Box Beam Median Barrier Foot 606.65 Removing and Storing Precast Concrete Barrier Foot 606.6510 Removing and Storing Precast Concrete Barrier -Half Section Foot 606.66 Removing and Storing HPBO (Mod.) Corrugated Beam Guide Railing Foot 606.67 Removing and Storing HPBO (Mod.) Corrugated Beam Median Barrier Foot 606.6910 Removing and Storing Anchorage Units for Corrugated Beam Guide Railing and Median Barriers Each 606.6911 Removing and Storing Weak - and Heavy -Post Corrugated Beam Terminals Each 606.6920 Removing and Storing Box Beam Guide Railing End Assembly Each 606.6932 Removing and Storing Box Beam Median Barrier End Assembly -Type C Each 606.6941 Removing and Storing Anchorage Units for HPBO (Mod.) Corrugated Beam Guide Railing Each 606.6946 Removing and Storing Anchorage Units for HPBO(Mod) Corrugated Beam Median Barrier Each 606.70 Removing and Disposing Cable Guide Railing Foot 606.7010 Removing and Disposing Cable Median Barrier Foot 606.71 Removing and Disposing Corrugated Beam Guide Railing Foot 606.7101 Removing and Disposing HPBO (Mod.) Corrugated Beam Guide Railing Foot

606-5 12

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 606.72 Removing and Disposing Corrugated Beam Median Barrier Foot 606.7201 Removing and Disposing HPBO (Mod.) Corrugated Beam Median Barrier Foot 606.73 Removing and Disposing Box Beam Guide Railing Foot 606.74 Removing and Disposing Box Beam Median Barrier Foot 606.75 Removing and Disposing Concrete Barrier Foot 606.7510 Removing and Disposing Concrete Barrier -Half Section Foot 606.76 Removing and Disposing of Guide Posts, Guide Rail Posts, and Median Barrier Posts Each 606.79 Removing and Disposing Anchorage Units for Cable Guide railing or Median Barrier Each 606.7910 Removing and Disposing Anchorage Units for Corrugated Beam Guide Railing and Median Barrier Each 606.7911 Removing and Disposing Weak - and Heavy -Post Corrugated Beam Energy -Absorbing Terminals Each 606.7920 Removing and Disposing Box Beam Guide Rail Turned -Down Terminal Each 606.7921 Removing and Disposing Box Beam Energy -Absorbing Terminal Each 606.7930 Removing and Disposing Box Beam Median Barrier End Assembly -Type A Each 606.7931 Removing and Disposing Box Beam Median Barrier End Assembly --Type B Each 606.7932 Removing and Disposing Box Beam Median Barrier End Assembly -Type C Each 606.7941 Removing and Disposing Anchorage Units for HPBO(Mod) Corrugated Beam Guide Railing Each 606.7946 Removing and Disposing Anchorage Units for HPBO(Mod) Corrugated Beam Median Barrier Each 606.8101 Guide Rail Transition Weak -Post Corrugated Beam to Box Beam Guide Rail (One or Two Way Operation) Each 606.8201 Guide Rail Transition Box Beam to Weak -Post Corrugated Beam Guide Rail (One Way Only) Each 606.83 Guide Rail Transition Cable to Box Beam (One or Two Way Operation) Each 606.84 Guide Rail Transition Box Beam to Cable (One Way Only) Each 606.8401 Guide Rail Transition Box Beam to Mid -Tension Cable (One Way Only) Each 606.8501 Median Barrier Transition Weak -Post Corrugated Beam to Box Beam Each 606.86 Guide Rail Transition Corrugated Beam to Thrie Beam Each 606.8701 Corrugated Beam Guide Railing Transition Assembly Two Rail Steel Bridge Railing Each 606.8702 Corrugated Beam Guide Railing Transition Assembly Four Rail Steel Bridge Railing Each 606.8703 Corrugated Beam Guide Railing Transition Assembly Discontinuous Steel Bridge Railing Each 606.8704 Corrugated Beam Guide Railing Transition Assembly Concrete Parapets, or Concrete Barrier Each 606.8801 Transition from Box Beam Guide Rail to Jersey -shaped Concrete Barrier (One - or Two -Way Operation) Each 606.8802 Transition from Jersey -shaped Concrete Barrier to Box Beam Guide Rail (One Way - Trailing End of Barrier) Each 606.8803 Transition Between Box Beam Guide Rail and Single Slope Half Section Concrete Barrier (One or Two Way Operation) Each 606.8804 Transition Between Single Slope Half Section Concrete Barrier and Box Beam Guide Rail (One Way - Trailing End of Barrier) Each 606.8805 Transition Between Box Beam Median Barrier and

607-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Single Slope Concrete Median Barrier Each 606.880 6 Transition from Box Beam Guide Rail to Full -Section Single -Slope Concrete Barrier (One - or Two -Way Operation) Each 606.880 7 Transition from Full -Section Single -Slope Concrete Barrier to Box Beam Guide Rail (One Way - Trailing End of Barrier) Each 606.8901 Transition: HPBO (Mod.) Corrugated Guide Railing to Beam Box Beam Guide Railing Each 606.8902 Transition: HPBO (Mod.) Corrugated Beam Guide Railing to Weak Post Corrugated Beam Guide Railing Each 606.8903 Transition: HPBO (Mod.) Corrugated Beam Guide Railing to Single Slope Concrete Half Section Barrier Each 606.8904 Transition: HPBO (Mod.) Corrugated Beam Median Barrier to Beam Box Beam Median Barrier Each 606.8905 Transition: HPBO (Mod.) Corrugated Beam Median Barrier to Weak Post Corrugated Beam Median Barrier Each 606.8906 Transition: HPBO (Mod.) Corrugated Beam Median Barrier to Single Slope Concrete Median Barrier Each 606.9001 Transition between Standard (NJ) Concrete Barrier and Single -Slope Concrete Barrier Each 606.9002 Transition between Wide and Normal Single Slope Concrete Median Barrier Each 606.9003 Transition between Half -Section and Full -Section Single Each Slope Concrete Barrier (Left Pocket) 606.9004 Transition between Half -Section and Full -Section Single Each Slope Concrete Barrier (Right Pocket) SECTION 607 - FENCES

607-1 DESCRIPTION. This work shall consist of furnishing and erecting fencing and metal fence gates

of the type and size, and at the locations shown on the plans or as directed by the Engineer. Construction of fencing and gates shall be done in accordance with the specifications, the standard sheets, and the plans, and in reasonable close conformity with the lines and grades shown o n the plans or established by the Engineer.

607-1.01 Fence Types. The fence shall be designated as follows:

Optional Chain Link Fence Type I Optional Chain Link Fence Type II Vinyl Coated Chain Link Fence on Plastic Coated Frame Right -of-Way Fencing The options for Type I and Type II chain link fences shall be as follows: TYPE I Fabric Options Frame Options Coated Steel Fence Fabric Mischmetal Alloy Coating (95% Zinc 5% Aluminum - Mischmetal Alloy) (95% Zinc 5% Aluminum) Galvanized Steel Galvanized Steel Aluminum Combined Coating on Steel

607-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 Aluminum Coated Steel Aluminum Aluminum Coated Steel TYPE II Fabric Options Frame Options Coated Steel Fence Fabric Mischmetal Alloy Coating (95% Zinc 5% Aluminum - Mischmetal Alloy) (95% Zinc 5% Aluminum) Galvanized Steel Galvanized Steel Vinyl Coated Steel Combined Coating on Steel Aluminum Plastic on Steel Aluminum Coated Steel Aluminum Aluminum Coated Steel Fence gates for Type I and Type II optional fences shall be consistent with the fabric and frame option selected for the contract. Fence frame and fabric selected shall be consistent throughout the contract except where intermixing is permitted by the Engineer.

607-2 MATERIALS. Materials shall conform to the requirements specified in the following subsections

of Section 700 - Materials and Manufacturing : Zinc Chromate Primer 708-04 Aluminum Fence Fabric 710-01 Galvanized Steel Fence Fabric 710-02 Vinyl Coated Steel Fence Fabric 710-03 Aluminum Coated Steel Fence Fabric 710-04 Coated Steel Fence Fabric (95% Zinc 5% Aluminum -Mischmetal Alloy) 710-05 Steel and Iron Posts, Rails, Braces and Fittings for Chain -Link Fence 710-10 Aluminum Posts, Rails, Braces and Fittings for Chain -Link Fence 710-11 Plastic Coated Posts, Rails, Braces and Fittings for Chain -Link Fence 710-12 Right -of-Way Fencing 710-30

607-2.01 Portland Cement Concrete for Bases. Portland Cement concrete used for bases shall be Class

A or C conforming to the requirements of Section 501 Portland Cement Concrete --General except that requirements for automated batching shall not apply.

607-2.02 Right -of-Way Fencing. The Contractor has the option of using posts and braces fabricated

from either high carbon shapes of steel or pressure treated wood meeting the requirements of §710 -30 Right -of-Way Fencing.

607-2.03 Fence Gates. Fence gates for Right -of-Way Fencing shall Conform to the requirements for

Right -of-Way Fence Gates of §710 -30. Fence gates for Chain -Link Fence shall conform to the following:

A.Gate Frames. Frames shall be constructed of tubular members welded at all corners or assembled with corner fittings. Where corner fittings are used gates shall have 3/8 inch nominal diameter truss rods to prevent sag or twist. Gate leaves shall have vertical intermedia te bracing so that no vertical members are more than 8 feet apart. Gate leaves over 10 feet long shall have a horizontal brace or a

607-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 3/8 inch nominal diameter diagonal truss rod. Gate leaves over 16 feet shall have both a horizontal brace and a 3/8 inch nominal diameter truss rod.

B.Gate Fabric. Gate fabric shall conform to the requirements of the fabric used in the fence construction.

C.Gate Hinges. Hinges shall be weldable steel, cast steel or malleable iron 180° offset industrial type. The hinges shall not twist or turn under the action of the gate. The gates shall be capable of being opened and closed easily by one person. Hinges shall be galvani zed in accordance with §719 - 01 Type I.

D.Gate Latches. Latches, stops and keepers shall be provided for all gates. Latches shall have a plungerbar arranged to engage the center stop, except that single left gate openings with an opening of less than 10 feet may use a forked latch. Latches shall be arranged f or locking and the Contractor shall provide a lock with triplicate keys for each gate. Center stops shall consist of a device arranged to be set in concrete and to engage a plunger -bar of the latch of double leaf gates. No stop is required for single leaf gates. Keepers shall consist of a mechanical device for securing the free end of the gate when in the full open position.

607-3 Construction Details

607-3.01 General. The Contractor shall perform such clearing and grubbing as may be necessary to

construct the fence to the required grade and alignment. At locations where breaks in a run of fencing are required, or at intersections with existing fences, appropriate adjustment in post spacing shall be made to conform to the requirements for the type of closure indicated. When the plans require that the posts, braces, or anchors be embedded in concrete, the Contractor shall install temporary guys or braces as may be required to hold the posts in proper position until such time as the concrete has set sufficiently to hold t he posts. Unless otherwise permitted, no materials shall be installed on posts or strain placed on guys and bracing set in concrete until seven days have elapsed from the time of placing the concrete. All posts shall be set vertically and to the required grade and alignment. Cutting of the tops of the posts will be allowed only with the approval of the Engineer and under the Engineer's specified conditions. Wire or fencing of the size and type required shall be firmly attached to the posts and braces in the manner indicated. All wire shall be stretched taut and be installed to the required elevations. At each location where an electric transmission, distribution or secondary line crosses any of the types of fences covered by these specifications, the Contractor shall furnish and install a ground conforming to the requirements of Subsection 9 of the Nat ional Electric Safety Code. Fence shall generally follow the contour of the ground, with the bottom of fence fabric no less than 1 inchnor more than 6 inch from the ground surface. Grading shall be performed where necessary to provide a neat appearance. Line posts shall be spaced equidistant in the fence line at the spacing shown on the plans, standard sheets or as directed by the Engineer. End, corner, and intermediate posts shall be placed at the locations indicated on the plans, standard sheets or as directed by the Engineer, and shall be braced as shown on the plans or standard sheets. When chain link fence is on a long curve intermediate posts shall be evenly spaced so that the strain of the fence will not bend the line posts. All end, corner, and intermediate posts shall be set plumb in concrete bases of the depth and diameter shown on the plans or standard sheets. The Contractor shall have the option of setting the line posts in concrete bases or using methods of driving and anchoring specified by the fence manufacturer and approved by the Engineer.

607-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 The concrete bases shall be rough cast in the ground around the posts. The top surfaces shall be domed to shed water and provide a neat workmanlike appearance when completed. Extensions of up 45 minutes for the allowed time for pouring the concrete will b e permitted.

607-3.02 Chain -Link Fencing with Top Rail. Posts shall be set so they are equidistant with a maximum

of 10 foot centers. All top rails shall pass through the base of the post caps and shall form a continuous brace from end to end of each stretch of fence. Top rail lengths shall be joined with sleeve couplings with expansion sleeves provided at 100 foot intervals. Top rails shall be securely fastened to end posts by means of approved rail end connectors. Horizontal braces shall be provided at all intermediate posts, midway between the top rail and ground as shown on the plans or standard sheets. Diagonal truss rods shall be installed with the horizontal braces as indicated on the plans or standard sheets. Fence fabric shall be installed approximately 2 inch above the ground level and securely fastened along the bottom, and to all braces, top rails, line and pull posts, at the intervals indicated on the standard sheets by approved methods. The fabric shall be secured to all end, corner and gate posts with stretcher bars fastened to the posts, with stretcher bands spaced at a maximum of 14 inches and in a manner permitting adjustment of the fabric tension. If the Contractor elects the option of using one piece roll -formed sections, the fence fabric shall be integrally woven into the fabric loops on the end, corner, pull and gate posts. The fabric shall be attached to the top braces and line posts as shown o n the standard sheets.

607-3.03 Chain -Link Fencing with Top Tension Wire. The construction details specified in §607 -3.02

Chain Link Fencing with Top Rail shall apply with the following modifications:

A.Top tension wire shall be installed as shown on the plans, standard sheets, or as directed by the Engineer.

B.All posts shall be spaced equidistant in the fence line on a maximum of 8 foot centers.

C.Additional pull posts shall be placed at locations indicated on the plans or standard sheets. Brace assemblies shall be installed at each intermediate post as indicated on the plans or standard sheets.

607-3.04 Vinyl Coated Chain -Link Fencing on Plastic Coated Frame. The construction details

specified in §607 -3.02 Chain -Link Fencing with Top Rail or §607 -3.03 Chain -Link Fencing with Top Tension Wire shall apply with the following addition: If any of the resin clad material specified under this item has the protective resin coating damaged so its effectiveness to prevent corrosion of the base material is impaired, the Contractor shall repair such parts by applying one coat of an approved com pound of a color to match original material.

607-3.05 Aluminum Posts. Aluminum posts shall be set in accordance with requirements pertaining to

fence posts of §607 -3.01 General, and §607 -3.02 Chain -Link Fencing with Top Rail or §607 -3.03 Chain - Link Fencing with Top Tension Wire and with the following additional requirement : The portions of aluminum posts that will be in contact with the concrete bases shall be coated with Zinc Chromate Primer conforming to the requirements of §708 -04. The primer shall be thoroughly dry before setting of the post in the concrete.

607-3.06 Right -of-Way . Fencing posts shall be set plumb and firm to the satisfaction of the Engineer in

properly prepared post holes, as indicated on the plans or standard sheet. The concrete for post holes where required shall be placed in accordance with the requirements of §6 07-3.01 General.

607-3 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 All line posts of the type and size shown on the plans or standard sheets shall be placed equidistant in the fence line. Wood line posts shall be placed on a maximum of 15 foot centers and metal line posts shall be placed on a maximum of 10 foot centers. Intermediate posts and post assemblies, end posts, corner posts, approach spans, and bracing shall be as shown on the plans or standard sheets. The woven wire fencing shall be fastened to all steel line posts with at least 5 galvanized wire fasteners or clamps and to all steel end, intermediate and corner posts with aluminum wire not less than 5/32 inch diameter. The woven wire fencing shall be fastened to all wood posts with either 1 1/2 inch galvanized or aluminum staples. The top and bottom wires and every other in -between wires shall be stapled, alternating the stapling of the in -between wires on successive po sts.

607-3.07 Fence Gates. The Contractor shall construct metal fence gates of the type and size as indicated

on the plans or standard sheets, and in the location shown or ordered by the Engineer.

607-4 Method of Measurement

607-4.01 General. The quantity to be paid for all fencing exclusive of fence gates and fencing of the

types listed in subsequent subsections, will be the number of linear feet of chain -link fencing measured along the top of fencing, center to center of end posts, properly furnished and installed in accordance with the plans, specifications, standard sheets and directions of the Engineer. An allowance of 10 feet will be added for each end post, corner post and pull post installed in accordance with the plan s, specifications, standard sheets and directions of the Engineer.

607-4.02 Right -of-Way Fencing. Right -of-Way Fencing shall be measured as the number of feet along

the top of the fencing from center to center of the end posts, properly furnished and installed in accordance with the plans, specifications, standard sheets and directions of the Enginee r. An allowance of 20 feet will be added for each end post, corner post, intermediate post, and approach post installed in accordance with the plans, specifications, standard sheets and directions of the Engineer.

607-4.03 Fence Gates. Fence gates shall be measured as the number of complete gates furnished and

erected in accordance with the specifications, plans, standard sheets and directions of the Engineer.

607-5 Basis of Payment

607-5.01 General. The unit price bid per linear foot of fencing shall include the cost of furnishing all

labor, materials, tools and equipment necessary to satisfactorily complete the work.

607-5.02 Fence Gates. The unit price bid for each size gate shall cover the cost of furnishing all labor,

materials, tools and equipment necessary to satisfactorily complete the work and shall include all necessary clearing, grubbing, excavation and disposal, fill, concrete, gates, gate posts, lock, bracing and all other necessary materials. Payment will be made under: Item No. Item Pay Unit 607.051X Vinyl Coated Steel Chain -Link Fencing on Plastic Coated Frame with Top Rail Foot 607.052X Vinyl Coated Steel Chain -Link Fencing on Plastic Coated Frame with Top Tension Wire Foot 607.16xx Fence Gate with Vinyl Coated Steel Chain -Link Fencing on Plastic Coated Frame Each

608-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 607.19 Right -of Way Fencing Foot 607.20xx Right -of Way Fence Gates Each 607.30xx Optional Chain -Link Fence, Type I, with Top Rail Foot 607.31xx Optional Chain -Link Fence, Type I, with Top Tension Wire Foot 607.32xx Optional Chain -Link Fence, Type II, with Top Rail Foot 607.33xx Optional Chain -Link Fence, Type II with Top Tension Wire Foot 607.40xx Optional Fence Gates Each Refer to the Standard Contract Pay Item Catalog for full Item Number and full Description. SECTION 608 - SIDEWALKS, DRIVEWAYS, BICYCLE PATHS, AND VEGETATION CONTROL STRIPS (Last Revised January , 2023)

608-1 DESCRIPTION. This work shall consist of the construction of portland cement concrete or asphalt

sidewalks and driveways; asphalt bicycle paths and vegetation control strips; precast concrete paving, brick paving, grouted stone block paving, and detectable warnings on pedestrian facilities in accordance the contract documents and as directed by the Engineer.

608-2 MATERIALS. Provide materials meeting the requirements specified in the following subsections

of Section 700 - Materials and Manufacturing : Portland Cement 701-01 Bituminous Materials 702-00 Fine Aggregates 703-01 Coarse Aggregates 703-02 Mortar Sand 703-03 Cushion Sand 703-06 Concrete Sand 703-07 Mineral Filler 703-08 Brick Sidewalk and Driveway Pavers 704-08 Stone Blocks 704-09 Precast Concrete Driveway and Sidewalk Pavers 704-13 Caulking Compound for Structures 705-06 Premo lded Resilient Joint Filler 705-07 Masonry Mortar 705-21 Wire Fabric for Concrete Reinforcement 709-02 Fibers for Concrete Reinforcement 711-01 Membrane Curing Compound 711-05 Form Insulating Materials for Winter Concrete 711-07 Admixtures 711-08 Water 712-01 Surface -applied Detectable Warning Units 726-01 Embedded Detectable Warning Units 726-02

608-2.01 Portland Cement Concrete Sidewalks and Driveways.

A.Conventionally Formed Sidewalks and Driveways . Provide concrete meeting the requirements for Class D in accordance with Section 501 Portland Cement Concrete -General . Provide concrete that contains an ASTM Type A water -reducing admixture meeting the requirements of §711 -08 Admixtures and provides a minimum of 10% reduction of the design water content from the target mix design for Class D.

608-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 B. Machine Formed Sidewalks. Provide concrete meeting the requirements for Class J in accordance with Section 501 Portland Cement Concrete -General with the exception that the mix incorporates fibers for concrete reinforcement meeting the requirements of §711 -01 Fibers for Concrete Reinforcement .

C.Accelerated Cure Sidewalks and Driveways. Submit a concrete mix design that achieves a compressive strength of 2,000 psi in less than 24 hours to the Materials Bureau for approval a minimum of 14 days prior to starting the work. Supply test data indicating that the concrete mix will have a scaling rating of one or less when tested in accordance with ASTM C672.

D.Reinforcement. Provide welded wire fabric reinforcement made of W2.9 or W3 wire at 6 inch centers transversely and longitudinally meeting the requirements of §709 -02 Wire Fabric for Concrete Reinforcement . Provide fiber reinforcement meeting the requirements of §711 -01 Fibers for Concrete Reinforcement . Add fiber reinforcement during batching at a rate of 1.5 pounds of fibers per cubic yard of concrete, using a method approved by the Regional Materials Engineer. Batch a volume of concrete such that w hole standard size bags or packages of fibers are used. Indicate on each delivery ticket the amount of fibers added to the concrete.

608-2.02 Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips. Provide a 9.5

mixture for surface course or 19.0 mixture for any course below the surface designed for < 0.3 million ESALs and produced in accordance with Section 401 using coarse aggregate Type F9. Use a PG 64S -22 binder to produce the asphalt mixture . Alternate PG binder grades may be allowed with the approval of the Regional Materials Engineer. Do not use polyphosphoric acid (PPA) downstate to modify the PG binder properties for mixtures containing limestone, limestone as an aggregate blend component, limestone as a constituent in crushed gravel aggregate, or recycled asphalt pavement (RAP) that includes any limestone. Do not use PPA downstate as a cross -linking agent for polymer modification of mixtures containing limestone, limestone as an aggregate blend component, limestone as a constituent in crushed gravel aggregate, or recycled asphalt pavement (RAP) that includes any limestone. Downstate, as it relates to PG binder is defined as Orange, Putnam, Rockland, Westchester, Nassau, Suffolk Counties and the City of New York. Do not use polyphosphoric acid (PPA) upstate to modify the PG binder properties or as a cross -linking agent for polymer modification, regardless of the type of aggregate. Upstate is defined as all counties not designated as downstate.

608-2.03 Brick Paved Sidewalks and Driveways. Provide brick pavers meeting the requirements of §704 -

08 Brick Pavers , of the size, shape and color specified in the contract documents.

A.Sand Setting Bed. Provide sand for setting bed meet the requirements of §703 -06 Cushion Sand .

B.Mortar Setting Bed. Provide mortar for setting bed meeting the requirements of §705 -21 Masonry Mortar .

C.Bituminous Setting Bed. Provide asphalt mixture for bituminous setting bed consisting of PG 64S - 22 binder mixed with fine aggregate. Use PG binder meeting the requirements of Section 702 Bituminous Materials , Table 702 -1 Performance -Graded Binders for Paving . Use a minimum of 7.0% PGB by batch weight. Alternate PG binder grades may be allowed with the approval of the Regional Materials Engineer. Heat the mix in accordance with Standard Specification 404 . Provide neoprene -modified asphalt adhesive consisting of 2% neoprene, grade WM1, oxidized asphalt with an R & B softening point of 155°F minimum and a penetration of 80, and 10% asbestos - free fibers.

608-2 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 D. Sand -Cement Setting Bed. Provide sand -cement mixture for setting bed consisting of 1 part Portland Cement Type 2 and 6 parts Fine Aggregate, by volume.

608-2.04 Grouted Stone Block Paved Sidewalks and Driveways. Provide stone blocks meeting the

requirements of §704 -09 Stone Blocks of the size, shape and color specified in the contract documents.

A.Sand Setting Bed. Provide sand for setting bed meet the requirements of §703 -06 Cushion Sand .

B.Mortar Setting Bed. Provide mortar for setting bed meeting the requirements of §705 -21 Masonry Mortar .

C.Sand -Cement Setting Bed. Provide sand -cement mixture for setting bed consisting of 1 part Portland Cement Type 2 and 6 parts Fine Aggregate, by volume.

608-2.05 Precast Concrete Block Paved Sidewalks and Driveways. Provide precast concrete driveway

and sidewalk pavers meeting the requirements of §704 -13 Precast Concrete Driveway and Sidewalk Pavers of the size, shape and color specified in the contract documents. Provide granular setting bed material consisting of hard, durable; uncoated particles of soil or rock, free from lumps of clay and all deleterious substances in accordance with Table 608 -1 Granular Material Setting Bed Gradation . TABLE 608 -1 GRANULAR MATERIAL SETTING BED GRADATION Sieve Size Percent Passing by Weight 1/4 inch 100 # 10 50-85 # 40 20-45 # 200 3-10

608-2.06 Surface -Applied Detectable Warning Units. Provide surface -applied detectable warning units

meeting the requirements of §726 -01 Surface -applied Detectable Warning Units of the color specified in the contract documents. If no color is specified, the color must be an approximate visual match to the Red color of SAE Standard AMS -STD -595 #31350. Provide setting bed material and/or surface preparation materials in accordance with the manufacturer’s recommendations.

608-2.07 Embedded Detectable Warning Units. Provide embedded detectable warning units meeting the

requirements of §726 -02 Embedded Detectable Warning Units of the color specified in the contract documents. If no color is specified, the color must be an approximate visual match to the Red color of SA E Standard AMS -STD -595 #31350. Provide setting bed material and/or surface preparation materials in accordance with the manufacturer’s recommendations. Provide embedded detectable warning units meeting the requi rements of §726 -02 Embedded Detectable Warning Units of the color specified in the contract documents. Provide setting bed material and/or surface preparation materials in accordance with the manufacturer’s recommendations.

608-3 CONSTRUCTION DETAILS. Construct all pedestrian facilities in accordance with the

requirements of the Proposed Accessibility Guidelines for Pedestrian Facilities in the Public Right Of Way (PROWAG). Not all facilities can be designed to meet the current PROWAG design standards. Features that do not meet PROWAG requirements must be approved by the Department and noted as non standard features in the contract documents. Chapter 2 of the NYS DOT Highway Design Manual provides direction. For facilities that cannot meet the current PROWAG design standards, construct facilities to meet the standards to the greatest extent practicable. Install all work in accordance with the Standard Sheets and the lines and grades shown in the contract documents. Dimension s shown on the Standard Sheets are the

608-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 minimum values in order to be compliant with the PROWAG requirements and for acceptance of the work. Slopes shown on the Standard Sheets are maximum values for design and layout. Ensure constructed facilities do not have construction tolerances that result in work that does not meet the PROWAG requirements.

608-3.01 Portland Cement Concrete Sidewalks and Driveways. Install concrete sidewalks and

driveways in accordance with Section 501 Portland Cement Concrete - General and the contract documents. Start concrete placement operations when the ambient air temperature is 40°F or higher, when measured in the shade, within an accuracy of ± 2°F. Discontinue placement if the ambient air temperature falls below 40°F. Ensure th e surface temperature of the base material is 40°F or higher and that the surface does not have any snow, ice, frost, or standing water on it. Do not place concrete in the rain. Use insulating materials or heating equipment if necessary to prepare base material before placement begins. Form sidewalks and driveways conventionally or by machin e. Install a pr emolded resilient joint filler at all joints between sidewalk and curb, pavement, buildings, or other vertical surfaces, and at all transverse construction joints. Fill any transverse gaps from ½ inch to 1 inch in width with Caulking Compo und for Structures. Ensure workers installing pedestrian facilities are familiar with the requirements for those facilities under the Americans with Disabilities Act . Provide an American Concrete Institute (ACI) Certified Concrete Flatwork Technician to perform all finishing. When the contract includes 10 cubic yards or more of sidewalk and driveway concrete, provide an ACI Certified Concrete Flatwork Finisher to dir ectly supervise all finishing. Provide proof of ACI flatwork certification to the Engineer prior to concrete placement.

A.Conventionally Formed Sidewalks and Driveways. Use concrete forms free from warp and that extend to the full depth of the sidewalk or driveway. Ensure forms are secured so no displacement will occur during the placement of concrete. Use welded wire fabric or fiber reinforcement. At commercial driveways, use welded wire fabric for both the sidewalk and the driveway, additional fiber reinforcement will be allowed at the Contractor’s option. When using wire fabric for concrete reinforc ement, embed it at mid -depth in the slab. Place the concrete in one course to the full depth shown in the contract documents. Immediately after placement of the concrete, thoroughly compact the concrete with internal mechanical vibrating equipment. Use internal mechanical vibrators that are ade quately powered, capable of transmitting vibration to the concrete in frequencies of not less than 5,000 vibrations per minute while inserted in concrete and produce a vibration of sufficient intensity to consolidate the concrete into place without separat ion of the ingredients. Insert the vibrating element vertically into the concrete mass at a depth sufficient to vibrate the entire depth, and then withdraw it completely from the concrete before advancing to the next point of application. Vibrate at even ly spaced intervals not farther apart than the radius over which the vibration is visibly effective and at a distance close enough to the forms to effectively vibrate the surface concrete. Vibrate for a sufficient time duration to accomplish thorough consolidation and produce dense, smooth surfaces free from aggregate pockets, honeycombing, and air bubbles. Work the concrete into all angles and corners of the forms, however, avoid over -vibration. Continue vibration in one place until the concrete has bec ome uniformly plastic, but not to the extent that pools of laitance are formed. Supplement vibration by working or spading by hand in the corners and angles of forms and along form surfaces while the concrete is plastic. Do not use vibrators to push or distribute the concrete laterally. Use only hand screeding and finishing, do not use mechanical screeding or finishing equipment.

B.Machine Formed Sidewalks. Provide machine forming equipment consisting of a single self - propelled paver capable of placing, spreading, consolidating, screeding, and finishing the concrete such that hand finishing is kept to a minimum. Provide equipment guided by a reference syste m that ensures the pavement is placed to the specified line, grade, and cross section. Provide a paver equipped with

608-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 rigid side forms that laterally support the concrete and minimize edge slumping, a full -width finishing pan, and attached internal vibrators capable of consolidating the entire concrete placement. Apply the provisions of §569 -3.05 E. Central and Transit Mixed Concrete to maintain desired slump during the concrete placement. Use fiber reinforcement only, do not use welded wire fabric reinforcement. Make water additions at the point of deposition in accordance with §569 -3.05 E.

C.Accelerated Cure Sidewalks and Driveways. Use concrete forms free from warp and that extend to the full depth of the sidewalk or driveway. Ensure forms are secured so no displacement will occur during the placement of concrete. Use only conventional forming with welded wire fabric reinforcemen t embedded at mid -depth in the slab. Place the concrete in one course to the full depth shown in the contract documents. Immediately after placement of the concrete, thoroughly compact the concrete with internal mechanical vibrating equipment. Use internal mechanical vibrators that are ade quately powered, capable of transmitting vibration to the concrete in frequencies of not less than 5,000 vibrations per minute while inserted in concrete and produce a vibration of sufficient intensity to consolidate the concrete into place without separat ion of the ingredients. Insert the vibrating element vertically into the concrete mass at a depth sufficient to vibrate the entire depth, and then withdraw it completely from the concrete before advancing to the next point of application. Vibrate at even ly spaced intervals not farther apart than the radius over which the vibration is visibly effective and at a distance close enough to the forms to effectively vibrate the surface concrete. Vibrate for a sufficient time duration to accomplish thorough consolidation and produce dense, smooth surfaces free from aggregate pockets, honeycombing, and air bubbles. Work the concrete into all angles and corners of the forms, however, avoid over -vibration. Continue vibration in one place until the concrete has bec ome uniformly plastic, but not to the extent that pools of laitance are formed. Supplement vibration by working or spading by hand in the corners and angles of forms and along form surfaces while the concrete is plastic. Do not use vibrators to push or distribute the concrete laterally. Use only hand screeding and finishing, do not use mechanical screeding or finishing equipment. To reduce the time needed to reach the required opening compressive strength, cover the concrete with form insulating materials such that the concrete curing temperature reaches a minimum of 25°F above ambient air temperature. Secure the insulation tight to the concrete surface to prevent air intrusion beneath the insulation. Extend these materials a minimum of 12 inches beyond t he edge of the concrete to prevent air intrusion beneath the insulation. Apply external heat meeting the requirements of §555 -3.08C.2. Provision of External Heat to the concrete at the Contractor's option. Cast compressive strength cylinders for determining strength gain at the time of placement. Keep these cylinders insulated with the placement. Break cylinders at times requested by the Contractor until the minimum compressive strength of 2,000 psi is re ached. Submit requests for alternate means to determine concrete maturity by coordinating cylinder compressive strengths to concrete curing temperature a minimum of 60 days prior to placement for approval by the Director, Materials Bureau.

D.Finishing. Use only magnesium floats and finishing tools, do not use aluminum or steel. Finish the concrete to produce a smooth surface and then broom the surface to a uniform slip -resistant texture. Tool the edges and scored joints of all sidewalk slabs with an edging tool having a 1/4 inch radius. Score and tool the concrete surface at intervals of 5 feet, a minimum 1/8 inch to a maximum 1/4 inch in width, and to a minimum depth of one -third the total thickness.

E.Curing. Immediately after finishing, and not more than 30 minutes after concrete placement, apply a clear membrane curing compound that includes a fugitive dye at a rate of 1 gallon per 150 square feet. Do not apply curing compound in the rain. If rain damages the curing compound before it sets, reapply curing compound promptly after the concrete surface dries. Submit requests for alternate means to determine concrete maturity by coordinating cylinder compressive strengths to concrete curing temperature a minimum of 60 days prior to placement for

608-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 approval by the Director, Materials Bureau. If the ambient air temperature is expected to fall below 40°F anytime during the curing period, provide a supply of form insulating materials capable of maintaining a surface temperature of 55°F at the work site sufficient to cover all concrete placed. Cure all driveways and sidewalks at driveways for a minimum of 3 days prior to opening to vehicle traffic. Place form insulating materials as necessary to prevent the newly placed concrete from being exposed to ambient air temperatures at the concrete su rface below 36°F during the curing period. Secure and overlap the form insulating materials tight to the concrete surface extending a minimum of 12 inches beyond the edge of the concrete to prevent air intrusion beneath the insulation. Maintain form insu lating materials in place for the curing period. If the ambient air temperature falls below 40°F anytime during the curing period, cure conventionally formed sidewalks and driveways and machine formed sidewalks for a minimum of 6 days. If the concrete temperature falls b elow 32°F or the concrete is damaged by cold weather, remove and replace it at no additional cost to the State. Place 4 equally spaced recording surface thermometers between the concrete surface and the insulating material and 12 inch from the outside edge of concrete for each day’s placement. Do not subject the concrete to a temperature drop in excess of 50°F dur ing the first 24 hours after removing the insulation. If saw cutting is necessary, use diamond blade saws equipped with cutting guides, blade guards, water cooling systems, dust controls, and cut depth control capable of making straight cuts to the dimensions required.

608-3.02 Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips. Install asphalt

sidewalks, driveways, bicycle paths and vegetation control strips in accordance with the provisions Section 404 Asphalt Pavements , the Standard Sheets, and the contract documents. Place the number of courses and course thicknesses in accordance with Table 608 -2 Asphalt Pavement Course Thicknesses . Place vegetation control strips using a 9.5 mix with a minimum thickness of 3 inches in one course. Compact the asphalt mixture in accordance with the requirements of §40 4-3.07D. 80 Series Compaction Method . TABLE 608 -2 ASPHALT PAVEMENT COURSE THICKNESSES Thickness 9.5 Mix 12.5 Mix 19.0 Mix Minimum 1 ½ inches 2 inches 2 ½ inches Maximum 2 inches 2 ½ inches 4 inches NOTES:

1.For the 19.0 mixture, place a maximum thickness of 3 inches in one pass.

2.A course consists of one or more separate lifts of a asphalt mixture to attain the indicated thickness.

608-3.03 Brick Paved Sidewalks and Driveways. Install brick pavers to the lines and grades and in the

pattern shown in the contract documents to provide a uniform, even surface. Ensure joints between bricks are hand tight. Do not install or grout brick pavers in freezing weather. After installation, sweep a dry mixture of masonry mortar over the brick pavers until the joints are completely filled, and then lightly wet the joints with water. Clean brick pavers of excess mortar, and finish joints prior to th e mortar setting up. Keep brick paving moist for 4 days after filling the joints with mortar. After the 4 day curing period, remove remaining mortar film using a light acid wash (10% solution of hydrochloric or muriatic acid) followed by flushing clean wit h water or as approved by the Engineer. Avoid the use of acid in areas where runoff could damage trees or other vegetation.

A.Brick Paved Sidewalks and Driveways (Sand Setting Bed). Lay brick pavers in a properly compacted 2 inch bed of cushion sand over the subbase or subgrade. When used over tree pits, install bricks pavers in a 3 inch bed of cushion sand. After installation, sweep dry cushion sand over the brick pavers until the joints are completely filled. Do not use mortar to seal brick paver joints in tree pits.

608-3 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 B. Brick Paved Sidewalks and Driveways (Mortar Setting Bed). Lay brick pavers in a mortar setting bed, a minimum of 1 inch thick over the concrete or bituminous subbase.

C.Brick Paved Sidewalks and Driveways (Bituminous Setting Bed). Lay brick pavers in a 3/4 inch thick bituminous setting bed, over a concrete or bituminous subbase. Apply a coating of neoprene - modified asphalt adhesive by mopping, squeegeeing or troweling over the top surface of the bituminous setting bed to bond the bricks to the setting bed.

D.Brick Paved Sidewalks and Driveways (Sand -Cement Setting Bed). Lay brick pavers on a 2 inch thick setting bed of sand -cement over the subbase. Place the sand -cement setting bed not more than 4 hours prior to installing the brick pavers.

E.Brick Paved Sidewalks and Driveways (Optional Concrete Setting Bed). Install brick paver sidewalks and driveways using one of the following methods, at the Contractor's option:

1.Lay bricks on a setting bed of portland cement concrete while it is still fresh and firmly position bricks to provide a solid bedding under each brick.

2.Lay bricks in accordance with B. Brick Paved Sidewalks and Driveways (Mortar Setting Bed) .

608-3.04 Grouted Stone Block Paved Sidewalks and Driveways. Install grouted stone blocks in the

pattern shown in the contract documents to provide a uniform, even surface. Ensure joints between blocks are a maximum of 1 -1/4 inch. Do not lay or grout blocks in freezing weather. After installation, sweep a dry mi xture of masonry mortar over the stone blocks until the joints are completely filled and then lightly wet the joints with water. Clean stone blocks of excess mortar, and finish joints prior to the mortar setting up. Keep grouted stone block paving moist fo r 4 days after filling the joints with mortar. After the four day curing period, remove remaining mortar film using a light acid wash (10% ± solution of hydrochloric or muriatic acid) followed by flushing clean with water, or as approved by the Engineer. Avoid the use of acid in areas where runoff could damage trees or other vegetation.

A.Grouted Stone Block Paved Sidewalks and Driveways (Sand Setting Bed). Lay blocks in a bed of cushion sand, 3 inch thick over the subbase or subgrade. When used over tree pits, install stone blocks in a 1 inch bed of cushion sand. After placement of blocks, sweep dry cushion sand over the stone blocks until the joints are completely filled. Do not use mortar to seal stone block joints in tree pits.

B.Grouted Stone Block Paved Sidewalks and Driveways (Mortar Setting Bed). Lay stone blocks in a mortar setting bed, a minimum of 1 inch thick over the concrete or bituminous subbase.

C.Grouted Stone Block Paved Sidewalks and Driveways (Sand -Cement Setting Bed). Lay stone blocks on a 2 inch thick setting bed of sand -cement over the subbase. Place the sand -cement setting bed not more than 4 hours prior to installing the block paving.

D.Grouted Stone Block Paved Sidewalks and Driveways (Optional Concrete Setting Bed). Install grouted stone block paved sidewalks and driveways using one of the following methods, at the Contractor's option:

1.Lay stone blocks on a bed of portland cement concrete as specified in the contract documents while it is still fresh and firmly position blocks to provide a solid bedding under each block.

608-3 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 2. Lay stone blocks in accordance with B. Grouted Stone Block Paved Sidewalks and Driveways (Mortar Setting Bed) .

608-3.05 Precast Concrete Block Paved Sidewalks and Driveways. Install precast concrete driveway

and sidewalk pavers, in the pattern shown in the contract documents to provide a uniform, even surface. Lay blocks on a setting bed not to exceed 2 inches of uniformly compacted material placed over the specified subbas e. Install the pavers in accordance with the manufacturer's recommended procedures. Ensure joints are hand tight unless otherwise specified. Do not lay pavers in freezing weather. After the pavers are in place, sweep sand joint filler over the pavers until the joints are completely filled.

608-3.06 Surface -Applied Detectable Warning Units. Install surface -applied detectable warning units

on existing curb ramps in accordance with the contract documents and the manufacturer’s recommendations for environmental conditions, surface preparation, installation procedures, curing procedures, and mate rials compatibility. If no color is specified in the contract documents, the color must be an approximate visual match to the Red color of SAE Standard AMS -STD -595 #31350. Ensure the detectable warning un its provide the required contrast, light -on-dark or dark -on-light, with the adjacent sidewalk or ramp.

608-3.07 Embedded Detectable Warning Units. Install embedded detectable warning units in plastic

concrete, directly on existing subbase prior to placing concrete, or inlaid on prepared concrete surfaces in accordance with the contract documents and as directed by the manufacturer. If no color is specified in the contract documents, the color must be an approximate visual m atch to the Red color of SAE Standard AMS - STD -595 #31350. Ensure the detectable warning units provide the required contrast, light -on-dark or dark - on-light, with the adjacent sidewalk or ramp. Follow all applicable manufacturers' recommendations for enviro nmental conditions, surface preparation, installation procedures, curing procedures, and materials compatibility.

608-4 Method of Measurement

608-4.01 Portland Cement Concrete Sidewalks and Driveways. The quantity to be measured for

payment will be in cubic yards to the nearest 0.1 cubic yard of concrete installed.

608-4.02 Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips. The quantity to

be measured for payment will be in tons to the nearest 0.01 tons of asphalt installed. The asphalt produced for these types of applications is considered certified material in accordance with Materials Procedure (MP) 401. A Quality Adjustment Factor (QAF) of 1.00 will be assigned to Material meeting the specification requirement as certified by the Qua lity Control Technician (QCT). A QAF of 0.85 will be assi gned to material that fails to meet the specification as tested by the Quality Assurance Technician (QAT). Quality Units will be determined when there is a disincentive and will be calculated as per §40 4-4, Method of Measurement.

608-4.03 Brick Paved Sidewalks and Driveways. The quantity to be measured for payment will be in

square yards to the nearest 0.1 square yard of brick paving installed.

608-4.04 Grouted Stone Block Paved Sidewalks and Driveways. The quantity to be measured for

payment will be in square yards to the nearest 0.1 square yard of stone block paving installed.

608-4.05 Precast Concrete Block Paved Sidewalks and Driveways. The quantity to be measured for

payment will be in square yards to the nearest 0.1 square yard of precast concrete paving installed.

608-4.06 Surface -Applied Detectable Warning Units. The quantity to be measured for payment will be

in square yards to the nearest 0.1 square yard of surface -applied detectable warning units installed.

608-4 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 608-4.07 Embedded Detectable Warning Units. The quantity to be measured for payment will be in square yards to the nearest 0.1 square yard of embedded detectable warning units installed.

608-5 Basis of Payment

608-5.01 Portland Cement Concrete Sidewalks and Driveways. The unit price bid for concrete

sidewalks and driveways shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work, including preparing the subgrade, saw cutting and wire fabric reinforcement. Excavation and subbase course will be paid for separately.

608-5.02 Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips. The unit price

bid for asphalt sidewalks, driveways and paths shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work, including preparing the subgrade, milling, cleaning surfaces, tack coat, saw cut, truing and leveling co urses. Excavation and subbase course will be paid for separately. Payment adjustments will be made when there is a disincentive based on the Quality Units multiplied by the fixed index price for asphalt items listed in the contract documents for the quantit y placed on the day the Quality Adjustment Factor represent.

608-5.03 Brick Paved Sidewalks and Driveways. The price bid for brick paved sidewalks and driveways

shall include the cost of furnishing all labor, materials and equipment necessary to satisfactorily complete the work, including setting bed material. Excavation and subbase course will be paid for s eparately.

608-5.04 Grouted Stone Block Paved Sidewalks and Driveways. The unit bid for grouted stone block

paved sidewalks and driveways shall include the cost of furnishing all labor, materials and equipment necessary to satisfactorily complete the work, including setting bed material. Excavation and subbase course will be paid for separately.

608-5.05 Precast Concrete Block Paved Sidewalks and Driveways. The unit price bid for precast

concrete block paved sidewalks and driveways shall include the cost of all labor, materials and equipment necessary to satisfactorily complete the work, including setting bed material. Excavation and subbase course will be paid for separately.

608-5.06 Surface -Applied Detectable Warning Units. The unit price bid for surface -applied detectable

warning units shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work, including surface preparation.

608-5.07 Embedded Detectable Warning Units. The unit price bid for embedded detectable warning units

shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work, including bedding material. No adjustment will be made for concrete removed t o accommodate embedded units. Payment will be made under: Item No. Item Pay Unit 608.0101 Concrete Sidewalks and Driveways Cubic Yard 608.0102 Accelerated Cure Sidewalks and Driveways Cubic Yard 608.020102 Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips Ton 608.000013 Plant Production Quality Adjustment to Asphalt Sidewalks, Driveways, Bicycle Paths, and Vegetation Control Strips Quality Unit 608.03 Brick Paved Sidewalks and Driveways (Sand Setting Bed) Square Yard 608.04 Brick Paved Sidewalks and Driveways (Mortar Setting Bed) Square Yard

609-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Section 600 STANDARD SPECIFICATIONS (USC) January 1, 202 4 VOLUME 3 608.05 Brick Paved Sidewalks and Driveways (Bituminous Setting Bed) Square Yard 608.06 Brick Paved Sidewalks and Driveways (Sand -Cement Setting Bed) Square Yard 608.07 Brick Paved Sidewalks and Driveways (Optional Concrete Setting Bed) Square Yard 608.08 Grouted Stone Block Paved Sidewalks and Driveways (Sand Setting Bed) Square Yard 608.09 Grouted Stone Block Paved Sidewalks and Driveways (Mortar Setting Bed) Square Yard 608.10 Grouted Stone Block Paved Sidewalks and Driveways (Sand -Cement Setting Bed) Square Yard 608.11 Grouted Stone Block Paved Sidewalks and Driveways (Optional Concrete Setting Bed) Square Yard 608.12 Precast Concrete Block Paved Sidewalks and Driveways (Granular Material Setting Bed) Square Yard 608.20 Surface -Applied Detectable Warning Units Square Yard 608.21 Embedded Detectable Warning Units Square Yard SECTION 609 - CURB AND CURB & GUTTER (Last Revised January , 2022)

609-1 DESCRIPTION. Construct and place curb, and curb & gutter, and/or reset curb as indicated in

the Contract Documents or established by the Engineer.

609-2 MATERIALS. The materials shall meet the requirements of the following subsections of Section

700 - Materials and Manufacturing. Portland Cement, Type II 701-01 Concrete Repair Material 701-04 Concrete Grouting Material 701-05 Anchoring Material - Chemically Curing 701-07 Concrete Repair Material - High Early Strength 701-12 Coarse Aggregate 703-02 Concrete Sand 703-07 Premolded Resilient Joint Filler 705-07 Masonry Mortar 705-21 Stone Curb Anchor Bars 709-07 Quilted Covers (for Curing) 711-02 Plastic Coated Fiber Blankets (for Curing) 711-03 Polyethylene Curing Covers (White Opaque) 711-04 Membrane Curing Compound 711-05 Stone Curb 714-01 Precast Concrete Curb 714-04

609-2.01 (Vacant)

609-2.02 Concrete for Cast -in-Place Concrete Curb and Curb & Gutter.

A.Conventionally Formed Curb and Curb & Gutter. Provide concrete meeting the requirements for Class D in accordance with Section 501 Portland Cement Concrete -General . Provide concrete that contains an ASTM Type A water -reducing admixture meeting the requirements of §711 -08

Source: New York Standard Specifications, 2024 Edition. Pages 474–537 of 1,264.

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606 GUIDE RAILING, MEDIAN BARRIER, AND CONCRETE BARRIER

610 GROUND VEGETATION - PREPARATION, ESTABLISHMENT