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Earthwork & Related (200-299)

212ROCK SLOPE REINFORCEMENT AND CATCHMENT SYSTEMS

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TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Contents Section 200 ................................ ................................ ................................ ................ 4 EARTHWORK ................................ ................................ ................................ ........ 4 SECTION 201 - CLEARING AND GRUBBING ................................ ........................... 4 SECTION 202 - DEMOLITION OF BUILDINGS AND STRUCTURES ....................... 7 SECTION 203 - EXCAVATION AND EMBANKMENT ................................ ............ 18 SECTION 204 - FLOWABLE FILL ................................ ................................ ........... 43 SECTION 205 - CONTAMINATED SOIL ................................ ................................ .. 46 SECTION 206 - TRENCH, CULVERT AND STRUCTURE EXCAVATION .............. 56 SECTION 207 - GEOSYNTHETICS ................................ ................................ .......... 60 SECTION 208 - STORMWATER MANAGEMENT PRACTICES ............................. 63 SECTION 209 - SOIL EROSION AND SEDIMENT CONTROL ................................ 67 SECTION 210 - REMOVAL AND DISPOSAL OF ASBESTOS -CONTAINING MATERIAL (BUILDINGS, BRIDGES AND HIGHWAYS) ................................ ........ 82 SECTION 211 - INTERNALLY STABILIZED CUT STRUCTURES ......................... 86 SECTION 212 – ROCK SLOPE REINFORCEMENT AND CATCHMENT SYSTEMS ................................ ................................ ................................ ................................ . 106 SECTIONS 213 THRU 299 (VACANT) ................................ ................................ .... 118 Section 300 ................................ ................................ ................................ ............ 119 BASES AND SUBBASES ................................ ................................ .................... 119 SECTION 301 (VACANT) ................................ ................................ ........................ 119 SECTION 302 - BITUMINOUS STABILIZED COURSE ................................ ......... 119 SECTION 303 (VACANT) ................................ ................................ ........................ 123 SECTION 304 - SUBBASE COURSE ................................ ................................ ....... 123 SECTIONS 305 AND 306 (VACANT) ................................ ................................ ....... 125 SECTION 307 - HYDRATED LIME STABILIZED SUBGRADE ............................. 125 SECTION 308 - SOIL CEMENT COURSE ................................ .............................. 129 SECTIONS 309 THRU 399 (VACANT) ................................ ................................ .... 132 Section 400 ................................ ................................ ................................ ............ 133 ASPHALT MIXTURE AND PAVEMENT ................................ ....................... 133 SECTION 401 - PLANT PRODUCTION ................................ ................................ .. 133 SECTION 402 - VACANT ................................ ................................ ........................ 138 SECTION 403 - VACANT ................................ ................................ ........................ 138 SECTION 404 - ASPHALT PAVEMENTS ................................ ............................... 138 SECTION 405 - COLD MIX BITUMINOUS PAVEMENT (OPEN GRADED) ......... 158 SECTION 406 ASPHALT PAVEMENT WITH POLYMER FIBERS ...................... 160 SECTION 407 - TACK COAT ................................ ................................ .................. 161 SECTIONS 408 AND 409 (VACANT) ................................ ................................ ....... 162 SECTION 410 – CHIP SEAL ................................ ................................ ................... 162 SECTION 411 - STABILIZED GRAVEL SURFACE COURSE ................................ 169 SECTION 412 - CRACK SEALING ASPHALT PAVEMENTS ................................ 171 SECTION 413 - MICRO -SURFACING ................................ ................................ .... 171 TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 414 - QUICK -SET SLURRY ................................ ................................ .... 171 SECTION 415 - PAVER PLACED SURFACE TREATMENT ................................ .. 172 SECTION 416 - COLD RECYCLING ................................ ................................ ...... 172 SECTION 417 – ASPHALT PAVEMENT USING RECYCLING TREATMENTS .... 172 SECTION 418 – ASPHALT PAVEMENT JOINT ADHESIVE ................................ . 179 SECTION 419 - FOG SEAL ................................ ................................ ..................... 181 SECTION 420 - POROUS ASPHALT PAVEMENT ................................ ................. 181 SECTION 421 STONE MATRIX ASPHALT (SMA) PAVEMENTS ......................... 181 SECTIONS 422 THRU 489 - (VACANT) ................................ ................................ .. 181 SECTION 490 - COLD MILLING ................................ ................................ ............ 182 SECTIONS 491 THRU 499 (VACANT) ................................ ................................ .... 183 Section 500 ................................ ................................ ................................ ............ 184 PORTLAND CEMENT CONCRETE ................................ ............................... 184 SECTION 501 - PORTLAND CEMENT CONCRETE - GENERAL ......................... 184 SECTION 502 - PORTLAND CEMENT CONCRETE PAVEMENT ........................ 205 SECTION 503 - PORTLAND CEMENT CONCRETE FOUNDATION FOR PAVEMENT ................................ ................................ ................................ ............ 222 SECTION 504 VACANT ................................ ................................ .......................... 224 SECTION 505 – DIAMOND GRINDING ................................ ................................ . 224 SECTIONS 506 THRU 549 (VACANT) ................................ ................................ .... 227 STRUCTURES ................................ ................................ ................................ .....228 SECTION 551 - DEEP FOUNDATION INSTALLATION AND TESTING ............... 228 SECTION 552 - EXTERNALLY STABILIZED CUT STRUCTURES ...................... 256 SECTION 553 - COFFERDAMS AND WATERWAY DIVERSION STRUCTURES 263 SECTION 554 - FILL TYPE RETAINING WALLS ................................ ................. 266 SECTION 555 - STRUCTURAL CONCRETE ................................ ......................... 292 SECTION 556 - REINFORCING STEEL FOR CONCRETE STRUCTURES ........... 307 SECTION 557 - SUPERSTRUCTURE SLABS, SIDEWALKS ON BRIDGES, AND STRUCTURAL APPROACH SLABS ................................ ................................ ....... 312 SECTION 558 - LONGITUDINAL SAWCUT GROOVING OF STRUCTURAL SLAB SURFACE ................................ ................................ ................................ ................ 330 SECTION 559 - PROTECTIVE COATINGS FOR STRUCTURAL CONCRETE ..... 331 SECTION 560 - MASONRY ................................ ................................ ..................... 334 SECTION 561 (VACANT) ................................ ................................ ........................ 342 SECTION 562 - REINFORCED CONCRETE THREE -SIDED STRUCTURES ........ 342 SECTION 563 - PRESTRESSED CONCRETE UNITS (STRUCTURAL) ................. 345 SECTION 564 - STRUCTURAL STEEL ................................ ................................ .. 346 SECTION 565 - BRIDGE BEARINGS ................................ ................................ ...... 349 SECTION 566 - MODULAR EXPANSION JOINT SYSTEMS ................................ . 357 SECTION 567 - BRIDGE JOINT ................................ ................................ ............. 361 SECTION 568 - BRIDGE RAILING ................................ ................................ ......... 370 SECTION 569 - PERMANENT CONCRETE TRAFFIC BARRIER FOR STRUCTURES ................................ ................................ ................................ ......... 373 SECTION 570 - PAINT REMOVAL OPERATIONS ................................ ................ 381 SECTION 571 - DISPOSAL OF PAINT REMOVAL WASTE ................................ .. 393 SECTION 572 - STRUCTURAL STEEL PAINTING: SHOP APPLIED ................... 399 TABLE OF CONTENTS NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 573 - STRUCTURAL STEEL PAINTING: FIELD APPLIED - TOTAL REMOVAL ................................ ................................ ................................ .............. 406 SECTION 574 - STRUCTURAL STEEL PAINTING: OVERCOATING AND LOCALIZED ................................ ................................ ................................ ........... 413 SECTION 575 (VACANT) ................................ ................................ ........................ 421 SECTION 576 - BRIDGE DRAINAGE SYSTEM ................................ ..................... 421 SECTION 577 (VACANT) ................................ ................................ ........................ 424 SECTION 578 - BONDED CONCRETE OVERLAY FOR STRUCTURAL SLABS .. 424 SECTION 579 - STRUCTURAL SLAB RECONSTRUCTION PREPARATION ...... 426 SECTION 580 - REMOVAL OF STRUCTURAL CONCRETE ................................ 430 SECTION 581 - REMOVAL OF BRIDGE OVERLAYS ................................ ........... 431 SECTION 582 - REMOVAL AND REPLACEMENT OF STRUCTURAL CONCRETE ................................ ................................ ................................ ................................ . 432 SECTION 583 - SHOTCRETE ................................ ................................ ................. 436 SECTION 584 - SPECIALIZED OVERLAYS FOR STRUCTURAL SLABS ............ 441 SECTION 585 - STRUCTURAL LIFTING OPERATIONS ................................ ...... 447 SECTION 586 - MISCELLANEOUS STRUCTURAL RECONSTRUCTION ........... 451 SECTION 587 - BRIDGE RAILING RECONSTRUCTION ................................ ..... 455 SECTION 588 - BRIDGE JOINT REHABILITATION ................................ ............ 458 SECTION 589 - REMOVAL OF STRUCTURAL STEEL ................................ ......... 458 SECTION 590 - ADJUSTMENT OF BRIDGE APPURTENANCES ......................... 460 SECTIONS 591 THRU 593 (VACANT) ................................ ................................ .... 461 SECTION 594 - TIMBER AND LUMBER ................................ ................................ 461 SECTION 595 - WATERPROOFING SYSTEMS FOR STRUCTURES .................... 463 SECTION 596 - OPEN STEEL FLOOR ................................ ................................ ... 463 SECTION 597 - TIMBER BRIDGE RAILING AND TRANSITIONS ....................... 464 SECTIONS 598 AND 599 (VACANT) ................................ ................................ ....... 467

201-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Section 200 EARTHWORK SECTION 201 - CLEARING AND GRUBBING

201-1 Description .

201-1.01 General. This work shall consist of clearing, grubbing, removing and disposing of all trees,

brush, stumps, fences, debris, and miscellaneous structures not covered under other contract items within the construction area and such other areas as specified or directed. The Contractor shall clear such additional areas within the limits of the right -of-way and easement lines as specified or directed.

201-1.02 No Burning Requirement. Materials generated by the work, including construction and

demolition debris, shall not be disposed of by burning on or off the site. Off site burning in a permitted solid waste incinerator or in another lawful manner as refuse derived fuel will be per mitted.

201-2 MATERIALS (Not specified)

201-3 Construction Details .

201-3.01 Limits of Work Areas. The Engineer will establish the limits of areas to be cleared and

grubbed, to be cleared but not grubbed, or areas, objects or features that are designated to remain undisturbed. In general, the work areas shall include the road section, stream channels, ditches, temporary approaches to bridges, detours and other areas as shown in the contract documents or directed by the Engineer. The Engineer will designate fences, structures, debris, trees and brush to be cleared where grubbing is not required. Clearing beyond the areas of construction shall be done only where specified or directed.

201-3.02 Clearing and Grubbing. During the life of the contract the Engineer may order the clearing of

any trees within the R.O.W. that the Engineer determines to be hazardous or dead and unsightly. The Contractor shall carefully prune all branches of trees less than 16 feet above any part of the roadway and all branches which have been broken or injured during construction. The work shall be done as specified under §614 -3.01A Equipment and B. Pruning. Whenever trees are felled or trimmed on/or adjacent to highways, all wood shall be immediately removed from the roadway or any area that would present a hazard to traffic. Grubbed stumps shall be moved immediately at least 30 feet from the edge of pavement. No trees, tree trunks, stumps or other debris shall be felled, sidecast or placed outside the limits of the road section. No grubbing will be required beneath the embankment where the finished grade will be 6 feet or more above the original ground surfac e unless otherwise specified in the contract documents. Where trees or existing stumps are cleared and grubbing is not required, the tree trunk or existing stump shall be cut off not more than 6 inches above the original ground surface unless otherwise approved. Exposed stumps not required to be removed , but which are within 30 feet of the edge of the pavement or are in a built -up area , shall be

201-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 chipped out to a depth of not less than 6 inches below the finished grade and the holes backfilled if directed by the Engineer. This work shall be completed within one week after start of work on the tree.

201-3.03 Disposal .

A.General. All wood including grubbed stumps shall be removed from the contract site or otherwise disposed of.

B.Methods of Disposal of Wood and Brush.

1.Disposal (No Burning). All wood and brush shall be disposed of within fifteen (15) days after cutting or felling unless otherwise approved. No burning of land clearing materials that result from the clearing and grubbing operations, except in a permitted solid waste incinerator or as refuse derived fuel, will be permitted. The Contractor will have the following options or combination of options for disposal of this material:

a.The Contractor shall make every effort to salvage marketable timber as specified in paragraph B4 of this subsection.

b.When permitted by a note in the contract documents, disposable material may be placed at locations approved by the Engineer within the right -of-way but outside of the embankment area. When permitted by a note in the contract documents, disposable material may be placed in the embankment side slope area. The contract documents will define the embankment side slope area and the procedures for the concurrent construction of the embankment and disposal section. This type of disposal will require certain preparatory work. Preparation for direct burial of woody materials shall consist of cutting main trunks and limbs and chipping smaller limbs, branches, foliage and brush. Under conditions when disposal space and e arth cover are limited in size and quantity, stumps will have to be ranked in size and placed in layers so as to make best use of the space available and the quantity of materials to be buried.

c.The Contractor may bury disposable material off the right -of-way at locations obtained by the Contractor at no expense to the State. Such locations are to be approved in writing by the Engineer. The disposal work will require the same preparatory work as stated in option b. above except that the Engineer may waive such requirements for miscellaneous work which may be accommodated in a satisfactory manner by other methods. The disposal area is to be covered with earth as hereinafter specified.

d.The Contractor may reduce all woody materials to chips and dispose of the chips as specified in paragraph B2 of this subsection.

e.The material may be sent to a refuse derived fuel processing facility or to other processing facility for eventual beneficial re -use as fuel or for other lawful re -use. Under no circumstances is disposal to be made in swamp or wet lands. When the disposal area is within the embankment section or is formed by flattening the embankment slopes, the elevation of the normal embankment construction shall always equal or exceed that of the disposal area. There is to be absolutely no end dumping of disposable material over the sides of the embankment. All disposal areas are to be finally covered with a minimum of 2 feet of earth and graded to drain properly.

201-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Chipping. Wood may be reduced to chips by the use of an approved chipping machine or stump grinder. Chips shall be 1/2 inch maximum thickness or of other approved thicknesses. Chips resulting therefrom may be disposed of by being stockpiled and used as mulch for planting, by distribution on the ground surface in wooded areas within the right -of-way as approved by the Engineer, or by disposal at a location off the contract site satisfactory to the Engineer.

3.Burying. No tree trunks, stumps or other debris shall be buried inside the right -of-way limits without the written approval of the Engineer. Disposal areas outside the right -of-way limits shall be approved in writing by the Engineer and shall be acquired by the Co ntractor at no expense to the State.

4.Salvage of Marketable Timber. In the interest of conservation, the Contractor shall make every effort possible to salvage marketable timber produced as a result of clearing operations, provided the amount of timber is great enough to make the hauling practical. In general, marketable timber is construed to mean logs 8 to 16 feet in length, plus appropriate trimming allowance, having a diameter inside the bark, at the small end, of approximately 10 inches . In the event that the Contractor is not successful i n salvaging marketable timber, the Contractor shall advise the Engineer, in writing, of the efforts to salvage and indicate the reason why the timber could not be salvaged. Any wood that is cut up in firewood lengths or other marketable lengths may be neatly piled adjacent to the right -of-way in an area provided by the Contractor for periods in excess of one week but shall be removed prior to completion of the contract.

201-4 Method of Measurement .

201-4.01 Per Acre . Payment for Clearing and Grubbing will be made at the unit price bid per acre

computed to the nearest one tenth acre .

201-4.02 Per Lump Sum. Payment for Clearing and Grubbing will be made on a lump sum basis for

work satisfactorily completed. Monthly payments will be made in proportion to the amount of work done as determined by the Engineer.

201-4.03 Borrow Areas. Borrow pits or other pit areas from which material is secured shall not be

included for measurement of clearing and grubbing.

201-5 Basis of Payment .

201-5.01 Clearing and Grubbing. Payment will be made at the contract price to furnish all materials,

labor and equipment necessary to satisfactorily complete the work as specified. No separate payment will be made for any excavation, backfill or earth cover necessary to complete the wo rk of disposal outside the embankment area nor for the work in handling, storing, rehandling and hauling of disposable material within or outside the right -of-way. Payment will be made under: Item No. Item PayUnit 201.06 Clearing and Grubbing Lump Sum 201.07 Clearing and Grubbing Acre

202-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 202 - DEMOLITION OF BUILDINGS AND STRUCTURES (Last Revised May , 2022)

202-1 DESCRIPTION. This work shall consist of the demolition, removal and disposal of existing

buildings; and the demolition, removal and disposal of existing bridge structures, removal and disposal of steel supported and concrete superstructure supported structural slabs (with and without shear connectors), in accordance with the contract documents, or as directed by the Engineer.

202-2 MATERIALS. Not specified.

202-3 Construction Details .

202-3.01 General. The Contractor shall conduct all demolition and removal operations in accordance

with the contract documents and local building codes. The Contractor shall repair or replace in kind sidewalks, curbs, roadway and other materials designated to remain in p lace which are damaged as a result of the work at no additional cost to the State. Where a falling hazard of 6 feet or more above a lower level exists to workers, each worker shall be protected from falling by fall arrest systems, or guardrail systems to a height of approximately 42 inches, or by covering openings. All floor or deck ope nings not used as material drops shall be covered over with materials substantial enough to support the weight of any loads which may be imposed upon them. Such materials shall be properly secured to prevent accidental movement. When excavation is required, the Contractor shall provide protection for the public in accordance with §107 -05K. Open Excavations and Trenches . The Contractor shall make provisions to control dust resulting from demolition operations by wetting the work area and debris or other appropriate measures.

A.Demolition Plan. Prior to any demolition or removal operations, the Contractor shall conduct an engineering survey, performed by a competent person, of the building, bridge, or other structure to determine its condition and the possibility of collapse of any portion, in accordance with 29 CFR 1926 Subpart T. Bridge data inspection reports will be made available by the Department, where available. Adjacent buildings or structures within 100 feet of the building or structure shall be included in the surv ey. If the Demolition Plan is required to be sealed by a Professional Engineer, the engineering survey shall be conducted under the direction of a Professional Engineer. The Demolition Plan for the demolition, removal, or dismantling of a bridge structure longer than 20 feet shall be prepared, checked, and sealed by a Professional Engineer experienced in the design, construction, or demolition of such structures. The Demolition Plan for a building, other than ordinary wood frame construction of 2 -1/2 stories or less shall be prepared, checked, and sealed by a Professional Engineer or an Architect experienced in building design, construction, or demolition. The Demo lition Plan for the demolition of ordinary wood frame construction buildings of 2 -1/2 stories or less need not be prepared by a Professional Engineer. The Demolition Plan for the removal of steel supported structural slabs, Type B, shall be prepared, checked, and sealed by a Professional Engineer, in accordance with §202 -3.07. The Demolition Plan for the removal of steel supported structural slabs – Type A, and concrete superstructure supported concrete slabs need not be prepared by a Professional Engineer. Demolition Plans that are required to be prepared by a Professional Engineer or an Architect shall be submitted to the Engineer 30 calendar days prior to the start of demolition. Unless otherwise noted, all other Demolition Plans shall be submitted to the Engineer 14 calendar days prior to the start of demolition. The Engineer may return the Demolition Plan if it does not adequately identify and address obvious safety and other identified conditions. The Engineer's failure to return any Demolition for additional studies and recommendations shall not relieve the Con tractor from the obligation of

202-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 preparing an adequate Demolition Plan and conducting adequate engineering surveys that safeguard workers and the public. When the Demolition Plan is required to be prepared by a Professional Engineer, the Professional Engineer shall prepare the following, as appropriate. When the Demolition Plan is not required to be prepared by a Professional Engineer, the Contractor shall prepare the following, as ap propriate:

1.A plan of the work area including roadways, support structures, railroad tracks, canals or streams, both underground utilities and overhead utility lines, and any other information pertinent to demolition.

2.A description and catalog cuts of the type, size, and weight of cranes, heavy equipment, and trucks to be used.

3.A plan of the location of cranes, heavy equipment, and trucks.

4.Identification of components analyzed, with reference to controlling specifications or codes.

5.Identification of strength of materials (or allowable stresses) related to means and methods, within calculations or drawings.

6.Girder stability analysis, including non -composite girder analysis with dead load and equipment loads.

7.Current condition of superstructure and substructure. Indicate whether it is based on site visit and date, or latest inspection report and date.

8.Section loss of all components (including components in the load path), where applicable, both within calculations and on demolition drawings. State whether section loss is assumed percentage based on inspection report and date, or measured section loss ba sed upon field inspection and date.

9.Demolition sequences (including deck removal), with a narrative description. Calculations associated with the Demolition Plan shall be included for each stage. Include saw cut locations.

10.Clear statement of critical assumptions, with guidance on contingency steps if conditions do not match assumptions.

11.The locations and details of supporting members, framing and foundation, etc., necessary to accomplish the partial demolition of a building.

12.Measures necessary to prevent a partial building demolition from affecting adjacent property.

13.The following shall be identified in the Demolition Plan, but need not be prepared by a Professional Engineer:

a.The locations and details of signs, barricades, curbings, and decking used to cover over holes in the flooring of a building.

b.Details of water diversion plans necessary for the proposed means and methods. Reference any waterway time restriction dates and identify any environmental ground and environmental water protection requirements, including location specific information.

202-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 c. Description of ground and/or water protection plans and materials for containment associated with collection of paint waste or other falling debris generated from subsequent cutting/demo operations, or reference to other submittals .

d.Sequence of operations, including Work Zone Traffic Control requirements such as lane closures, required to perform the work.

e.Means and methods to control dust from being objectionable to nearby residents or potentially hazardous to workers.

f.Description of plans for abatement of all identified and impacted asbestos -containing materials.

g.A plan that addresses any necessary stream protection issues including but not limited to water volumes, sediment impact and aquatic disturbance.

h.Copy of written confirmation from scrap metal recycling facility that it can accept any lead-coated or lead/asbestos -coated metal components generated from the project.

i.Copy of NYSDEC C7 NOTIFCATION FOR GENERATORS found at https://www.dec.ny.gov/chemical/51768.html for any recycled lead -coated or lead/asbestos - coated metal components that could potentially meet the definition of a hazardous waste (pre - 1989 coated structural steel not previously 100% commercially blasted to a SSPC surface preparation standard of SP -10 or SP -5). Any required C7 forms shall be submitted electronically by the contractor to info.sqg@dec.ny.gov . Copies shall also be provided to both the Engineer and the Regional Construction Area Supervisor for the project.

B.Monitoring. A competent person is defined in 29 CFR 1926, Subpart C as someone who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are or will be unsanitary, hazardous, or dangerous to employees, and who has a uthorization to take prompt corrective measures to eliminate them. If the Demolition Plan is required to be sealed by a Professional Engineer per conditions stated herein, then the monitoring performed by a competent person shall be under the direction of a Professional Engineer. The competent person shall monitor the on -going structural condition of surveyed buildings and structures prior to and during demolition, by observing them for the presence of excessive vibrations; by measuring and recording the width, extent, and progress ion of cracks; by measuring and recording the plumbness and integrity of structural elements and bracing; and by making other observations as necessary. If these assessments indicate that potential for collapse of a structure or building exists, the compet ent person shall undertake measures to ensure safety. If these assessments indicate that the work is causing damage to or degradation of structural condition of a structure or building that is to remain or be relocated, the competent person shall undertak e measures to prevent additional damage or degradation from occurring and, as directed by the Engineer, shall undertake measures necessary to reverse the degradation or repair the damage. During the periods that personnel are required to work on, in, or around a building or structure to be demolished or relocated which is in a damaged or deteriorated condition by fire, flood, explosion, weather, or other cause, its elements shall be adequat ely braced to prevent collapse. The findings of monitoring assessments shall be promptly provided to the preparer of the Demolition Plan and to the Engineer, if the Demolition Plan has already been submitted.

C.Utility Facilities. The Contractor shall protect existing utility facilities during demolition, or if necessary, they shall be temporarily relocated prior to start of demolition work.

202-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Before any structure or building served with or having utility facilities thereon is demolished, all utility services shall be shut off, capped, or otherwise made safe and controlled outside the building or off the structure, before the general demolition work is started. All severed sewer lines or drains emanating from the building or structure shall be capped or otherwise tightly sealed to prevent the entry of foreign materials into the main sewer or drain. All electric circuits in any work area that is or may become wet or humid during the work shall be shut down and locked out. If electrical power is required, temporary circuits may be brought into the work area, provided such circuits are ground fault pro tected.

D.Paint Removal. Prior to beginning any paint removal operations, deposits of bird droppings and loosely adhered paint shall be removed by hand via shoveling or scraping. The Contractor shall comply with the provisions of 29 CFR 1926.62 when working on steel structures coated with lead -based paint. The Contractor shall comply with all applicable regulations controlling the release of lead into the environment. In enclosed spaces, the Contractor shall remove paint for a minimum distance of 4 inches on each side of the centerline of cut, bolt row, or weld, or protect workers with air -line respirators in accordance with the requirements of 29 CFR 1926.354(c). Demolition Plans shall reference special project specific worker safety and health concerns, and protective measures shall be detailed in the Safety and Health Plan. Prior to beginning any steel removal operations, paint shall be removed for a minimum distance of 4 inches on each side of the centerline of cut, bolt row, or weld using vacuum -shrouded paint removal equipment that removes paint, collects and contains the removed paint material, does not permit release of visible dust or debris, and does not vaporize paint into the atmosphere. Following paint removal work, loose paint material not contained by the paint removal equipment shall be collected by vacuums equip ped with high efficiency particulate (HEPA) filters. Disposal of paint waste shall be performed in accordance with Section 571 Disposal of Paint Removal Waste . In cases where the Contractor can clearly demonstrate that alternative work practices and engineering controls comply with applicable OSHA regulations associated with worker safety and health and applicable USEPA regulations associated with public and envi ronmental protection, exception to the paint removal requirement may be granted by the Department as part of the Demolition Plan review and approval. Demolition Plans that propose the use of hydraulic shears without prior paint removal shall include Enviro nmental Ground Protection and/or Environmental Water Protection in order to minimize potential impacts to the environment and/or the public. Demolition Plans that propose the use of torch cutting without prior paint removal shall include adequate containm ent and/or engineering controls to minimize potential impacts to the environment and/or the public. The Contractor shall ensure proper respiratory protection for exposures via initial personal monitoring. Interim protection of the workers, as defined by O SHA, shall be provided until exposures are determined. Local exhaust ventilation shall be used during periods of wind stagnation. Workers shall stand upwind from activity and ensure no downwind impacts to other, non -protected individuals, including the pub lic. Torch cutting will not be approved in close proximity to sensitive public receptors, such as schools, pedestrian pathways, or buildings.

E.Disposal of Materials. All materials removed under this work, abandoned equipment, and fixtures of any kind remaining on any site after it is released to the Contractor are the property of the Contractor and, except for material other than those of a hazardous nature and mater ials incorporated into the work, shall be removed and disposed of in accordance with §107 -10 Managing Surplus Material and Waste .

F.Hazardous Material. The Contractor shall remove and dispose of, or otherwise remediate, asbestos, hazardous chemicals, gases, explosives, flammable materials, or similarly dangerous materials in the building or on the property and will be paid separately.

202-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 The Contractor shall remove, or otherwise remediate, asbestos materials or other hazardous materials on each structure or building before demolition work begins. If it is not feasible to remediate hazardous materials from a building due to lack of structur al integrity, or other unsafe conditions, the Contractor shall obtain a regulatory variance as applicable, and perform controlled demolition in accordance with applicable federal and state regulations.

202-3.02 Disposal of Buildings. The Contractor shall demolish buildings designated for disposal and

released to the Contractor 30 days or more before the contract completion date in accordance with the contract documents. The Contractor shall demolish buildings on site without the use of explosives, unless approved by the Deputy Chief Engineer (Construction). Any proposal to allow such building or any portion thereof to remain standing at the site, or to be relocated to another site, will be referred to the Regional Director for approval and shall be accomplished under terms and conditions established by the St ate.

A.Unauthorized Entry. The Contractor shall inspect all buildings released for demolition and shall prevent unauthorized entry to these buildings by boarding up or otherwise blocking potential entrances. If material blocking entrances is removed, the Contractor shall, after de termining the building to be vacant, replace the removed material in such a manner as to keep the buildings from being re -entered.

B.Pedestrian Access. The Contractor shall maintain and keep safely passable and free from debris, snow and ice, all public walkways adjacent to the properties on which buildings to be demolished are located. Active entrances to two or more story buildings and active walkways within 8 feet of two or more story buildings being demolished shall be completely protected for a minimum of 8 feet from the face of the building by sidewalk sheds, canopies or other means . Protection shall extend a minimum of 1 foot beyond each side of the building entrances, openings or walkways. Protection shall be designed by a Professional Engineer, and be capable of sustaining a load of 150 psf. No canopy or shed shall be designed to deflect falling material into an area where they could cause harm or injury to person or property. For single story buildings, these requirements may be waived if the work may be satisfactorily and safely completed without protection.

C.Removal of Salvaged Materials. The Contractor shall remove all salvaged materials from the site. The Contractor shall not hold any sales, public or private, of salvaged equipment or material within the right of way. The Department does not guarantee the number of fixtures, quantity o r quality of equipment or any other material of value existing in the building to be present upon its release to the Contractor.

D.Rodent, Insect, and Wildlife Control. The Contractor shall exterminate rodents and insects in each building so infested, in accordance with the requirements of the City, County or the NYS Department of Health. The Contractor or Subcontractor performing the extermination work shall have at least 5 years experience. If the building or structure to be demolished is inhabited by wildlife, the NYS Department of Environmental Conservation or the local animal control officer shall be contacted and given the op portunity to remove such wildlife before extermination or demolition operations are commenced. If inhabited by domesticated animals, the local animal control officer shall be given the opportunity to arrange for their removal. Bait shall be placed at least 13 calendar days but not more than 30 calendar days before demolition is started, or at such other times as required by the City or County Health Department. Insects shall be controlled by spraying or fumigating. The Contracto r shall seal the building if

202-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 necessary for the treatment to be effective or to prevent migration of insect, pest, or vermin. Demolition work shall not proceed until the extermination is completed. If extermination is being conducted because it was ordered by the City, County, or NYS Department of Health, the Contractor shall notify that office that the extermination has been completed and shall obtain their written concurrence that the extermination work was satisfactorily completed.

E.Demolition of Buildings. Unless mechanically demolished from the exterior, the demolition of multi -story buildings of more than 2 -1/2 stories shall be accomplished story by story without accumulating rubble on the floors of the partially demolished structure. Signs warning of t he hazard and of falling materials shall be posted at each level. Glass that will create a hazard if fragmented shall be removed. If mechanical demolition is used, no worker shall be permitted at any location onto which debris may fall or which may become unstable or collapse as a result of the demolition operations. Only the minimum number of workers necessary for the performance o f the work shall be permitted in those locations at other times until such time as the operations are complete and the debris has been removed. If debris is dropped through holes in the floor without the use of chutes, the area onto which the material is dropped shall be completely enclosed with substantial barricades nominally a minimum of 42 inches high, and placed not less than 6 feet back from the projected edge of the opening above. If a hole is used by machines as a material drop, substantial timber or other curbing shall be securely anchored around the hole. The barricades, but not the curbing, may be moved aside temporarily during periods t hat the machines are actually using the hole. Barricades shall be promptly restored to their proper locations when the machines have ceased dropping material down the hole. Demolition work and workers shall not be permitted in lower areas until debris han dling ceases above.

F.Partial Demolition of Buildings. If the work involved consists of demolishing only a portion of a building, the Contractor shall cooperate with the owner(s) of the remaining portion so that inconvenience is minimized. The Contractor shall close the open portions of the buildings being partially demolished with construction similar to the remainder of the building and shall install supporting members, framing, and foundations to support the remaining structure in accorda nce with the Demolition Plan. Construction necessary to close the open portions shall meet the local building codes. Structural supports shall be of similar materials as the existing supporting members to which they frame or with which they share load or s hall be compatible with them. The Contractor may use salvaged lumber for sheathing provided that such lumber is sound and suitable. The Contractor shall use new timber and lumber for all other purposes.

G.Demolition of Party Wall Structures. If the demolition of one or more units of a group of party wall structures leaves a wall or walls exposed, in accordance with the contract documents, the Contractor shall comply with the following:

1.Furring, plaster, chimneys to be removed, projecting parts, and the like shall be removed.

2.The roof shall be properly flashed, repaired, or otherwise treated to prevent leaks.

3.Walls shall be left in a presentable and sound weatherproof condition compatible in appearance with the remaining building and in conformance with local building codes.

202-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Walls shall be made self -supporting, safe and weatherproof with construction similar to or consistent with the remaining building. Supports and bracing shall be installed in accordance with the contract documents.

5.Shoring necessary to prevent damage to adjacent property shall be placed on solid foundation in accordance with the contract documents.

H.Demolition of Foundations. After demolition of the structure, the Contractor shall remove the foundation walls to the depth of the lowest cellar floor, break up any cellar floor, remove any walkways or other materials, backfill the hole and grade the site; unless the removal would endanger adjacent utility facilities or infrastructure. If the hole is not backfilled promptly, it shall be protected with substantial fencing and signs in accordance with § 107 -05 Restricted Areas .

I.Domestic Sewage Facilities. Septic tanks, leaching basins, cesspools and other similar facilities associated with buildings being demolished or those that will be abandoned shall be pumped free of septage or sewage, removed, and the resulting hole shall be backfilled in lifts of co mpacted suitable material. The facilities may be collapsed in place after pumping instead of removal. Septage recovered from the pumping operation shall be handled, transported, and disposed of in accordance with 6 NYCRR Par t 364.

J.Basement Petroleum Storage Tanks. Aboveground petroleum storage tanks associated with buildings being demolished shall be emptied, cleaned, and removed. Petroleum storage tanks with a capacity greater than 1100 gallons that are regulated by NYSDEC, or are regulated by other local codes, and require closure, shall be emptied, cleaned, and closed in accordance with 6 NYCRR Part 619.3, and closure will be paid for under Section 629 Petroleum Storage Tank Closure . Any waste products removed from the tanks or generated during tank cleaning/removal operations shall be disposed of in accordance with §107 -10 Managing Surplus Material and Waste .

202-3.03 Relocation of Buildings. The Contractor shall relocate buildings, to sites designated by the

owner and approved by the Department, in accordance with the contract documents. Sites to which the buildings are to be moved will be furnished without cost to the Contractor.

A.Site Preparation. The Contractor shall construct all necessary foundations and cellar floors for the relocated building to meet applicable local building codes but not less than equivalent in construction to the existing features. The Contractor shall grade the new site, construct necessary driveways and sidewalks, topsoil and/or seed the area and perform other incidentally required items of work to prepare the site in accordance with the contract documents.

B.Moving Buildings. The Contractor shall conduct a precondition survey to establish current condition prior to the move, using written and photographic measures. The Contractor shall move the building safely and in a manner so as to cause the least possible damage to the bu ilding and the least possible interference with or inconvenience to its occupant(s). The Contractor shall arrange for any temporary rerouting of overhead lines or relocating guide wires and for the clearance of other obstructions. The Contractor shall repair any damage that may occur to the building, pavement and other features as a result of the move.

C.Restoration of Service Connections. The Contractor shall restore necessary gas, electrical, sanitary, water supply and other service connections at the building's final location, at least equivalent in construction to the existing connections, so as to cause the least possible disruption i n accordance with the requirements of the Utilities and local building codes, and will be paid separately.

202-3 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 D. Restoration Work. The Contractor shall restore exterior portions of the building, including steps, porches, railings, and other appurtenances, to as good and serviceable condition, as existed prior to its relocation, in accordance with local building codes. Any property d amaged or destroyed during the execution of the work shall be repaired or replaced at no additional cost to the State.

E.Demolition of Existing Foundations. The Contractor shall demolish the existing foundation of any relocated building, including those relocated by the owner in accordance with §202 -3.02H Demolition of Foundations .

202-3.04 Dismantling and Storage of Superstructures. The Contractor shall dismantle and store

existing superstructures in accordance with the contract documents. A superstructure is defined as that part of a structure above, supported by, and including the bearings. The Contractor shall carefully remove concrete, paving material and other materials from the existing superstructures so as to prevent damage to superstructures to be stored. The parts of superstructure designated to be stored shall be protected, and stored on site or at the locations designa ted. All stored members shall be adequately match -marked in order to facilitate reassembly. Any parts of the superstructure designated for storage or to remain which are damaged during the course of the operation or during storage shall be repaired or re placed at no additional cost to the State.

202-3.05 Removal of Superstructures. The Contractor shall demolish and remove existing

superstructures at the site in accordance with the contract documents. A superstructure is defined as that part of a structure above, supported by, and including the bearings. The removal of steel suppo rted structural slabs where the supporting structural steel is to remain shall be performed in accordance with §202 -3.07 Removal of Steel Supported Structural Slabs. The Contractor shall obtain the approval of the Deputy Chief Engineer, Structures (DCES) for any proposal to allow such structure or any portion thereof to remain standing on the site or to be relocated to another site. The Contractor shall designate all areas that could become subject to collapse or that could become unstable as a result of demolition activity as non -access areas, and clearly identify them. The public, workers and equipment with operators shall remain o utside these designated non -access areas at all times during demolition operations or at any time the area is subject to potential superstructure collapse.

202-3.06 Removal of Substructures. The Contractor shall demolish and remove existing substructures

in accordance with the contract documents. A substructure is defined as that part of a structure below the superstructure, such as abutments, piers, and wingwalls. The Contractor shall com ply with the appropriate construction details specified in Section 203 Excavation and Embankment . Excavations shall be dewatered and kept free from water, snow and ice as necessary. If excavation protection is necessary to protect structures or other improvements, or if the alternatives of laying back slopes or benching are not available, the support system shall be as indicated in the contract documents. Sheeting or piling shown in the contract documents which is integral with the substructure and is designated to remain in place shall be cut off at the elevations shown. If indicated in the contract documents, existing sheeting or piling shall be extracte d. The Contractor may, with the permission of the Engineer, extract sheeting or piling not shown to be extracted or designated to remain in place rather than cutting it off at the elevations shown on the plans, at no additional cost to the State. Resulting holes shall be backfilled with suitable material placed in lifts and compacted, and the area regraded.

202-3.07 Removal of Steel Supported Structural Slabs. The Contractor shall remove steel supported

structural slabs in accordance with the contract documents. All concrete and other materials carried by the supporting steel members of the superstructure shall be removed unless the plans specifically indicat e removal under another item or that the material is to remain in place. Prior to beginning removal operations, the Contractor shall mark the location of the existing primary structural steel members on the

202-3 08

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 surface of the slab. Prior to beginning any sawcutting of the structural slab in order to facilitate removal, the Contractor shall mark the edges of existing structural steel members in contact with the bottom of the slab on the slab surface, or make othe r adequate provisions approved by the Engineer to prevent damage to the underlying structural steel. The Contractor shall protect existing structural steel while removing steel supported structural slabs. Nicks or gouges in existing structural steel to remain caused by demolition operations shall be reviewed by the DCES and the Contractor shall repair tho se damages in accordance with the Steel Construction Manual (SCM) and the direction of the DCES. All unpainted structural steel surfaces exposed by concrete removal, against which new concrete will be subsequently placed, shall be cleaned sufficiently to ensure proper bond between the steel and concrete.

A.Removal of Steel Supported Structural Slabs with Shear Connectors. The Contractor shall remove all existing spiral shear connectors, so that the remaining cut surface is a maximum 3/4 inch from the surface of the structural steel. Spirals shall be cut in such a manner that the structural steel to remain is not damaged. The Contractor shall retain existing shear studs undamaged. Existing shear studs removed or damaged during removal of structural slabs, shall be replaced by the Contractor in accordance with the provisions of the SCM, Section 7, Part C Stud Welding , at no additional cost to the State. The Demolition Plan for the removal of steel supported structural slabs with shear connectors shall be either of two types, as described below:

1.Removal of Steel Supported Structural Slab (with shear connectors) – Type A . Under this type, the Demolition Plan for the structural slab removal need not be sealed by a Professional Engineer.

2.Removal of Steel Supported Structural Slab (with shear connectors) – Type B. Under this type, due to the increased risks of structural instability in this type of removal, the Demolition Plan for the structural slab removal shall be prepared, sealed, and checked by a Professional Engineer.

B.Removal of Steel Supported Structural Slabs without Shear Connectors. The Contractor shall remove steel supported structural slabs in accordance with the contract documents. Installation of new shear studs, if required, will be paid for separately. The Demolition Plan for the removal of steel supported structural slabs without shear connectors shall be either of two types, as described below:

1.Removal of Steel Supported Structural Slab (without shear connectors) – Type A. Under this type, the Demolition Plan for the structural slab removal need not be sealed by a Professional Engineer.

2.Removal of Steel Supported Structural Slab (without shear connectors) – Type B. Under this type, due to the increased risks of structural instability in this type of removal, the Demolition Plan for the structural slab removal shall be prepared, sealed, and checked by a Professional Engineer.

202-3.08 Removal of Concrete Superstructure Supported Concrete Slabs. Concrete slabs shall be

removed to expose the tops of the prestressed concrete beams and diaphragms while retaining the tie -in bar reinforcement, which is precast into the prestressed concrete beam and diaphragms. All other reinforcement and wire mesh shal l be removed. The concrete slab shall be removed with chipping hammers not exceeding 40 lbs in weight with the bit removed. The Contractor shall exercise care during

202-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 the execution of the work to avoid damaging or loosening material that is to remain. If the Contractor’s operations result in damage to concrete that is to remain, the Contractor shall stop work and make immediate corrections at no additional cost to the S tate. Any damage caused by the Contractor’s operations to material that is to remain shall be repaired or replaced. If the concrete superstructure to remain is cut, or otherwise damaged by Contractor operations, the Contractor shall stop work immediately until a repair procedure is approved by the DCES. The Contractor may request in writing to the DCES, to mill the top of the deck to a maximum depth of 2 inches, or until the top mat of reinforcing is exposed, whichever is less. The request shall include the specifications for the piece of equipment to be utilized.

A.Removal of Concrete Superstructure Supported Concrete Slab with Shear Connectors. The Contractor shall remove concrete superstructure supported concrete slabs in accordance with the contract documents in such a way that the shear connectors to remain are undamaged. Any damage caused by Contractor operations to shear connectors to rema in shall be replaced by a method approved by the DCES at no additional cost to the State.

B.Removal of Concrete Superstructure Supported Concrete Slab without Shear Connectors. The Contractor shall remove the concrete superstructure supported concrete slab in accordance with the contract documents.

202-4 Method of Measurement .

202-4.01 General. Vacant.

202-4.02 Disposal of Buildings. The work under disposal of buildings will be measured for payment on

a lump sum basis for a specific building.

202-4.03 Relocation of Buildings. The work under relocation of buildings will be measured for payment

on a lump sum basis for a specific building.

202-4.04 Dismantling and Storage of Superstructures. The work under dismantling and storage of

superstructures will be measured for payment on a lump sum basis for a specific superstructure.

202-4.05 Removal of Superstructures. The work under removal of superstructures will be measured for

payment on a lump sum basis for a specific superstructure.

202-4.06 Removal of Substructures. The quantity of removal of substructures to be measured for

payment will be in cubic yards measured to the nearest whole cubic yard, computed from the payment lines.

202-4.07 Removal of Steel Supported Structural Slab. The quantity to be measured for payment will

be in square feet of structural slab removed, measured to the nearest whole square foot. Measurements will not make any deductions for openings.

202-4.08 Removal of Concrete Superstructure Supported Concrete Slab. The quantity to be measured

for payment will be in square feet of structural slab removed, measured to the nearest whole square foot.

202-5 Basis of Payment .

202-5.01 General. Vacant.

202-5 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 202-5.02 Disposal of Buildings. The lump sum price bid shall include the cost of all labor, materials and equipment necessary to satisfactorily complete the work. Progress payments will be made monthly in proportion to the amount of work completed. Suitable or select material obtained from other than the demolition site and used to fill foundation holes, and surface restoration will be paid for separately. Water used for dust control or compaction will be paid for separately if a contract pay item f or water is included in the contract. Closure of basement petroleum storage tanks will be paid for separately if regulations require the tank to be closed. The cost of asbestos removal, abatement, and disposal will be paid for separately. The cost of extermination shall be included in the lump sum price bid if the contract documents indicate that extermination work is required, otherwise it will be considered extra work.

202-5.03 Relocation of Buildings. The lump sum price bid shall include the cost of all labor, materials,

and equipment necessary to satisfactorily complete the work, including excavation necessary at the old or the new building site and water used for dust control or compaction if a cont ract pay item for water is not included in the original contract bid documents. Extermination shall be included in the lump sum price bid if the original contract bid documents indicate that extermination work is required. Progre ss payments will be made monthly in proportion to the amount of work completed. If a property owner, upon agreement with the Department, removes the building, the Contractor will be paid 20% of the bid price for demolition of the existing foundation, walks and other facilities. Suitable or select material obtained from other than the demolition site and used to fill foundation holes, and surface restoration will be paid for separately. The work of reconnecting and providing services for the relocated building at its new site will be paid for separately.

202-5.04 Dismantling and Storage of Superstructures. The lump sum price bid shall include the cost

of all labor, materials, and equipment necessary to satisfactorily complete the work. Progress payments will be made in proportion to the amount of work completed. The cost of paint waste disposal will be pa id for separately.

202-5.05 Removal of Superstructures. The lump sum price bid shall include the cost of all labor,

materials, and equipment necessary to satisfactorily complete the work. Progress payments will be made in proportion to the amount of work completed. The cost of paint waste disposal will be pa id for separately.

202-5.06 Removal of Substructures. The unit price bid shall include the cost of furnishing all labor,

materials, and equipment necessary to satisfactorily complete the work. Excavation and excavation protection required to access portions of the substructure for removal will be paid for separately. Material obtained from other than the demolition site and used to fill substructure holes and surface restoration will be paid for separately. Water used for dust control or compaction will be paid for separately if a contract pay item for water is includ ed in the contract. The cost of asbestos removal, abatement, and disposal will be paid for separately.

202-5.07 Removal of Steel Supported Structural Slabs. The unit price bid shall include the cost of all

labor, materials and equipment necessary to satisfactorily complete the work, including any sawcutting performed in order to facilitate removal.

202-5.08 Removal of Concrete Superstructure Supported Concrete Slabs. The unit price bid shall

include the cost of all labor, materials and equipment necessary to satisfactorily complete the work, including any sawcutting performed in order to facilitate removal. No additional payment will be made for removals, repairs or re placements made necessary due to the Contractor’s operations.

203-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Payment will be made under: Item No. Item Pay Unit 202.01nnnn Disposal of Buildings Lump Sum 202.03nnnn Relocating Buildings Lump Sum 202.11nnnn Dismantling and Storing Existing Superstructures Lump Sum 202.12nnnn Removing Existing Superstructures Lump Sum 202.19 Removal of Substructures Cubic Yard 202.2201 Removal of Steel Supported Structural Slabs (with shear connectors) – Type A Square Foot 202.2202 Removal of Steel Supported Structural Slabs (with shear connectors) – Type B Square Foot 202.2301 Removal of Steel Supported Structural Slabs (without shear connectors) – Type A Square Foot 202.2302 Removal of Steel Supported Structural Slabs (without shear connectors) – Type B Square Foot 202.24 Removal of Concrete Superstructure Supported Concrete Slabs (with shear connectors) Square Foot 202.25 Removal of Concrete Superstructure Supported Concrete Slabs (without shear connectors) Square Foot NOTE: nnnn denotes serialized pay item for each building or structure. SECTION 203 - EXCAVATION AND EMBANKMENT (Last Revised January 20 20)

203-1 DESCRIPTION. This work shall consist of excavation, disposal, placement and compaction of all

materials that are not provided for under another section of these Specifications, and shall be executed in conformance with payment lines, grades, thicknesses and typical sections specified in the contract documents.

203-1.01 Definitions.

A.Unclassified Excavation. Unclassified excavation shall consist of the excavation and disposal of all materials, of any description, encountered in the course of construction, unless otherwise specified in the contract. Estimated limits and descriptions of subsurface deposits and f ormations which may be shown in the contract documents are supplied as a part of Base Line Data.

B.Embankment. The embankment is the portion of a fill section situated between the embankment foundation and the subgrade surface, excluding any material placed under another section of these specifications.

C.Embankment Foundation. The embankment foundation is the surface upon which an embankment is constructed after all work required under §203 -3.03A. Embankment Foundation has been completed.

D.Subgrade Surface. The subgrade surface is the surface of the road section upon which the select materials and/or subbase are placed.

E.Subgrade Area. The subgrade area is that portion of an embankment situated above either of the following, but excluding any material placed under another section of these specifications.

203-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1. A line located 2 ft. below the subgrade surface and extended to the intersection with the embankment side slopes, or

2.The embankment foundation, whichever is higher. The material and compaction requirements for the subgrade area in embankments are found in §203 -2.01A. Subgrade Area Material and §203 -3.03C. Compaction , respectively. In cut sections, the subgrade area is not defined except where undercut and backfill with a select material item is specified or ordered: in such cases, the payment lines for undercut work shall define the subgrade area.

F.Embankment Side Slope Area. The embankment side slope areas are those cross -sectional areas of an embankment situated outside of lines projected downward and outward on a one on one slope from the edges of the subgrade surface to their intersection with the embankment foundation, b ut excluding any portion lying within a subgrade area.

G.Topsoil. See Section 713 Topsoil .

H.Suitable Material. A material whose composition is satisfactory for use in embankment construction is a suitable material. The moisture content of the material has no bearing upon such designation. In general, any mineral (inorganic) soil, blasted or broken rock and simila r materials of natural or man made (i.e. recycled) origin, including mixtures thereof, are considered suitable materials. Contaminated material is not considered suitable. Determinations of whether a specific natural material is a sui table material shall be made by the Engineer on the above basis. Recycled materials that the Department has evaluated and approved for general use shall be considered to be suitable material for embankment construction subject to the conditions for use as determined by the Department. The Regional Geotechnical Engineer and Geotechnical Engineering Bureau are available to provide guidance on the use of such materials. In general, the use of recycled materials must be also sanctioned by the Department of Environmental Conservation, usually in the form of a Beneficial Use D etermination (BUD). Glass from recycling facilities meeting the requirements of §733 -05 Glass Backfill shall be considered suitable material for embankment construction. Reclaimed Asphalt Pavement (RAP), and Recycled Portland Cement Concrete Aggregate (RCA) shall be considered suitable materials for embankment construction, subject to the following conditions for use: RAP - The Contractor shall provide and place RAP conforming to the requirements of §733 -06 Reclaimed Asphalt Pavement for Earthwork and Subbase . RCA -The Contractor shall provide and place RCA conforming to the requirements of §733 -07 Recycled Portland Cement Concrete Aggregate . Pieces of broken up concrete pavement from on -site pavement removal or in -place recycling (i.e. rubblizing, crack and seat, break and seat, etc.) may be used in embankment construction. Refer to §203 -3.03A. Embankment Foundation and §203 -3.03B. Embankments .

I.Unsuitable Material. Any material containing vegetable or organic matter, such as muck, peat, organic silt, topsoil or sod, or other material that is not satisfactory for use in embankment construction under §203 -1.01H. Suitable Material is designated as an unsuitable material. Certain man made deposits of industrial waste, toxic or contaminated materials, sludge, landfill or other material may also be determined to be unsuitable materials, based on an evaluation by the Department’s Geote chnical Engineer ing Bureau and Office of Environment, and the Department of Environmental Conservation.

203-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 J. Borrow. Borrow is material required for earthwork construction in excess of the quantity of suitable material available from the required grading, cuts and excavations. Borrow may be necessary even though not shown in the contract documents.

K.Embankment Construction Control Devices. Embankment construction control devices allow real-time observations of embankment construction to assess the actual performance of the embankment compared to that envisioned in the design phase. Settlement and pore water pressure are common measures of embankment performance. Techniques for monitoring settlement include a settlement rod or a surface settlement gauge. A settlement rod is an optical survey technique to monitor settlement of the embankment surface. The settlement rod(s) establish monitoring point(s) in relation to a reliable bench mark. A surface settlement gauge is an optical survey technique to monitor settlement of the existing ground surface, below the embankment installation. The surface settlement gauge is installed prior to placing the embankment and extended upwards through the fi ll. Pore water pressure monitoring may be used to determine the effective overburden diagrams (the basis of all geotechnical analyses), monitoring consolidation progress of embankments constructed over soft soils, evaluating seepage in natural slopes or earth dams (slope stability), checking the effectiveness of subsurface drainage facilities, or monitoring water well tests. A piezometer is an instrument which provides measurements of pore water pressure at the elevation of the installed sensor. Pore pressure data is needed in a foundation soil to assess the excess pore water pressure and hence the undrained strength of the soil . Piezometers are used at various depths within cohesive foundation soils. Some piezometers are used in granular foundation soils to assess their drainage behavior.

L.Proof Rolling. Proof rolling consists of applying test loads over the subgrade surface by means of a heavy pneumatic -tired roller of specified design, to locate and permit timely correction of deficiencies likely to adversely affect performance of the pavement structur e.

M.Select Granular Fill – Slope Protection. Select granular fill – slope protection is a material used to protect the grade of a slope from erosion and sloughing from runoff and groundwater seepage. Seepage is the slow movement of water through small openings and spaces in the surface of unsaturat ed soil into or out of a body of surface or subsurface water. Sloughing is a shallow surface failure caused by erosive removal of supporting material. Select granular fill – slope protection is highly permeable while also providing sufficient frictional resistance to resist seepage forces and remain in place.

N.Applying Water. Under this work, the Contractor shall furnish and apply water for dust control. Moisture control for compaction purposes is the Contractor’s responsibility. Water shall not be applied in inclement weather or when the temperature is 32° F or less.

O.Modifying Cut Slopes and Other Means of Obtaining Borrow. The Regional Director may approve the modification of cut slopes and other means of obtaining material, which is not part of the contract, so long as provisions are made to prevent unsafe conditions, damage, and nuisances to property, wildlife areas, and haul routes within and outside the contract limits. Such approval may be granted only after review of a written proposal by the Contractor showing the final deposition of the material, the haul r oute, hauling hours, and provisions necessary to comply with the above. Should unanticipated conditions arise resulting in any unsatisfactory situation, the Engineer shall immediately rescind the approval pending satisfactory correction. The following procedure shall apply to areas within the R.O.W. limits which are not designated as available sources of borrow by a Special Note in the contract proposal where the Contractor requests and is granted permission to modify slopes to obtain mate rial for use on State contract work

203-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 only. The Contractor will be required to reimburse the State with a rebate for the material obtained in these areas. Permission will not be granted to excavate material beyond the design slopes if it is to be used on other than State contract work. The rebate to be obtained from the Contractor for this material is comprised of 1) A royalty based on the actual value of the excavated material, and 2) A credit for the difference in the Contractor's handling costs if these handling costs have been reduce d. The royalty which is to be obtained for the excavated material shall be appropriate for the item for which it is to be utilized and shall be comparable to the current price being paid to purchase similar material in the area. If the Contractor's handling costs associated with obtaining material from within the R.O.W. limits are greater than those for obtaining material from other acceptable sources, these additional handling costs must be borne by the Contractor. The royalty sh all not be reduced to offset any increased handling costs incurred by the Contractor. If the Contractor's handling costs associated with obtaining materials from within the R.O.W. limits are less than those for obtaining material from other acceptable sources, the differences shall be reimbursed to the State as a credit in addition to the r oyalty. The difference in the Contractor's handling cost shall be determined by an analysis based on a comparison of haul lengths, hauling equipment, hauling operation, use of haul roads or public highways, preparation and restoration of the borrow areas, and any other variables involved. Prior to modifying rock cut slopes, the Geotechnical Engineering Bureau must be consulted. If rock cut slopes are flattened sufficiently to eliminate the need for presplitting, an additional rebate will be necessary. All special requirements to be fulfilled by the Contractor, at the Contractor's own expense, shall be clearly stated in the agreement. The foregoing requirement of receiving a rebate from the Contractor for material obtained by modification of slopes shall apply only to locations not designated in the Contract Documents.

P.Winter Earthwork. Compaction of soil during cold weather is difficult and can be impractical. Water acts as a lubricant aiding in the process of compaction. As the temperature decreases, the water becomes more viscous (less slippery) and inhibits efforts to pack the soil particles together. Eventually, the water becomes ice, at which point compaction is impossible. For this reason, New York State does not permit normal earthwork placement between November 1st thru April 1st unless there is an approved Winter Earthwork submittal. Winter Earthwork is defined as construction operations requiring soil compaction performed from November 1st thru April 1st. The execution of Winter Earthwork requires modifications to compaction procedures, changes to material requirements, and/or additional equipment and structure assembly for controlling the weather effects on the material and existing ground conditions. Although Winter Earthwork may be performed when the air temperature, ground temperature, or material temperature is at or below 32° F, frozen material will not be placed, nor will fill material be placed on ground frozen to any depth, in any work incorpora ted into the final product

203-2 Materials .

203-2.01 General. The requirements for select materials and subgrade area materials are described

below. All processing operations including washing, removal of oversize material, blending, or crushing shall be completed at the source of the material. The procedure for ac ceptance or rejection of these materials shall be in conformance with the procedures contained in the geotechnical control procedure “Procedure for the Control and Quality Assurance of Granular Materials ”.

A.Subgrade Area Material. Subgrade area material shall consist of any suitable material having no particles greater than 6 in. in maximum dimension, unless Select Granular Subgrade with the well

203-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 graded rock option is used. In that case, refer to §733 -13 Select Granular Subgrade . If concrete is used, any exposed mesh or rebar shall not exceed 1 in. in length. RAP is also permitted.

B.Glass Backfill. Provide backfill material meeting the requirements of §733 -05 Glass Backfill.

C.RAP. Provide backfill material meeting the requirements of §733 -06 Reclaimed Asphalt Pavement for Earthwork and Subbase.

D.RCA. Provide backfill material meeting the requirements of §733 -07 Recycled Portland Cement Concrete Aggregate .

E.Miscellaneous. Necessary fill material for cleaning, grading and shaping the existing roadside section shall conform to the requirements of §203 -2.01A, Subgrade Area Material .

203-2.02 Unclassified Excavation and Disposal . None Specified.

203-2.03 Embankment In Place . Provide backfill material meeting the requirements of §733 -08

Embankment In Place .

A.Embankment In Place – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Embankment In Place .

203-2.04 Select Borrow. Provide backfill material meeting the requirements of §733 -09 Select Borrow .

A.Select Borrow – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Borrow .

203-2.05 Select Fill. Provide backfill material meeting the requirements of §733 -10 Select Fill .

A.Select Fill – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Fill .

203-2.06 Select Granular Fill . Provide backfill material meeting the requirements of §733 -11 Select

Granular Fill .

A.Select Granular Fill – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Granular Fill .

203-2.07 Select Granular Fill Slope Protection . Provide backfill material meeting the requirements of

§733 -12 Select Granular Fill Slope Protection .

A.Select Granular Fill Slope Protection – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Granular Fill Slope Protection .

203-2.08 Surface Settlement Gauges . Provide materials for the embankment construction control device

surface settlement gauge meeting the requirements of §733 -17 Surface Settlement Gauge .

203-2 09

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 203-2.09 Settlement Rods . Provide materials for the embankment construction control device settlement rod meeting the requirements of §733 -18 Settlement Rod .

203-2.10 Piezometers . Provide materials for the piezometer installation meeting the requirements of

§732 -11 Open Well Piezometer .

203-2.11 Applying Water . Water used for dust control purposes may be obtained from any source.

203-2.12 Select Granular Subgrade . Provide backfill material meeting the requirements of §733 -13

Select Granular Subgrade .

A.Select Granular Subgrade – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Granular Subgrade .

203-2.13 Select Structural Fill . Provide backfill material meeting the requirements of §733 -14 Select

Structural Fill .

A.Select Structural Fill – Winter Earthwork. If modified methods and procedures are not outlined in the Winter Earthwork Submittal, p rovide backfill material meeting the requirements of §733 -16 Winter Earthwork Material for Select Structural Fill .

203-2.14 Sand Backfill . Provide backfill material meeting the requirements of §733 -15 Sand Backfill.

203-3 Construction Details .

203-3.01 General. The Contractor shall remove all soil, rock, and other material, and utilize or dispose of

these materials as required by the contract documents. All excavation and embankment work shall be executed to payment lines shown in the contract documents. All graded earth surfaces outside the roadway limits shall be smoothed and trimmed in reasonably close conformity (6± in.) of true grade. After trimming, the area shall be left in a compact and satisfactory condition, free of large stones or other objectio nable materials, as determined by the Engineer. Earthwork construction operations requiring compaction shall not be performed from November 1st thru April 1st except with a Winter Earthwork submittal subject to the provision of this Section and approved by the Regional Director or his designated representative. Winter earthwork operations constitute an additional risk to the Department and Winter Earthwork subm ittals should not be expected to be automatically approved. Winter Earthwork will be subject to the following restrictions: • Transitioning from the normal construction season to the exempt winter earthwork months between November 1st and April 1st, the use of standard earthwork materials may be permitted only under the conditions where the air temperature, ground temperature and material temperature are all above 32° F at the time of placement. Modifications to compaction procedures, including but not limited to the use of thinner lifts, may be required when the temperatures are above 32° F but below 40° F at the time of placemen t. • Between November 1st and April 1st, if the air temperature, ground temperature, or material temperature is at or below 32° F, earthwork may only proceed using material that meets the requirements of §733 -16 Winter Earthwork and/or standard earthwork materi al placement utilizing the modified methods and procedures contained in the approved Winter Earthwork Submittal.

203-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 In all work incorporated into the final product, the Contractor shall not place material that is frozen, or place fill material on ground that is frozen to any depth regardless of the date.

A.Winter Earthwork Submittal. For Contractors choosing to proceed with earthwork construction operations requiring compaction between November 1st thru April 1st, provide the Engineer with a Winter Earthwork submittal, with a copy to the Regional Geotechnical Engineer, outlining the modifications to the materials and/or methods including the following:

1.Material Requirements. The material meets the requirements of §733 -16 Winter Earthwork. Provide information on material composition and source substitute, if proposed.

2.Material Placement. Provide information on the proposed methods for controlling the weather effects on the material and existing ground conditions (i.e. insulation, enclosures, canvas and framework). Devise a plan to be outlined in the Winter Earthwork Submittal such that all snow, ice, and frozen material shall be removed from the surface of the ground on which embankment or backfill material is to be placed, and from the surface under construction before succeeding lifts are added.

3.Procedures. Provide verification procedures to ensure the existing ground is not frozen to any depth (e.g. test pits). Provide procedures to address freeze -thaw action in earthwork that has remained idle during temperature fluctuations (e.g. re -roll and seal the surfa ce prior to placement of succeeding lift).

4.Seasonal Adjustment Acceptance. Provide acknowledgement of a transition period allowing the continued use of standard earthwork materials between November 1st and April 1st only under conditions where the air temperature, ground temperature and material temperature are all above 32° F at the time of placement. Provide acknowledgement of the winter earthwork restrictions stating that, if the air temperature, ground temperatur e, or material temperature is at or below 32° F, earthwork will only proceed usin g material that meets the requirements of §733 -16 Winter Earthwork and/or standard earthwork material placement utilizing the modified methods and procedures contained in the approved Winter Earthwork Submittal. Proceed with Winter Earthwork only after receiving written approval by the Regional Director or his designated representative subject to the provisions of this Section.

B.Scheduling of Work to Minimize Soil Erosion and Water Pollution . The Contractor shall ensure effective and continuous soil erosion and sediment control throughout the construction period. The Contractor shall prepare and submit for approval, plans and schedules for all excavation, stripping, embankment, fill and gradi ng operations. Such plans and schedules shall include but are not limited to temporary and permanent erosion control measures specified in Section 209 Soil Erosion and Sediment Control , Sec tion 610 Turf and Wildflower Establishment and Section 612 Sodding .

C.Drainage and Grading . The Contractor shall provide and maintain slopes, crowns and ditches on all excavation and embankments to ensure satisfactory surface drainage at all times. Ditches and other drainage facilities necessary to remove ponded water shall be constructed as so on as practical to have the work area dry during the progression of work. All existing culverts and drainage systems shall be maintained in satisfactory operating condition throughout the course of the work. If it is necessary to interrupt existing surface drainage, sewers or under -drainage, then temporary drainage facilities shall be provided until the permanent drainage work is complete. Top -of-slope interceptor ditches, where shown on the contract documents, shall be completed bef ore adjacent excavation operations are begun. In earth cuts, the Contractor shall progress excavation operations in such a manner that the

203-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 portion of the cut immediately adjacent to the design slope is at least 5 ft. lower than the general level of the cut at all times until the lower payment line is reached. The construction of these temporary drainage facilities shall be considered as incidental to the construction of the project and no additional payment will be allowed. Any portion of an embankment or subgrade which has been damaged by the Contractor's equipment during the course of construction, shall be repaired and re -compacted by the Contractor at no additional cost to the State. Where seepage causes instability of slopes, excavation and backfill or other corrective measures shall be performed as ordered by the Engineer and paid for under the appropriate item. Excavation for the installation of slope protection may be necessary at any time and location throughout the duration of the contract and may not necessarily coincide with the Contractor's performance of the general excavation work.

D.Suitable Materials . Moisture content has no bearing on the suitability of material to be used for embankment construction, however, the moisture content of a material may be such that its use will require manipulation. It is the Contractor's responsibility to determine the economics of using, or disposing of and replacing, such materials. Material determined by the Contractor to be un - economical for use may be disposed of as specified under §203 -3.02B. Disposal of Surplus Excavated Materials and replaced with other material at no additional cost to the State. When a contract includes the item “Unclassified Excavation and Disposal”, all excavated suitable materials, including the excavation performed under “Structure Excavation” and “Trench and Culvert Excavation,” shall become the Contractor's property for disp osal or use under another item of these specifications.

E.Unsuitable Materials . All excavated unsuitable materials shall be the Contractor's property for disposal as surplus materials under the provisions of §203 -3.02B. Disposal of Surplus Excavated Materials .

F.Borrow . The management of a borrow source and the acceptability of all borrow material shall be subject to the approval of the Engineer at all times. The Contractor shall notify the Engineer at least ten (10) work days in advance of opening any borrow area, and re quest approval of the source under the pay item involved. Test pits required by the Engineer to evaluate the acceptability and limits of the source, shall be provided by the Contractor at the Contractor's own expense. Concurrent removal of mate rial for more than one pay item from a single source or pit shall be prohibited except with the written permission of, and under such conditions and restrictions as may be imposed by the Engineer. All borrow pits shall be stripped of sod, topsoil and veget able matter well in advance of any working face. The minimum distance by which stripping shall lead excavation for a given source shall be established by the Engineer to suit local conditions. Where a borrow source is not under direct control of the Contra ctor or where special conditions exist, the Engineer may waive any of the above requirements and establish alternative provisions for the control and acceptability of borrow. Ordinary borrow will be accepted for use where the material qualifies under the definition of Suitable Material, §203 -1.01H. Suitable Material . All borrow placed within the limits of Embankment or the Subgrade Area shall be placed in conformance with §203 -3.03B. Embankments or §203 -3.01G. Subgrade Area respectively, as appropriate, or where used for fill or backfill at structures, culverts and pipes, in conformance with §203 -3.06 Select Granular Fill and §203 -3.17 Select Structural Fill.

G.Subgrade Area . Where a subgrade area is defined in an embankment by §203 -1.01E. Subgrade Area , the material placed shall conform to §203 -2.01A. Subgrade Area Material , placed and compacted in conformance with §203 -3.03B. Embankments and §203 -3.03C. Compaction . Where longitudinal and transverse changes from cut to fill are encountered in the work, a subgrade transition

203-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 section shall be provided in conformance with Standard Sheet Earthwork Transition and Benching Details . Where a subgrade area becomes defined by §203 -1.01E. Subgrade Area in a cut section, the materials placed and other details shall be as specified under §203 -3.02C. Proof Rolling in Cut Sections 3. Procedure , unless otherwise required by the contract documents. Prior to subbase course placement, the surface on which the subbase is to be placed shall be thoroughly compacted to the satisfaction of the Engine er.

1.Subgrade Surface Tolerance. After compaction, the subgrade surface shall not be above design elevation at any location.

203-3.02 Unclassified Excavation and Disposal.

A.Rock Excavation . Presplitting is required where the design rock slope is 1 vertical on 1 horizontal or steeper and the vertical height of the exposed rock slope exceeds 5 ft. Ripping will not be allowed within 10 ft. of a slope that requires presplitting. Test sections w ill be required at the outset of presplit drilling and blasting operations for the evaluation of the presplit rock slopes by a Departmental Engineering Geologist. The Contractor will be required to completely expose the presplit rock fac e in the test section for evaluation prior to any further presplit drilling. All rock slopes shall be thoroughly scaled and cleaned. For rock excavations involving multiple lifts, scaling of upper lifts shall be completed prior to drilling and fragmenting of lower lifts. Scaled rock slopes shall be stable and free from possible haz ards of falling rocks or rock slides that endanger public safety. If, after scaling, such conditions still exist, a determination of the cause will be made by a Departmental Engineering Geologist and if it is determined that the conditions are the result o f poor quality work or improper methods employed by the Contractor, the Contractor shall provide approved remedial treatment, at no expense to the State. Such treatment may include, but is not necessarily limited to, laying back the slope, rock bolting, or shotcreting. In no case shall the subgrade be trimmed prior to the completion of the scaling operation at any location.

1.Presplitting. Prior to drilling presplitting holes, the overburden shall be completely removed to expose the rock surface along the presplitting line. The methods of collaring the holes to achieve required inclination and alignment shall be approved by the Engineer. The presplitting holes shall be a maximum of 4 in. in diameter, spaced not more than 3 ft. center to center along the slope, and drilled at the designed slope inclination for a maximum slope distance of 60 ft. When excavation operations are conducted in mu ltiple lifts, the presplitting holes for successive lifts may be offset a distance of not more than 3 ft. for a design slope of 1 vertical on 1 horizontal and not more than 1 ft. for slopes of steeper design; however, a presplitting hole shall not be start ed inside the payment line. The Contractor shall control the presplit drilling operations by using proper equipment and technique to achieve the design slope and maximum bench between lifts. If presplitting is conducted in lifts, each lift shall be of approximately equal depth. All presplitting holes shall be checked and cleared of obstructions immediately prior to loading any holes in a round. All presplitting holes shall be loaded with a continuous column charge manufactured especially for presplitting wh ich contains not more than 0.35 lbs. of explosive per foot. The top of the charge shall be located not more than 3 ft. below the top of rock. A bottom charge of not more than 3 lbs. of packaged explosive may be used; however, no portion of any bottom charg e shall be placed against a proposed finished slope. Each presplitting hole shall be filled with No. 1A crushed stone stemming meeting the gradation requirements of §703 -02 Coarse Aggregate . The presplitting charges shall be fired with detonating cord exte nding the full depth of each hole and attached to a trunk line at the surface. Detonation of the trunk line shall be with blasting cap(s) and shall precede the detonation of fragmentation charges within the section by a minimum of 25 milliseconds. Presplit ting shall

203-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 extend for a minimum distance equal to the burden plus 3 ft. beyond the limits of fragmentation blasting within the section.

2.Fragmentation Blasting. Fragmentation holes, or portions thereof, shall not be drilled closer than 4 ft. to the proposed finished slope. Where presplitting is required, fragmentation holes adjacent to the presplitting holes shall be drilled parallel to the presplitting holes for the full depth of the production lift at a spacing not exceeding the spacing of the prod uction pattern. Only packaged explosives shall be used 10 ft. or less from a design slope which requires presplitting regardless of the construction sequence. Fragmentation charges shall be detonated by properly sequenced millisecond delay blasting caps.

3.Explosive Loading Limits. In the absence of more stringent requirements, the maximum quantity of explosives allowed per delay period shall be based on a maximum particle velocity of 2 in./s at the nearest structure to be protected. In the absence of seismic monitoring equipment, the following explosive loading limits shall apply: DISTANCE EQUAL TO OR LESS THAN 212 ft. FROM THE NEAREST STRUCTURE T

a.When the distance from the proposed blasting area to the nearest structure to be protected is 6 ft. or less, no blasting shall be allowed.

b.When the distance between the blasting area and the nearest structure to be protected is greater than 6 ft. and equal to or less than 15 ft., a maximum of ¼ lb. of explosives per delay period (minimum of 25 milliseconds) blasting cap shall be allowed.

c.When the distance between the blasting area and the nearest structure to be protected is greater than 15 ft. and equal to or less than 212 ft., a Scaled Distance of 30 ft. shall be utilized to determine the maximum amount of explosive allowed per delay pe riod (minimum of 25 milliseconds) blasting cap. The Scaled Distance Formula is as described below: maxED = SD where: SD = Scaled Distance D = Distance from blasting area to nearest structure to be protected in feet or max)(SDD = E where: maxE = Maximum pounds of explosive per delay period (minimum of 25 milliseconds) blasting cap DISTANCE GREATER THAN 212 ft. FROM THE NEAREST STRUCTURE

a.When the blaster elects to utilize more than 50 lbs. of explosive per delay period (minimum of 25 milliseconds) blasting cap, a seismograph shall be employed to monitor the

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 blasting vibrations generated. The initial loading shall be computed using a Scaled Distance of 30 ft. The resulting particle velocity measured by the seismograph shall be evaluated by a Department Engineering Geologist. The Geologist's evaluation shall be the basis for adjusting the Scaled Distance. No separate payment shall be made for this work. The cost shall be included in the appropriate excavation item. The above requirements shall in no way relieve the Contractor of liability for any damage incurred as a result of the blasting operations.

B.Disposal of Surplus Excavated Materials . Only unsuitable materials, or that portion of suitable material excavated in excess of the quantity required to construct all embankments on the project, shall be considered as surplus. Where disposal of surplus materials cannot be accommodated within the right of way, the excess shall become the Contractor's property for disposal. Surplus material disposed of within the right -of- way shall be placed in accordance with §107 -10 Managing Surplus Material And Waste .

C.Proof Rolling in Cut Sections . Immediately prior to final trimming of the subgrade surface and placement of subbase materials in cut sections, all areas of the subgrade surface within roadway limits shall be proof rolled according to the requirements of this subsection. This work, and any delays due to this work, shall be considered incidental to the excavation item.

1.Purpose. In cut sections, the purpose of proof rolling is to determine the location and extent of areas below the subgrade surface that require corrective undercutting and are not so specified in the contract documents.

2.Equipment. The proof roller used in embankment sections, as specified in §203 -3.03D. Proof Rolling in Embankment Sections 1. Equipment , shall be employed for proof rolling in cut sections except that the roller shall be loaded to achieve a single stress level in operation, using a gross ballasted weight of 30 tons and all tires inflated to 40 psi.

3.Procedure. Two complete passes shall be applied over all elements of the area to be proof rolled. Where any portion of the cut subgrade surface other than that which has been damaged by the Contractor's operations fails to provide a satisfactory support for the proof rolling operation, the Engineer may order corrective undercut and backfill work performed. Backfill of undercuts shown in the contract documents or ordered by the Engineer shall be in conformance with §203.3 -13 Select Granular Subgrade . Whe re natural soil below this course will not support the weight of the construction equipment, and when ordered by the Engineer, the course shall be placed in one lift. No additional proof rolling shall follow corrective work.

4.Exceptions. Proof rolling of the subgrade surface in cut sections will not be required in any area where the subgrade surface is in a rock cut, or where undercut and backfill has been previously performed. The Engineer may order undercutting and backfill without proof rolling of any cut where the need for corrective work, as determined by the Engineer, is obvious without actual proof rolling. The Engineer may also delete proof rolling in any cut section where, based upon a written evaluation by a Depart mental Geotechnical Engineer, proof rolling would be detrimental to the work.

203-3.03 Embankment In Place .

A.Embankment Foundation . After completion of the work required under Section 201 Clearing and Grubbing , and Section 202 Removal of Structures and Obstructions , the embankment foundation

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 shall be prepared. Sod and topsoil shall be removed where the final pavement grade is 6 ft. or less above the existing ground surface and in other areas designated in the contract documents or by the Engineer. Prior to embankment construction and subbase c ourse placement, the surface on which the embankment and/or subbase is to be placed shall be thoroughly compacted to the satisfaction of the Engineer. Unsuitable materials other than sod and topsoil shall be removed to the depths shown in the contract docu ments or as directed by the Engineer. Underwater areas shall be filled in accordance with §203 -3.04 Select Borrow or §203 -3.05 Select Fill and paid for under its appropriate item. Where embankments are to be constructed over ground that will not adequately support embankment construction equipment, an initial layer of fill may be allowed to form a working platform. The need, manner of construction, and thickness of such a layer shal l be subject to approval of the Engineer, and the layer will be permitted only where the lack of support is, as determined by the Engineer, not due to deficient ditching, grading or drainage practices or where the embankment could be constructed in the app roved manner by the use of different equipment or procedures. Thicknesses of up to 3 ft. may be permitted for such a layer. Concrete or asphalt slabs may be used at the bottom of such a layer, provided they are placed horizontally. In locations where embankments are to be constructed on hillsides or against existing embankments with slopes steeper than 1 vertical on 3 horizontal, the slopes shall be benched. Required benches shall be constructed as shown on the Standard Sheet Earthwork Transition and Benching Details . Where old pavement is encountered within 2 ft. of the top of the subbase course, it shall be broken up or scarified.

B.Embankments . The embankment shall be constructed of suitable material as defined by §203 - 1.01H. Suitable Material . Embankment material shall not be placed on frozen earth, nor shall frozen soils be placed in any embankments. Embankment material shall be placed and spread in lifts (layers) of uniform thickness, then uniformly compacted as specified under applicable po rtions of §203 - 3.03C. Compaction . During embankment construction operations, earth moving equipment shall be routed so as to prevent damage to any compacted lift. Damage to any compacted lift at any time during the course of construction, such as rutting u nder the loads imposed by earth moving equipment, shall be fully repaired by the Contractor at his/her own expense prior to placement of any overlying materials. At the close of each day's work, the working surface shall be crowned, shaped and rolled with smooth steel wheel or pneumatic tired rollers, for positive drainage. Particles with a dimension in excess of ⅔ of the loose lift thickness are designated as oversized particles. Oversized particles shall be removed prior to compaction of the lift and may be placed in the Embankment Side Slope Area . Pieces of concrete or asphalt may be used provided that the voids between the pieces are completely filled, and the greatest dimension of any piece does not exceed ⅔ the loose lift thickness. Exposed mesh or rebar shall not exceed 1 in. in length. Embankments constructed using rock products or pieces of concrete shall be spread by bladed equipment on each lift to minimize the formation of large voids as the work progresses. The top lift of a rock or concrete fill shall be chinked. When permitted by a note in the contract documents, stumps, logs, and other materials may be placed in the Embankment Side Slope Area, provided that: 1) such matter is deposited and compacted concurrent with the adjacent embankment, and; 2) any stumps or w oody material are covered by not less than 2 ft. of soil beneath the exposed side slope surface. Glass shall not be placed in contact with synthetic liners, geogrids, geotextiles or other geosynthetics.

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 C. Compaction

1.General Requirements. It shall be the Contractor's responsibility to properly place and compact all materials in the road section and other locations specified in the contract documents, and to correct any deficiencies resulting from insufficient or improper compaction of such materials throughout the contract period. The Contractor shall determine the type, size and weight of compactor best suited to the work at hand, select and control the lift (layer) thickness, exert control over the moisture content of the material, and other details necessary to obtain satisfactory results. During the progression of the work, the Department will inspect the Contractor's operations and will permit the work to continue where:

a.Lift thickness is controlled and does not exceed the maximum allowed according to the equipment classifications in subparagraph 2. Compaction Equipment , of this subsection, and the equipment meets all specified class criteria. Thinner lifts and lighter equipment than the maximum allowed may be necessary for satisfactory results on some materials.

b.The compactive effort (number of passes and travel speed) is uniformly applied and not less than that specified for the given equipment class and lift thickness. Higher efforts than the minimum allowed may be necessary for satisfactory results on some materials.

c.The Engineer concludes from a visual observation that adequate compaction has been attained, with the exception of backfill at structures, culverts, pipes, conduits, and direct burial cables. However, the State reserves the right to perform density tests a t any time. When tests are performed, the results shall indicate that not less than 90% of Standard Proctor Maximum Density is attained in any portion of an embankment, or 95% in a subgrade area, or as specified for other items with a percent maximum d ensity requirement.

d.Significant rutting under the action of the compactor is not observed on the final passes on a lift. Whenever the Contractor's operations do not conform to the above criteria, or requirements contained in other subparagraphs of this subsection, the Engineer will prohibit placement of an overlying lift until the Contractor takes effective corrective action . As part of the Department’s Quality Assurance (QA) program, the Engineer or his representative may verify the adequacy of the compaction at any time through QA testing. When the Engineer determines that QA tests are necessary, the Contractor shall provide any assistance requested to facilitate such tests. Such assistance shall include but will not be limited to excavation and backfill of test pits and holes. This work shall be considered to be incidental construction. Damage to any compacted lift at any time during the course of construction such as rutting under the loads imposed by earth moving equipment, shall be fully repaired by the Contractor at his/her own expense prior to placement of any overlying materials.

2.Compaction Equipment. The selection of compaction equipment is the Contractor's responsibility, but shall be subject to meeting the requirements of this subparagraph and approval by the Engineer with respect to its provisions. All compaction equipment shall be marked by a perma nently attached manufacturer's identification plate designating the name of the manufacturer, model number and serial number of the machine as minimum identification. This plate shall be installed in a readily visible location. Com paction equipment lacking such an original manufacturer's identification plate, or with altered or illegible plates, will not be recognized as acceptable compaction equipment. Any equipment not principally manufactured

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 for soil compaction purposes and equipment which is not in proper working order in all respects shall not be approved or used. The Engineer will also withhold approval of any compactor for which the Contractor cannot furnish manufacturer's specifications c overing data not obvious from a visual inspection of the equipment and necessary to determine its classification. The term, “pass,” for any type of compactor, shall denote one direct vertical application of compactor effort over all elemental areas of a lift surface. Terms in common parlance, such as “coverage,” “trips,” etc., have no significance, equivalence, or app lication under these specifications. TABLE 203 -1 PNEUMATIC -TIRED COMPACTOR CLASSIFICATIONS Pneumatic Compactor Class Tire Requirements Range of Ballasted Wheel Loads (lbs. per Wheel) Tire Size No. Plys Inflation Pressure (psi) A 7.50 x 15 4 35 2,000 – 3,000 B 7.50 x 15 6 60* 2,000 – 4,000 10 90* C 7.50 x 15 14 130* 2,000 – 4,000 D 9.00 x 20 10 75* 4,000 – 6,000 12 90* E 11.00 x 20 12 90* 6,000 – 8,000 18 F 13.00 x 24 18 100* 8,000 – 10,000 * Inflation pressure for not less than the last two passes on each lift. May be reduced during earlier passes and gradually increased to this level.

a.Pneumatic -Tired Compactors. This type of compactor shall be classified for use according to the requirements of Table 203 -1. For the lift thickness selected by the Contractor, the minimum class and wheel load which will be allowed on that lift thickness, shall be as shown in Figure 2 03-1.

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 The minimum effort for all pneumatic compactors shall be 6 passes, at speeds up to 12 ft./sec on no more than the first 2 passes, and all subsequent passes at speeds of 6 ft./sec. or less.

b.Smooth Drum Vibratory Compactors. This type of compactor is defined as a machine which primarily develops its compactive effort from the vibrations created and is classified for use according to the developed compactive force rating (CFR) per linear inch of drum width. The CFR is defined as follows: CFR = Unsprung Drum Weight (lbs.) + Dynamic Force (lbs.) Drum Width (in.)

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 The unsprung drum weight is the static weight of the drum and appurtenances without any reaction transmitted to the drum from the main chassis of the compactor. The dynamic force produced is dependent on the frequency of vibration, and therefore, CFR ratings shall be determined for the actual operating frequency of the compactor. Approval for vibratory compactors shall be confined, however, to equipment operating at not less than 1100 vpm, nor more than 1500 vpm, and those where the actual dynamic force at the actual o perating frequency is at least 2.5 times the unsprung drum weight. Conversion of manufacturer's published ratings, at a given frequency, shall be made with the following equation: 2 1 2)()( VVF = F where: 1F = Dynamic Force at Rated Frequency 2F = Dynamic Force at Operating Frequency 1V = Rated Frequency 2V = Operating Frequency For the lift thickness selected by the Contractor, the minimum CFR rating and minimum effort on such a lift, shall be as shown in Figures 203 -2B&C, respectively. Non -Centrifugal (Vertical force only) types of vibratory compactors shall be approved as above , less 175 lbs./in. before using Figures 203 -2 B&C as a minimum number of passes at a single specified speed. An equivalent effort, relating varying numbers of passes to other speeds is given by the equation: Speed X = (Specified Speed) (Min. Passes at Speed X) (Specified Min. Passes) The Contractor may choose to alter the specified minimum pass requirement, provided that speed is adjusted to the value given by this equation and does not exceed 6 ft./sec.

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Where vibratory compactors are used on a project, the Contractor shall furnish for the exclusive use of the Engineer, one vibrating reed tachometer per project, plus one additional tachometer for each group of two vibratory compactors in excess of two per project. Tachometers shall have a frequency range adequate to cover operating frequencies of all vibratory compactors used on the project and shall have scale divisions of 50 vpm or less. Tachometers may be placed on the ground surface near the compactor w hen making readings, or with suitable damping materials interposed, placed directly on the compactor drum frame. The dispensations permitted under this specification for vibratory compactors are contingent upon proper operation of the equipment at all times during compaction operations. In any instance where the Engineer encounters any problems with operators rolling without vibration, for any reason, and immediate and effective corrective action is not taken by the Contractor, the Engineer will halt the work until the problem is resolved. If continuing problems of this nature occur, the Engineer may suspend all provi sions of this subparagraph

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 and consider the vibratory compactors as smooth steel wheel rollers classified according to their gross weight.

c.Sheepsfoot and Segmented Pad Foot Rollers. This type of compactor shall be defined as a machine which is primarily designed to compact a lift from the bottom to the top. The maximum loose layer thickness of the material to be compacted shall be equal to the length of the feet plus 15%. The end area size and configuration of the feet shall be selected by the Contractor to suit the characteristics of soil being compacted. Where sheepsfoot and segmented pad foot rollers are used, with or without vibration, the number of passes required for job control shall be determined by a jobsite test in which the feet penetrate into the loose lifts and, with further passes, eventually a nd substantially “walk out” of the layer. This job control shall then be established for that machine, lift thickness and material, provided that adequate moisture control is continuously maintained per §203 -3.03C. Compaction 3. Moisture Control . Sheepsfoo t and segmented pad foot rollers shall be operated at speeds not exceeding 6 ft./sec., when towed and 15 ft./sec. when self -propelled.

d.Smooth Steel Wheel Rollers. Smooth steel wheel rollers shall be considered as primary compactors on layers whose maximum thickness, after compaction, is 8 in. When so used, the roller shall have a nominal gross weight of not less than 10 tons, exert a minimum force of not less than 3 00 lbs/in. of width on the compression roll faces, and a minimum of 8 passes shall be applied over each lift with the roller operating at a speed not exceeding 6 ft./sec. When the Contractor employs smooth steel wheel rollers exclusively for surface compaction, leveling or finishing operations on lifts previously compacted by other types of primary compactors, the above restrictions shall not apply. This section applies to non -vibratory rollers or vibratory rollers operated in the static mode only.

e.Other Type of Compactors. Compactor types other than those classified above, may be employed by the Contractor, subject to approval by the Engineer of the proposed minimum applied effort (minimum number of passes and travel speed) and maximum lift thickness. Such approval by the En gineer will be based upon the results of appropriate on -site field tests.

f.Compaction Equipment for Confined Areas. In areas inaccessible to conventional compactors, or where maneuvering space is limited, impactor rammers, plate or small drum vibrators, or pneumatic buttonhead compaction equipment may be used with layer thickness not exceeding 6 in. before compaction. H and tampers shall not be permitted. The Engineer may approve or reject any of the above described mechanical devices based upon the results of appropriate on -site field tests.

3.Moisture Control. All fill or backfill material to be compacted, shall be at a moisture content for adequate compaction of that material using the compactor selected by the Contractor to perform the work. The Contractor shall be responsible for determining the appropriate m oisture content, and for controlling it within the proper limits as the work is progressed. When water must be added to a material, it may be added on the lift or in the excavation or borrow pit. Water added on the lift, however, shal l be applied by use of an approved pressure distributor. Distributors must be approved and documented by the Engineer. Documentation by the Engineer shall be adequate evidence of approval. Water added shall be thoroughly incorporated into the soil, and the soil shall be manipulated to attain uniform moisture distribution. When the moisture content of a lift about to be compacted exceeds the required amount, compaction shall be deferred until the layer has dried back to the required amount. Natural drying ma y be accelerated by

203-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 blending in a dry material or manipulation alone, to increase the rate of evaporation. Increased loose lift thickness caused by blending in a dry material, however, may necessitate a change in compaction equipment and/or methods to meet the minimum provisi ons of subparagraph 2. Compaction Equipment of this subsection.

D.Proof Rolling in Embankment Sections. Immediately prior to final trimming of the subgrade surface and placement of subbase materials in embankment sections, all areas of the subgrade surface within roadway limits shall be proof rolled according to the requirements of this subsection. This work, and any delays due to this work, shall be considered incidental to the embankment item.

1.Equipment. The proof roller shall consist of a chariot type rigid steel frame with a box body suitable for ballast loading up to 50 tons gross weight, and mounted on four pneumatic tired wheels acting in a single line across the width of the roller on its transverse load center line. The wheels shall be equipped with 18.00 x 24 or 18.00 x 25, 24 ply tires, and shall be suspended on articulated axles such that all wheels carry approximately equal loads when operating over uneven surfaces.

2.Determination of Roller Stress. Initially, the gross ballasted weight and tire inflation pressure of the proof roller shall be adjusted to the highest stress level shown in Figure 203 -3 based on:

203-3 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. The general description of the subgrade soils.

b.The estimation of the relative subgrade support within the subgrade soil description range. The initial roller stress for embankments constructed of rock shall be the maximum level listed in Figure 203 -3 (50 Gross Tons, 130 Tire psi). The roller shall be operated briefly to establish the acceptability of the initial stress level. Proof rolling of the embankment shall be performed at the next lower stress level whenever operation of the roller at a higher stress level is accompanied by c onsistent lateral displacement of soil out of the wheel paths.

3.Procedure. After an acceptable stress level is established, two complete passes of the roller shall be applied over all elements of the area to be proof rolled. Any deficiencies disclosed during the proof rolling operation shall be corrected. Subsidence depressions s hall be filled with material similar to the subgrade soil and then compacted in a normal manner. After compaction, these areas shall be proof rolled again. Corrective work shall be judged complete and accepted by the Engineer when all elements of the subgr ade surface over a given embankment show a satisfactory uniform response to the proof roller.

4.Exceptions. Proof rolling of the subgrade surface in embankment sections will not be required in any area where:

a.Due to restrictions in available access and/or maneuvering space, use of the proof roller may damage adjacent work;

b.The proof roller will approach a culvert, pipe or other conduit closer than 5 ft. in any direction.

203-3.04 Select Borrow. The management of a select borrow source and the acceptability of all select

borrow material shall be in conformance with §203 -3.01F. Borrow . Underwater areas shall be filled with select borrow to 2 ft. above the water surface at the time of placement and in conformance with the details shown on the appropriate Standard Sheet or as noted in the contract documents. All select borrow placed within the limits of Embankment or the Subgrade Area shall be placed in conformance with §203 -3.03B. Embankments or §203 -3.01G. Subgrade Area respectively, as appropriate, or where used for fill or backfill at structures, culverts and pipes, in conformance with §203 -3.06 Select Granular Fill and §203 -3.17 Select Structural Fill.

203-3.05 Select Fill. Underwater areas shall be filled with select fill to 2 ft. above the water surface at the

time of placement and in conformance with the details shown on the appropriate Standard Sheet or as noted in the contract documents. All select fill placed within the limits of Embankment or the Subgrade Area shall be placed in conformance with §203 -3.03B. Embankments or §203 -3.01G. Subgrade Area respectively, as appropriate, or where used for fill or backfill at structures, culverts and pipes, in conformance with §203 -3.06 Select Granular Fill and §203 -3.17 Select Structural Fill.

203-3.06 Select Granular Fill . The type of material to be used in bedding, filling and backfill at

culverts, pipes, conduit and direct burial cable shall be in conformance with the details shown on the appropriate Standard Sheet or as noted in the contract documents. Do not use RAP. Do not use slabs or pieces of either concrete or asphalt.

203-3 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Fill or backfill material at culverts and pipes shall be deposited in horizontal layers not exceeding 6 in. in thickness prior to compaction. Compaction of each layer shall be as specified under §203 -3.03C. Compaction . A minimum of 95% of Standard Proctor Maximum Density will be required. When placing fill or backfill around culverts and pipes, layers shall be deposited to progressively bury the pipe or culvert to equal depths on both sides. The limits to which this su bsection will apply shall be in accorda nce with the Standard Sheets or as modified in the contract documents. Fill or backfill for conduit or cable placed in a trench shall be carefully placed in a horizontal layer to a depth of 6 in. over the top of the conduit or cable. This layer of material shall not be compacted, however, the remaining portion of the trench s hall be backfilled in accordance with the preceding paragraph. Where cables or conduits are placed and backfilled by a machine in one operation, the above requirements for backfilling do not apply. Where sheeting has been used for the excavation, and incremental removal of sheeting is not specified in the contract documents, sheeting shall be pulled when the trench has been backfilled to the maximum unsupported trench depth allowed by 29 CFR 1926.

203-3.07 Select Granular Fill Slope Protection . The Contractor shall perform the excavation in

accordance with the requirements for “Unclassified Excavation and Disposal” as described elsewhere in these specifications. The Contractor shall then spread material conforming to the requirements given in §733-12 Select Granular Slope Protection , in one layer to its full thickness by a method approved by the Engineer. The work shall be performed where shown in the contract documents or where directed by the Engineer in accordance with the Standard Sheets, and details shown on the contract documents. Compaction of the slope protection is not required. Slope Protection shall be either of two types, as described below:

A.Select Granular Fill, Slope Protection - Type A. Under this type, the Contractor shall furnish and install the slope protection where shown in the contract documents in accordance with the details shown on the Standard Sheets.

B.Select Granular Fill, Slope Protection - Type B. Under this type, the Contractor shall furnish and install the slope protection where directed by the Engineer in accordance with the details shown on the Standard Sheets.

203-3.08 Surface Settlement Gauges . Surface settlement gauges shall be constructed, installed, and

maintained where shown in the contract documents and in accordance with the details contained in the geotechnical control procedure “ Settlement Gauges and Settlement Rods ” covering construction, installation, maintenance, and abandonment of these devices. Where surface settlement gauges are called for, it will be the Contractor's option to install pipe gauges or manometer gauges, unless a definite type is specified in the contract documents. Surface settlement gauges will be accepted for conformance with th e specification requirements on the basis of an inspection of the installation by the Departmental Geotechnical Engineer.

203-3.09 Settlement Rods . Settlement rods shall be constructed, installed, and maintained where shown

in the contract documents and in accordance with the details contained in the geotechnical control procedure “ Settlement Gauges and Settlement Rods ” covering construction, installation, maintenance, and abandonment of these devices. Settlement rods will be accepted for conformance with the specification requirements on the basis of an inspection of the installation by the Departmental Geotechnical Engineer.

203-3.10 Piezometers . Piezometers shall be constructed, installed, and maintained at the locations shown

in the contract documents and in accordance with the detailed drawings included in the contract documents.

203-3 11

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 203-3.11 Applying Water . None Specified.

203-3.12 Select Granular Subgrade . The type of material to be used in fill or backfill of undercuts shall

be in conformance with the details shown in the contract documents or as ordered by the Engineer. Fill or backfill material shall be deposited in horizontal layers not exceeding 6 in. in thickness prior to compaction. Compaction of each layer shall be as specified under §203 -3.03C. Compaction . A minimum of 95% of Standard Proctor Maximum Density will be required.

203-3.13 Select Structural Fill . The type of material to be used in bedding, filling and backfill at

structures shall be in conformance with the details shown on the appropriate Standard Sheet or as noted in the contract documents or as ordered by the Engineer. Do not use RAP. Do not us e slabs or pieces of either concrete or asphalt. Fill or backfill material at structures shall be deposited in horizontal layers not exceeding 6 in. in thickness prior to compaction. Compaction of each layer shall be as specified under §203 -3.03C. Compaction . A minimum of 95% of Standard Proctor Maximum Density will be required. When filling behind abutments and similar structures, all material shall be placed and compacted in front of the walls prior to placing fill behind the walls to a higher elevation. Th e limits to which this subsection will apply shall be in accordance with the Standard Sheets or as modified in the contract documents. Where sheeting has been used for the excavation, and incremental removal of sheeting is not specified in the contract documents, sheeting shall be pulled when the trench has been backfilled to the maximum unsupported trench depth allowed by 29 CFR 1926.

203-3.14 Sand Backfill . The type of material to be used in bedding and filling shall be in conformance

with the details shown in the contract documents or as ordered by the Engineer. Bedding or fill material shall be deposited in horizontal layers not exceeding 6 in. in thickness prior to compaction. Compaction of each layer shall be as specified under §203 -3.03C. Compaction . A minimum of 95% of Standard Proctor Maximum Density will be required.

203-4 Method of Measurement . T..

203-4.01 General. Quantities for all items of work with payment units in cubic yards will be computed

from payment lines shown in the contract documents. Work performed beyond any designated payment line, including any offset required for the construction of presplit rock slopes in lifts, will not be included in the computation of quantities for the item involved. For any item paid for in its final position, no additional quantity will be measured for payment to make up losses due to foundation settlement, compaction, erosion or any other cause. Cross -sectioning, for the purpose of determining quantities for payment, will be employed only where payment lines are not shown in the contract documents or Standard Sheets, and cannot be reasonably established by the Engineer. Quantities for benching will be computed for payment from the details and instructions shown on the Standard Sheet Earthwork Transition and Benching Details . The excavation of unsuitable materials designated as topsoil under Section 713 Topsoil , will be included in the quantity measured for the appropriate unclassified excavation item, without distinction. . Where the item, “Embankment in Place,” is designated for the project by the proposal, all borrow of ordinary suitable materials shall be incidental to the work of that item.

203-4.02 Unclassified Excavation and Disposal. Unclassified excavation and disposal will be measured

in cubic yards, measured to the nearest whole cubic yard, computed in the original position for all excavation within right -of-way limits. No deduction shall be made for any pipes, culverts, structure s, or other obstructions, unless these are measured for payment under another contract item. Excavation for

203-4 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 borrow of suitable materials for embankment construction, shall not be included in the computation for this work.

203-4.03 Embankment in Place. Embankment in place will be measured in cubic yards, measured to the

nearest whole cubic yard, computed in the final compacted position. Any additional quantity of material required to compensate for embankment settlement shall not be included in the measurement of this item. The quantities of embankment will exclude the total volume of pipes, culve rts, other roadway items, and granular backfill within the payment lines for such granular backfill.

203-4.04 Select Borrow. Select borrow will be measured in cubic yards, measured to the nearest whole

cubic yard, computed in the original position.

203-4.05 Select Fill. Select fill will be measured in cubic yards, measured to the nearest whole cubic

yard, computed in the final compacted position.

203-4.06 Select Granular Fill . Select granular fill will be measured in cubic yards, measured to the

nearest whole cubic yard, computed in the final compacted position. A deduction shall be made for pipes (based on nominal diameters) and other payment items when the combined cross -sectional area exceeds 1 ft2 unless otherwise shown in the contract documents. No deduction will be made for the cross -sectional area of an existing facility.

203-4.07 Select Granular Fill Slope Protection . Select granular fill slope protection will be measured

in cubic yards, measured to the nearest whole cubic yard, computed in the final position.

203-4.08 Surface Settlement Gauges . Surface settlement gauges will be measured by the number of

devices satisfactorily installed.

203-4.09 Settlement Rods . Settlement rods will be measured by the number of devices satisfactorily

installed.

203-4.10 Piezometers . Piezometers will be measured by the number of devices satisfactorily installed.

203-4.11 Applying Water . The unit of measurement of water will be one pressure distributor per

calendar day, denoted hereafter as one p.d.d., for dust control. Where the Contractor works in more than one separate and distinct shift per calendar day, each shift shall be considered as one p.d.d. A single shift plus overtime work, however, shall be considered as one p.d.d. The quantity thus determined shall be applied directly as the quantity to be paid for where the distributors used have a capacity of 3,000 gal. or less. Provided that the Engineer determines that the total operating distributor capacity (number and sizes of all distributors) employed is reasonably commensurate with the needs for water application, additional payment will be allowed for distributors exceedi ng 3,000 gal. in capacity as follows: Distributor Capacity Pressure Distributor per Calendar Day Adjustment 3,000 gal. < distributor capacity < 5,000 gal. p.d.d.'s will be multiplied by 1.5 5,000 gal. ≤ distributor capacity p.d.d.’s will be multiplied by 2.0 No additional quantity shall be measured for payment for compaction purposes.

203-4 12

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 203-4.12 Select Granular Subgrade . Select granular subgrade will be measured in cubic yards, measured to the nearest whole cubic yard, computed in the final compacted position.

203-4.13 Select Structural Fill . Select structural fill will be measured in cubic yards, measured to the

nearest whole cubic yard, in the final compacted position. A deduction shall be made for pipes (based on nominal diameters) and other payment items when the combined cross -sectional a rea exceeds 1 ft2 unless otherwise shown in the contract documents. No deduction will be made for the cross -sectional area of an existing facility.

203-4.14 Sand Backfill . Sand backfill will be measured in cubic yards, measured to the nearest whole

cubic yard, in the final compacted position. A deduction shall be made for pipes (based on nominal diameters) and other payment items when the combined cross -sectional area exceed s 1 ft2 unless otherwise shown in the contract documents. No deduction will be made for the cross -sectional area of an existing facility.

203-5 Basis of Payment . T

203-5.01 General -All Items. The unit price bid shall include the cost of furnishing all labor, materials,

and equipment as necessary to complete the work, except where specific costs are designated or included in another pay item of work. Incidental costs, such as acquisition of bo rrow pits or material outside of the right -of-way, rock drilling and blasting, compaction and special test requirements, stockpiling and re - handling of materials, precautionary measures to protect private property and utilities, to form and trim graded surfaces, proof rolling, re -proof rolling, corrective work disclosed by proof rolling and any delays caused by this corrective work, shall be included in the unit price of the pay item where such costs are incurred. The exception is that corrective work ordered in cut sections based on an evaluation of proof rolling will be paid for under the appropriate excavation and backfill items. Quantities for any additional items of work or substitution of material in accordance with the approved Winter Earthwork submittal shall be furnished at no cost to the State.

203-5.02 Unclassified Excavation and Disposal. The provisions of § 203-5.01 General -All Items apply

including the following: The unit price bid shall cover all costs of required excavation within the right of way limits, and all costs of disposal if the excavated materials are not used under another pay item.

203-5.03 Embankment In Place. The provisions of § 203-5.01 General -All Items apply.

203-5.04 Select Borrow. The provisions of § 203-5.01 General -All Items apply.

203-5.05 Select Fill. The provisions of § 203-5.01 General -All Items apply.

203-5.06 Select Granular Fill . The provisions of § 203-5.01 General -All Items apply.

203-5.07 Select Granular Fill Slope Protection . The provisions of § 203-5.01 General -All Items apply.

203-5.08 Surface Settlement Gauges . The provisions of § 203-5.01 General -All Items apply including

the following: The unit price bid shall cover all costs of providing, installing and maintaining each device, including excavation, trenching and backfill during the course of the work. No payment will be made under any other item of the contract for any work associated with these items. When each installation is completed, 75% of the item unit price will be paid. The remaining 25% will be paid when each device has been properly maintained and is abandoned according to the procedures

203-5 09

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 contained in the geotechnical control procedure “ Settlement Gauges and Settlement Rods ”. Unless otherwise specified in the proposal, the unit price shall also include the costs of removal.

203-5.09 Settlement Rods . The provisions of § 203-5.01 General -All Items apply including the

following: The unit price bid shall cover all costs of providing, installing and maintaining each device, including excavation, trenching and backfill during the course of the work. No payment will be made under any other item of the contract for any work associated with these items. When each installation is completed, 75% of the item unit price will be paid. The remaining 25% will be paid when each device has been properly maintained and is abandoned according to the procedures contained in the geotechnical control procedure “ Settlement Gauges and Settlement Rods ”. Unless otherwise specified in the proposal, the unit price shall also include the costs of removal.

203-5.10 Piezometers . The provisions of § 203-5.01 General -All Items apply including the following:

The unit price bid shall cover all costs of providing, installing and maintaining each device, including excavation, trenching and backfill during the course of the work. No payment will be made under any other item of the contract for any work associated with these items. When each installation is completed and the device placed in satisfactory operation, 75% of the unit price will be paid. The remaining 25% will be paid when all earthmoving and slope work is completed in the vicinity of each installation. Any installation rendered inoperative due to damage by construction equipment after partial or full payment, shall be immediately repaired or the full amount of such payment shall be deducted from other monies due the Contractor under the contract.

203-5.11 Applying Water . The unit price bid per one operating pressure distributor per calendar day for

applying water shall include the costs of furnishing all labor, material and equipment necessary for dust control.

203-5.12 Select Granular Subgrade . The provisions of § 203-5.01 General -All Items apply.

203-5.13 Select Structural Fill . The provisions of § 203-5.01 General -All Items apply.

203-5.14 Sand Backfill . The provisions of § 203-5.01 General -All Items apply.

Payment will be made under: Item No. Item Pay Unit 203.02 Unclassified Excavation and Disposal Cubic Yards 203.03 Embankment In Place Cubic Yards 203.05 Select Borrow Cubic Yards 203.06 Select Fill Cubic Yards 203.07 Select Granular Fill Cubic Yards 203.0801 Select Granular Fill, Slope Protection - Type A Cubic Yards 203.0802 Select Granular Fill, Slope Protection - Type B Cubic Yards 203.10 Surface Settlement Gauges Each 203.12 Settlement Rods Each 203.13 Piezometers Each 203.1601 Applying Water P.D.D. 203.20 Select Granular Subgrade Cubic Yards 203.21 Select Structural Fill Cubic Yards 203.25 Sand Backfill Cubic Yards

204-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 204 - FLOWABLE FILL

204-1 DESCRIPTION. The work shall consist of mixing and placing flowable fill at the locations

shown in the contract documents.

204-1.01 Controlled Low Strength Material. Controlled Low Strength Material (CLSM) is an

acceptable alternative to compacted soil backfill in confined spaces. CLSM consists of cement, water and, at the Contractor’s option, fly ash, aggregate or chemical admixtures in any proportions such that the f inal product meets the strength and flow consistency requirements included in the specification. The mix is proportioned to be self leveling and does not require compaction. It is much lower in strength than concrete, making future excavation possible.

204-1.02 Lightweight Concrete Fill. Lightweight Concrete Fill is an engineered geotechnical material

with a unique strength / density relationship which can be used to reduce loads on soft foundation soils, buried structures, or against retaining walls. Lightweight Concrete Fill consists of a Portland cement matrix containing uniformly distributed, non -interconnected air voids introduced by a foaming agent. The flowability and cementitious properties provide a product that is self leveling and does not require compaction.

204-2 Materials .

204-2.01 Controlled Low Strength Material. Provide backfill material meeting the requirements for

CLSM as stated in §733 -01 Flowable Fill .

204-2.02 Lightweight Concrete Fill. Provide backfill material meeting the requirements for

Lightweight Concrete Fill as stated in §733 -01 Flowable Fill .

204-3 Construction Details .

204-3.01 Controlled Low Strength Material.

A.CLSM Submittal . Submit to the Engineer (1) a mix design, with certified test results supplied by a qualified independent testing laboratory for the CLSM verifying the unconfined compressive strength meets the requirements of the specification, and (2) the methods of installation to be employed. Include in the CLSM placement sequence, a procedure to account for subsidence during the settling and curing process.

B.CLSM Production . Mix the materials at a stationary mixing plant which is either a continuous or a batch type plant. A batch is defined as the amount of material that can be mixed at one time. Design the mix of materials to accurate proportions, either by volume or by weigh t, so that when the materials are incorporated in the mix a thorough and uniform mix will result. If the CLSM can be placed within 30 minutes of the end of mixing, then open haul units may be used for transport. If it cannot be placed within 30 minutes after the end of mixing, it must be transported by a rotating drum unit capable of 2 -6 rpm. For work involving quantities of CLSM less than 2.5 yd3, the Contractor may use a small portable mixer. Provide a mixer capable of mixing CLSM that has the specified unconfined compressive strength and flow consistency. Mix all components so as to produce a uniform product.

C.CLSM Placement - General . Do not place CLSM that is frozen, or place CLSM on frozen ground. Do not expose CLSM to freezing temperatures until after it has gained its requisite strength, abiding by the Provisions for Curing in Cold Weather in Section 555 Structural Concrete .

204-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 If the CLSM is to be placed via pumps, the placement sequence shall be such that the equipment is able to access the entire volume to be filled without separating the mixture. Keep CLSM encapsulated with soil or protected by other means so as to prevent erosion and environmental degradation.

D.CLSM Placement – at Structures, Culverts, Pipes, Conduits and Direct Burial Cables . Place the CLSM in accordance with the installation details shown on the Standard Sheet. When placing CLSM for pipe backfill, discharge the material onto the top and at the center of the pipe. Do not place CLSM in contact with aluminum pipe, 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. Do not place CLSM containing fly ash in direct contact with cast iron or ductile iron pipes, fittings or appurtenances. In situations where CLSM is used as backfill around pipe, take precautions to counteract the pipe’s buoyancy.

E.CLSM – QA Testing . The Department maintains a Quality Assurance (QA) program for CLSM. The Department will sample and test specimens of the CLSM during placement to compare its properties to the specification requirements and verifying the spread diameter and unconfined comp ressive strength of the in -place material. The QA program provides oversight of the Contractors Quality Control (QC) process, to reveal changes which may occur in the approved mix design. Several scenarios may develop as a result of the QA testing.

1.The properties are shown to m eet the requirements of the specification for the type(s) identified in the contract documents . No action will be taken.

2.The properties are shown to be outside the requirements of the specification for the type(s) identified in the contract documents .

a.If the results are within an acceptable margin as determined by the Department through an independent analysis of the site specific conditions, the material may remain in -place contingent upon an agreed credit. If a credit cannot be agreed upon, the scenar io reverts to 2.b.

b.If the results are not within an acceptable margin as determined by the Department through an independent analysis of the site specific conditions, the entire lift (and all overlying lifts) of material will be removed and replaced at the Contractor's expense.

204-3.02 Lightweight Concrete Fill.

A.Lightweight Concrete Fill Submittal . Submit to the Engineer (1) a mix design, with certified test results supplied by a qualified independent testing laboratory for the Lightweight Concrete Fill verifying the wet cast density and unconfined compressive strength meets the requirements of the specification for the type(s) identified in the contract documents, and (2) the methods of installation to be employed.

B.Lightweight Concrete Fill Production . Generate foam in accordance with the manufacturer’s recommendations for inclusion into the mix. Mix the materials at a stationary mixing plant which is either a continuous or a batch type plant. A batch is defined as the amount of material that can be mixed at one time. Design the mix of

204-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 materials to accurate proportions, either by volume or by weight, so that when the materials are incorporated in the mix, a thorough and uniform mix will result. Locate equipment such that the mixed product is capable of being pumped into place properly.

C.Lightweight Concrete Fill - Placement . A representative of the supplier of the foaming agent shall be on site during the initial placement and at such times as requested by the Engineer to advise the Contractor on his operation. The lightweight concrete fill shall be placed in lifts not to excee d 24 in. unless otherwise approved by the Engineer. Subsequent lifts shall be placed only after a minimum 12 hour waiting period has been observed. At the end of each pour, exposed surfaces shall be roughened with a stiff broom or scored with a tool. The Lightweight Concrete Fill shall be placed on supporting surfaces which have been cleaned of loose debris, sand, dust, or other foreign materials to the satisfaction of the Engineer. Do not place Lightweight Concrete Fill that is frozen, or place Lightweight Concrete Fill on frozen ground. Do not expose Lightweight Concrete Fill to freezing temperatures until after it has gained its requisite strength, abiding by the Provisions for Curing in Cold Weather in Section 555 Structural Concrete .

D.Lightweight Concrete Fill – QA Testing . The Department maintains a Quality Assurance (QA) program for Lightweight Concrete Fill. The Department will sample and test specimens of the Lightweight Concrete Fill material during placement to compare its properties to the specification requirements an d verifying the wet cast density and unconfined compressive strength of the in -place material. The QA program provides oversight of the Contractors Quality Control (QC) process, to reveal changes which may occur in the approved mix design. Several scenarios may develop as a result of the QA testing.

1.The properties are shown to m eet the requirements of the specification for the type(s) identified in the contract documents . No action will be taken.

2.The properties are shown to be outside the requirements of the specification for the type(s) identified in the contract documents .

204-4 Method of Measurement .

204-4.01 Controlled Low Strength Material. CLSM will be measured for payment in cubic yards

measured to the nearest 0.1 cubic yard computed from the payment lines shown on the contract documents. A deduction will be made for pipes (based on nominal diameters) and other features when the combined cross -sectional area exceeds 1 ft2. No additional quantity shall be measured for payment to make up losses due to foundation settlement, compaction, erosion or any other cause.

204-4 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Cross sectioning, for the purpose of determining quantities for payment, will be employed only where payment lines are not shown on the contract documents or Standard Sheets, and cannot be reasonably established by the Engineer.

204-4.02 Lightweight Concrete Fill. Lightweight Concrete Fill will be measured for payment in cubic

yards measured to the nearest 0.1 cubic yard computed from the payment lines shown on the contract documents.

204-5 Basis of Payment

204-5.01 Controlled Low Strength Material. The unit price bid shall include the costs of all labor,

material, and equipment necessary to satisfactorily complete the work.

204-5.02 Lightweight Concrete Fill. The unit bid price shall include the cost of all labor, materials, and

equipment necessary to satisfactorily complete the work. Payment will be made under: Item No. Item Pay Unit 204.01 Controlled Low Strength Material (CLSM) Cubic Yard 204.02 Controlled Low Strength Material (CLSM) (No Fly Ash) Cubic Yard 204.03 Lightweight Concrete Fill (Type A) Cubic Yard 204.04 Lightweight Concrete Fill (Type B) Cubic Yard SECTION 205 - CONTAMINATED SOIL (Last Revised January 2019)

205-1 Description .

205-1.01 General. Soil contamination may include:

A.Petroleum products, which may include, but are not limited to: gasoline, heating oils, diesel fuel, kerosene, jet fuel, lubricating oils, motor oils, greases, and other fractions of crude oil;

B.Contaminants associated with past Manufactured Coal Gas Plant (MGP) operations;

C.Other contamination by organic constituents including volatile organic compounds;

D.Metal(s) such as lead, chromium, and/or other heavy metals; and/or

E.Any other constituents that require specialty disposal of the soil. Additional information regarding contaminated soil may be available in a Special Note entitled Soil Characterization Information and/or in a Contaminated Materials Assessment Report, if such Special Note and/or Report were prepared by the Department during project design.

205-1.02 Segregation and Storage. This work shall consist of segregating contaminated soil from non -

contaminated soil during excavation, and the temporary storage and management of contaminated soil (pending sampling, analysis and ultimate disposition) in accordance with an accepted Cont aminated Material Handling Plan.

205-1 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 205-1.03 Field Organic Vapor Monitoring. This work shall consist of screening soil for contamination during excavation using field vapor monitoring equipment and observations. This work shall be performed by an independent firm hired by the Contractor and completed in accordance with an accepted Field Organic Vapor Monitoring Plan.

205-1.04 Sampling and Analysis. This work shall consist of collecting soil samples and arranging for

samples to be analyzed at a laboratory in accordance with an accepted Sampling Plan. The laboratory shall be accredited for the specified parameters by the New York State Department o f Health (NYSDOH) under the Environmental Laboratory Approval Program (ELAP). The results of the laboratory analysis will determine or confirm the final regulatory classification of the soil for appropriate handling, transpo rtation, treatment and disposal methods and requirements.

205-1.05 Transportation and Disposal. This work shall consist of transporting and disposing of

contaminated soil, and completing any other related activities, in accordance with an accepted Disposal Plan. For shipping and disposal purposes, the regulatory classification of the soil (as eithe r contaminated non-hazardous industrial waste or RCRA regulated hazardous waste) will be based on investigations conducted prior to award or based on the results of laboratory analysis included in this section.

205-1.06 Reuse of Contaminated Soil. This work shall consist of the reuse of contaminated soil within

the contract limits as embankment, fill or other appropriate on -site use. Contaminated soil areas and reuse locations, if provided , are indicated in the contract documents or shall be determined and approved by the Department. The reuse of contaminated soil may be deemed appropriate based upon the following a) an investigation conducted prior to the contract award and/or sampling and analysis conducted during project construction and the q ualification of the soil placement as a generic beneficial use determination (BUD) or b) as a site specific BUD obtained from the NYSDEC. The material must be considered suitable material as per Section 203.

205-2 Materials .

205-2.01 General. As per the Contaminated Material Handling Plan, (Section 205 -1.02).

205-2.02 Segregation and Storage. None Specified.

205-2.03 Field Organic Vapor Monitoring. Field organic vapor monitoring shall be conducted using a

photoionization detector (PID) with a 10.2eV or higher ultraviolet lamp. The PID shall have a minimum detection range of 0.1 ppm to 2,000 ppm and shall be calibrated with isobutylene or other appr opriate calibration gas. A flame ionization detector (FID) may be used in lieu of a PID if a written request and justification is submitted by the Contractor and approved by the Department. The FID shall have a minimum detection range of 1.0 ppm to 50,000 ppm and shall be calibrat ed with appropriate calibration gas.

205-2.04 Sampling and Analysis. None Specified.

205-2.05 Transportation and Disposal. None Specified.

205-2.06 Reuse of Contaminated Soil. None Specified.

205-3 Construction Details .

205-3.01 General. Work activities shall be performed in accordance with the contract documents and with

applicable Contaminated Material Handling Plan, Field Organic Vapor Monitoring Plan, Sampling Plan

205-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 and/or Disposal Plan. The Contractor shall initiate any measures necessary to protect the safety and health of workers and the general public based on the potential hazards associated with the contaminated soil.

A.Regulatory Compliance. The Contractor shall conduct all tasks in accordance with all applicable Federal, State, County, and local regulations including, but not necessarily limited to:

1.29 CFR 1910.120 and 29 CFR 1926.65 – Hazardous Waste Operations and Emergency Response;

2.6 NYCRR 360 - Solid Waste Management Facilities;

3.6 NYCRR 364 - Waste Transporter Permits;

4.6 NYCRR 371 - Identification and Listing of Hazardous Wastes (Defines Resource Conservation and Recovery Act (RCRA) defined hazardous wastes;

5.6 NYCRR 372 - Hazardous Waste Manifest System and Related Standards for Generators, Transporters and Facilities (applicable to soils regulated as hazardous wastes only);

6.6 NYCRR Part 375 – Environmental Remediation Program;

7.49 CFR 100 to 180 - USDOT Hazardous Materials Transport and Manifest System Requirements (applicable to soils regulated as hazardous wastes only);

8.CP – 51/Soil Cleanup Guidance (NYSDEC Policy).

B.Preparation of Plans and Advance Notification Letters. The Contractor shall be required to prepare one or more of the plans described below. Two (2) copies of each applicable plan shall be submitted to the Engineer for acceptance at least 30 calendar days prior to commencing work in areas identified as potentially contaminated. Plans and notification letters shall be prepared based on the type(s) of contamination and locations identified in the contract documents. If a different type of contamination is encountered during work, and additional plans and notification letters must b e written, the 30 calendar day lead time for submittals may be modified by the Engineer as appropriate.

1.Contaminated Material Handling Plan (CMHP). If the segregation and storage item is included in the contract, a CMHP shall be prepared. The CMHP shall describe the procedures to be used to segregate contaminated soil during excavation, soil storage/stockpile procedures, and safety and health issues . The following information shall be included in the CMHP:

a.Name and address of the plan preparer;

b.Contract name, contract number and description;

c.Describe procedures to be used to segregate contaminated soil during excavation;

d.Location of intended soil stockpile, trucks, roll -off container and other storage areas;

e.Describe how contaminated soil will be moved to soil storage locations;

f.Describe how soil storage/stockpile locations will be prepared and managed;

205-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 g. Describe how potential air quality impacts such creation of dust particulates and vapors will be minimized to protect air quality within, adjacent to or downwind from the project.

h.Describe air monitoring procedures to be used during work, define action levels, and explain the response if action levels are exceeded; The protocol and procedures shall consider action levels for both work personnel and also perimeter/community action l evels based on the nature of the contamination and activities conducted

i.Hazardous substance evaluation - types of chemicals associated with the waste to be generated,

j.Hazard assessment - physical and toxic effects associated with the waste to be generated; Personal protective clothing (PPC) and personal protective equipment (PPE) to be used or available on -site;.

k.Names of key personnel, emergency contacts and phone numbers;

l.List the OSHA training each worker has received. At least one worker must have completed supervisor training per 29 CFR 1910.120(E)(4);

m.General and site -specific safety rules, with emergency response procedures and directions to the nearest hospital (with map);

n.Decontamination procedures for personnel and equipment; and

o.Disposal of contaminated PPC and PPE;

2.Field Organic Vapor Monitoring Plan (FOVMP). If the field organic vapor monitoring item is included in the contract, a FOVMP shall be prepared. The following information shall be included in the FOVMP:

a.Name and address of the plan preparer;

b.Name, address, experience and qualifications of the independent firm performing the field organic vapor monitoring.

c.Name, address, experience and qualifications of each individual who will conduct the field organic vapor monitoring. Each individual shall be thoroughly trained in sampling protocols, organic vapor monitoring procedures, and equipment calibration procedur es.

d.Type(s) of organic vapor monitoring equipment to be used – model , manufacturer and details of the PID or FID equipment that will be used to conduct field organic vapor monitoring; and

e.Description of the field organic vapor monitoring and calibration procedures to be used.

3.Sampling Plan. If a sampling and analysis item is included in the contract, a Sampling Plan must be prepared. The following information shall be included in the Sampling Plan:

a.Name and address of the plan preparer;

205-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 b. Name, address, telephone number, and ELAP certification number of the proposed NYSDOH ELAP accredited laboratory;

c.Name, address, experience and qualifications of each individual who will collect soil samples. Each individual shall be thoroughly trained in sampling protocols, handling and chain of custody procedures, and laboratory requirements.

d.List of all laboratory tests required by the disposal/treatment facility

e.Describe the sample collection and handling procedures to be used; and

f.Sampling schedule or a description of the sampling frequency to be used to facilitate prompt disposal of stored soil. If sampling and analysis items are not included in the contract, a separate Sampling Plan is not required, and the Contractor shall perform any soil sampling and analysis required under the disposal item.

4.Disposal Plan. If a disposal item(s) is included in the contract, a Disposal Plan shall be prepared. The following information shall be included in the Disposal Plan:

a.Name and address of the plan preparer;

b.Name of disposal/treatment facility, address, telephone number and contact person;

c.Copy of applicable permits and/or licenses held by the disposal/treatment facility;

d.EPA Identification Number and/or State Facility Identification Number issued to the disposal/treatment facility;

e.Method(s) of disposal/treatment that will be used;

f.Signed letter from the disposal/treatment facility stating it is authorized under law to accept the type of waste being generated, their intent to accept the contaminated waste generated by this contract, and a list of the laboratory tests required by the facility;

g.Name of waste transporter, address, telephone number and contact person;

h.EPA Identification Number and/or State Transporter Identification Number issued to waste transporter; and

i.Copies of all waste transporter permits and/or license plate numbers for vehicles that will be used for transport of waste from the site to the intended disposal/treatment facility;

j.If a sampling and analysis item(s) is not included in the contract, the following information shall be included in the Disposal Plan for any sampling and analysis that will be conducted:

1.Name, address, telephone number, and ELAP certification number of the proposed NYSDOH ELAP accredited laboratory.

205-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 (2) Name, address, experience and qualifications of each individual who will collect soil samples. Each individual shall be thoroughly trained in sampling protocols, handling and chain of custody procedures, and laboratory requirements.

3.List of all laboratory tests required by the disposal/treatment facility;

4.Describe the sample collection and handling procedures to be used; and

5.Sampling schedule or a description of the sampling frequency to be used to facilitate prompt disposal of stored soil.

5.Advance Notification Letters (Letters). At least 10 calendar days prior to commencing work in contaminated areas, the Contractor shall prepare and submit Advance Notification Letters, (Letters) to the Engineer, the appropriate NYSDEC Regional Office (Environmental Remediation, Spill Prevention a nd Response), and the local fire department. The Letters shall include the dates that work will occur in contaminated areas, work locations, soil storage/stockpile locations, and the name, field office address and phone number of the Engineer. The Contractor shall provide the Engineer with a copy of the Letters sent to the NYSDEC and fire department.

205-3.02 Segregation and Storage. The Contractor shall have an accepted CMHP prior to commencing

work within potentially contaminated soil areas. Contaminated soil areas are identified in the contract documents. Soil determined to be contaminated (by PID/FID screening or observation) sha ll be segregated from non -contaminated soil and stored pending sampling, analysis and disposal. If feasible, soil with significantly higher PID/FID head space readings and soil exhibiting unusual visual or odor characteristics shall be segregated from othe r contaminated soil. The Contractor shall notify the Engineer immediately if soil is discovered that appears to contain unknown contaminants or soil that varies significantly from the type of contamination identified in the contract documents. The Departme nt will determine the preliminary regulatory classification of the suspect soil and will determine how the soil is to be managed. The Contractor shall not store contaminated soil for more than 40 calendar days, with this time limit beginning on the first day soil is placed in a stockpile, truck -bed or roll -off container. If the Engineer approves additional storage time for soil deter mined to be contaminated non -hazardous industrial waste, the Contractor shall also request approval from NYSDEC for any storage greater than 60 calendar days. If the Engineer approves additional storage time for soil determined to be RCRA regulated hazard ous waste, the Contractor shall also obtain approval from NYSDEC for any storage greater than 90 calendar days. Contaminated soil may be placed in stockpiles, trucks or roll -off containers as follows:

A.Stockpiles. The Contractor shall prepare and maintain stockpiles as follows:

1.Preparation of Stockpile Areas.

a.The area shall be graded to provide positive drainage away from intended stockpile locations.

b.All stones, roots, debris and other objects that may puncture polyethylene ground protection shall be removed.

c.The ground surface where soil will be stockpiled shall be covered with a minimum of 10 - mil or 2 layers of 6 -mil polyethylene sheeting, or an equivalent material. All seams shall be overlapped and sealed to prevent the leaching of contaminants.

205-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 d. Stockpile locations shall be within the right -of-way and accepted by the Engineer prior to use.

2.Stockpile Protection.

a.At the end of each work day, contaminated soil stockpiles shall be completely covered with a minimum of 10 -mil or 2 layers of 6 -mil polyethylene sheeting, or an equivalent material. All seams shall be overlapped and sealed to prevent the leaching of contam inants.

b.Stockpile covers shall be weighted or secured by appropriate means to prevent tearing or removal by weather conditions.

c.Stockpiles shall be labeled, signed, fenced or otherwise secured (as needed) at the end of each work day.

3.Maintenance.

a.Stockpile covers, site grading, signing and security measures shall be properly maintained for the duration of storage.

b.Damaged covers and other protections shall be repaired or replaced by the Contractor within 24 hours after notification. If this work is not satisfactorily completed within 24 hours, no further stockpiling shall be allowed until such work is completed.

B.Trucks or Roll -off Containers. The Contractor shall prepare and maintain trucks and roll -off containers as follows:

1.The interior of truck -beds and roll -off containers shall be lined with 10 -mil or 2 layers of 6 -mil polyethylene sheeting, or an equivalent material. All seams shall be overlapped and sealed to prevent the leaching of contaminants.

2.At the end of each work day, trucks and roll -off containers storing soil shall be completely covered with waterproof tarpaulins. Tarpaulins shall be placed over the top of the truck bed or container (rather than over the soil inside) and shall extend over the sides to prevent water accumulation and the evaporation of contaminants.

3.Tarpaulins shall be weighted or secured by appropriate means to prevent tearing or removal by climatic conditions.

4.Trucks and roll -off containers shall be labeled, signed, fenced or otherwise secured (as needed) at the end of each work day.

5.Trucks, roll -off containers and tarpaulins shall be properly maintained for the duration of soil storage.

6.Damaged tarpaulins and protections shall be repaired or replaced by the Contractor within 24 hours after notification. If this work is not satisfactorily completed within 24 hours, no further soil storage shall be allowed until such work is completed.

7.Trucks and roll -off containers storing contaminated soil shall be located as described in CMHP.

205-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 205-3.03 Field Organic Vapor Monitoring. The Contractor shall hire an independent firm to perform field organic vapor monitoring in accordance with the accepted FOVMP. The individual conducting the monitoring, hereafter referred to as the Field Monitor, shall be experienced and thoroughly train ed in sampling protocols, organic vapor monitoring procedures, and equipment calibration procedures. The Field Monitor shall screen potentially contaminated soil during excavation using field vapor monitoring equipment (PID/FID) and visual observations. Ba sed on the screening results, the Field Monitor shall direct the Contractor on the proper segregation of the material. Field organic vapor monitoring shall be conducted when working in the contaminated soil areas identified in the contract documents, or whenever unusual or suspicious soil conditions based on visual or odor evidence are encountered during excavation. The Co ntractor or Field Monitor shall notify the Engineer immediately if soil is discovered that appears to contain unknown contaminants or soil that varies significantly from the type of contamination identified in the contract documents. (For health and safety reasons, personnel shall not evaluate odor by placing soil directly to the nose or by inhaling vapors from grab or bag samples). The Field Monitor shall calibrate the PID/FID on a daily basis prior to starting field work and shall determine a background measurement. Excavated soil shall be tested with the PID/FID at intervals that will ensure the soil is being properly assessed for contamination. The PID/FID will be used to take head space readings from bag samples with the soil temperature at least 50OF. The Field Monitor shall maintain detailed and legible field notes indicating work locations, nature of work being performed, PID/FID head space readings, time of readings, pertinent measurements, visual and odor observations, quantities of both contaminated and non -contaminated soils excavated at each location, storage/stockpile locations, work hours, weather conditions, and any un usual conditions encountered. The Contractor shall provide the Engineer with a copy of all field notes within 5 work days from their recording. The segregation threshold established below (25ppm) is based on gasoline being the predominant contaminant. If a different contaminant(s) is present or suspected, a different segregation threshold may need to be established. Alternative segregation thresho lds may be designated in the contract documents. PID/FIDs detect and measure gas concentrations (specifically volatile organic compounds); they do not quantify or identify the contaminants in the soil. Therefore, PID/FID readings can not determine specific contaminant concentrations within the soil. Segregate soil as follows:

A.Non -Contaminated Soil. Soil with PID/FID head space readings less than 25 ppm and exhibiting no other evidence of contamination (visual or olfactory evidence) shall be considered non - contaminated. Unless further analysis is performed for confirmation of the non -contaminated so il, this soil will be considered uncontaminated.

B.Contaminated Soil. Soil with PID/FID head space readings equal to or greater than 25 ppm and/or soil exhibiting other evidence of contamination (visual or olfactory evidence) shall be considered contaminated. This soil shall be segregated from non -contaminated soil and place d in stockpiles or containers. If sampling and analysis provisions are included for the segregated soil, the results of laboratory analysis will be used to determine its regulatory classification. If feasible, soil with significa ntly higher PID/FID head space readings and soil exhibiting unusual visual or odor characteristics shall be segregated from other contaminated soil.

205-3.04 Sampling and Analysis. The Contractor shall have an accepted Sampling Plan prior to

commencing work within potentially contaminated areas. Sampling shall be conducted by individuals thoroughly trained in sampling protocols, handling and chain of custody procedures, and laborat ory requirements. Accepted sampling practices shall be used to obtain representative composite sample(s) and/or grab sample(s) as required for the specific analyses to be completed. Representative samples shall be collected from stored soil as soon as pos sible after excavation. Soil shall be taken from a depth greater than one foot within the stockpile. Each composite sample shall include a minimum of four sample

205-3 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 points. Grab samples shall be collected in a manner so as to best characterize the extent of contamination of the soil in question and best characterize the extent of contamination of the pile. If any soil areas are present with field indications of cont amination discretely different than the other areas (i.e., significantly elevated PID/FID readings, staining, etc.), the area may require a separate sample and the Engineer shall be alerted to approve additional sample and analysis. Analyses shall be com pleted at a NYSDOH ELAP accredited laboratory that is certified to perform the required tests. Analyses shall be completed within 10 work days of sample collection. The Contractor shall provide the Engineer with a copy of all reports within 2 work days of their receipt from the laboratory. Soil shall not be added to any stockpile, truck or roll -off container after its contents have been sampled. If soil is added after sampling, or sampled soil is otherwise tampered with, the Contractor shall re-sample the soil at no additional cost to the St ate. Conduct specified analyses as follows:

A.Petroleum Contamination Parameter Analysis. Samples shall be analyzed for petroleum contamination constituents (total constituent analysis) in accordance with CP – 51/Soil Cleanup Guidance, Gasoline and Fuel oil, Tables 2 and 3 using USEPA Method 8260 for volatile organics and methyl t -butyl ether (MTBE) and USEPA Method 8270 for base/neutrals.

B.Hazardous Waste RCRA Toxicity Characteristic Analysis. Samples shall be analyzed for Hazardous Waste RCRA Toxicity Characteristics Leaching Procedure (TCLP) constituents. Analysis shall be for full TCLP constituents on the sample extract as prepared by USEPA Method 1311.

C.Ignitability of Solids Analysis. Samples shall be analyzed for ignitability by USEPA Method 1030.

D.pH of Soil and Waste. Samples shall be analyzed for pH measurement by USEPA Method 9045.

E.Polychlorinated Biphenyls (PCB) Analysis. Samples shall be analyzed for PCBs by USEPA Method 8082.

F.Total Petroleum Hydrocarbons (TPH) Analysis. Samples shall be analyzed for petroleum hydrocarbons, USEPA Method 8015, gasoline range organics (GROs) and/or diesel range organics (DROs).

205-3.05 Transportation and Disposal. The Contractor shall have an accepted Disposal Plan prior to

the transportation and disposal of contaminated soil. Contaminated soil shall not be transported until all sampling and analysis, as required by the Department or by the Disposal facility, hav e been performed and laboratory reports have been provided and accepted by the Department.

A.Transportation Off Site.

1.For the duration of transportation, roll -off containers and truck beds shall be completely covered with secured waterproof tarpaulins to prevent water infiltration, evaporation of contaminants and spillage of contaminated soil.

2.The Contractor shall take immediate action to remedy any situation involving a release of contaminated soil during loading or while in transit.

3.Contaminated soil shall not be combined with material from any other source. NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Contaminated soil shall be transported in vehicles with valid Waste Transporter permits for New York State (and other required permits/licenses from any other states as applicable). The Contractor shall provide a copy to the Engineer of the waste transp orter permit documenting that the transporter is authorized to transport waste to the intended disposal/treatment facility. The Contractor shall complete any required shipping papers, labeling, placarding, and weighing/load measurements and shall provide copies of required documentation to the Engineer.

5.Contaminated soil that is determined to be a regulated hazardous waste per the criteria of 6 NYCRR Part 371 shall be shipped with a hazardous waste manifest to a treatment/disposal facility permitted to accept the waste. The Contractor shall complete all required manifests, labeling, placarding, land disposal restriction notifications, and other requirements for shipping and tracking hazardous wastes and shall provide copies of required documentation to the Engineer. The Engineer will provide the Contr actor with the EPA Identification Number(s) issued to the Department as the hazardous waste generator and will sign the generator certification statements.

B.Disposal/Treatment. Contaminated soil shall be disposed of by the methods and procedures described in the accepted Disposal Plan. Soil characterization information, field identification and confirmation laboratory analyses, if included in the contract, will be used to deter mine appropriate classification and category of soil for disposal. Each category of surplus or waste soil shall be handled and disposed of based upon its characterization in accordance with the requirements outlined in §107 -10 Managing Surplus Material a nd Waste for the following categories:

1.Uncontaminated Soil;

2.Contaminated Non -hazardous Industrial Waste; or

3.Hazardous Waste regulated by 6 NYCRR Part 371 Soils characterized as contaminated as Hazardous Waste or as Non -hazardous Industrial Waste shall be disposed of and paid for per the items 205.0501 and 205.0502 respectively. Contaminated soil shall be transported to a disposal/treatment facility within 40 calendar days from the start of storage. The Contractor shall complete under this item any soil sampling and analysis required by the disposal/treatment facility that is not specifically included in the contract.

C.Documentation. The Contractor shall provide the Engineer with copies of all receipts from the disposal/treatment facility which indicate the actual quantity of waste received within 2 work days of receipt from the facility. For soil determined to be RCRA regulated haz ardous waste, the Contractor shall also provide the Engineer with the appropriate copies of each signed manifest within 2 work days of receipt. Any manifest discrepancies, including the need for exception reporting, shall be reported imme diately to the Engineer and shall be resolved by the Contractor.

205-3.06 Reuse of Contaminated Soil. The Contractor shall place contaminated soil as embankment, fill

or other appropriate on -site use as determined and approved by the Department, and in accordance with the contract documents. Only appropriate soils placed in appropriate locations as incl uded in the contract documents shall be reused.

205-4 Method of Measurement.

205-4.01 General. (Vacant)

205-4 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 205-4.02 Segregation and Storage. The work under segregation and storage will be measured for payment on a lump sum basis.

205-4.03 Field Organic Vapor Monitoring. The quantity for payment will be in hours of field organic

vapor monitoring performed, measured to the nearest one -half hour.

205-4.04 Sampling and Analysis. The quantity to be measured for payment will be the number of soil

samples analyzed as included in the contract documents.

205-4.05 Transportation and Disposal. The quantity to be measured for payment will be in tons of

contaminated soil transported to a disposal/treatment facility, measured to the nearest 0.1 ton. If measurement of the contaminated soil by weight is not feasible, a conversion factor of 1.4 ton s per cubic yard will be used to determine the quantity for payment.

205-4.06 Reuse of Contaminated Soil. The quantity to be measured for payment will be in cubic yards

of contaminated soil stockpiled for reuse, computed to the nearest whole cubic yard.

205-5 BASIS OF PAYMENT. The price bid shall include the cost of all labor, materials and equipment

necessary to complete the work. Excavation will be paid for separately. Payment will be made under: Item No. Item Pay Unit 205.02nn Segregation and Storage of Contaminated Soil Lump Sum 205.03 Field Organic Vapor Monitoring of Contaminated Soil Hour 205.0401 Petroleum Contamination Parameter Analysis Each 205.0402 Laboratory Analysis for Hazardous Waste RCRA Toxicity Characteristic Each 205.0403 Laboratory Analysis for Ignitability Each 205.0404 Laboratory Analysis for ph Each 205.0405 Laboratory Analysis for Polychlorinated Biphenyls (PCB's) Each 205.0406 Laboratory Analysis for Total Petroleum Hydrocarbons – Gasoline Range Organics Each 205.0407 Laboratory Analysis for Total Petroleum Hydrocarbons – Diesel Range Organics Each 205.0501nn Disposal of Contaminated Hazardous Waste Soil Ton 205.0502nn Disposal of Contaminated Non -Hazardous Waste Soil Ton 205.06nn Reuse of Contaminated Soil Cubic Yard Note: nn denotes serialized pay item for each discrete contaminated area of property as indicated on the plans. The serialized items allow for different plans and different disposal procedures for discretely different areas and nature of the contamination. SECTION 206 - TRENCH, CULVERT AND STRUCTURE EXCAVATION

206-1 Description .

206-1.01 General. This work shall consist of the excavation and disposal of excavated material required

for trenches, culverts, structures, conduit and direct burial cable not otherwise provided for in other sections of these specifications. All such excavation shall be unc lassified excavation as defined in §203 - 1.01. The work shall be conducted in accordance with 29 CFR 1926 Subpart P.

206-1.02 Structure Excavation. The work specified under this item shall include the excavation for all

bridge foundations, walls and other major structures.

206-1 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 206-1.03 Trench and Culvert Excavation. The work specified under this item shall include the excavation of all materials and disposal of excavated material required for trenches, culverts, pipes, manholes, drainage structures and other minor structures, conduit and direct burial cable.

206-1.04 Conduit Excavation and Backfill including Surface Restoration. The work specified under

this item shall include the excavation, necessary backfill and surface restoration required for conduits and direct burial cables.

206-1.05 Test Pits. The work specified under this item shall include the excavation and backfill of test

pits at locations shown in the contract documents, or as directed by the Engineer. Excavation and backfill methods, limits and equipment used shall be approved by the Engi neer. This work will not relieve the contractor of the responsibility to locate underground facilities as required under 16 NYCRR 753.

206-2 MATERIALS. (Not Specified).

206-3 Construction Details .

206-3.01 General. The appropriate construction details specified for “Excavation and Embankment” in

§203 -3.01 through §203 -3.14 shall apply to the work specified in this section. The excavation shall be dewatered and kept free from water, snow and ice when necessary. Special care shall be taken not to disturb the bottom of the excavation, and not to remove the material at final grade until just before the structure is placed. The provisions of §203 -3.01D Suitable Materials and/or §203 -3.01E Unsuitable Materials shall apply to all material excavated under this section. The Contractor shall carry out all excavation operations in a safe and prudent manner so that the workers, the public, and adjacent public and private property will be protected from unreasonable hazard in accordance with §107 -05K. Open Excavations and Trenches. Slopes may not be steeper than allowed by 29 CFR 1926 Subpart P. When excavation is required for the installation of conduit or direct burial cable, the Contractor shall notify the Engineer upon completion of the excavation. No conduit or cable shall be placed in the excavation until the Engineer has approved the depth and cross -section. When the Contractor, in placing conduits, direct burial cable or utilities, excavates into the pavement, subgrade, subbase, or shoulder courses, such courses must be replaced in kind, character and condition, to maintain a uniform road section, except when the Contract Documents specify that other materials shall be used.

206-3.02 Structure Excavation. The Contractor’s competent person shall verify field conditions,

including excavation depth, groundwater, and soil conditions with the Engineer in accordance with 29 CFR 1926 Subpart P prior to performing structure excavation for all bridge foundations, wa lls and other major structures.

206-3.03 Trench and Culvert Excavation. The Contractor’s competent person shall verify field

conditions, including excavation depth, groundwater, and soil conditions with the Engineer in accordance with 29 CFR 1926 Subpart P prior to performing trench and culvert excavation. For utility lines, exclusive of conduit and cable lines, of less than 12 inches in diameter, the excavation width shall be the actual bottom width necessary to properly perform the installation work required, or 3 feet, whichever is less.

206-3.04 Conduit Excavation and Backfill including Surface Restoration. When the Contractor is

required to excavate through portland cement concrete, asphalt concrete, composite pavement, or

206-3 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 sidewalk, a saw cut shall be made along neat lines and to the depth as shown in the contract documents or as directed by the Engineer. Any damage to existing pavement, sidewalk, curb or other facilities caused by the Contractor’s operations under this item shall be repaired by the Contractor at no additional cost to the State.

206-3.05 Test Pits. The Contractor shall excavate and backfill test pits in order to determine existing

underground utility type, size and/or condition where new utility connections to existing facilities are proposed. The Contractor shall excavate and backfill test pits in a manner approved by the Engineer that prevents damage to wrappin gs, coatings or other protective coverings, such as by hand digging, vacuum excavation or similar non -destructive locating equipment. The limits of the excavation shall be those sufficient to determine existing utility type, size and/or condition.

206-4 Method of Measurement .

206-4.01 General. The quantity of excavation will be in cubic yards, to the nearest whole cubic yard,

computed from payment lines shown on the plans or the appropriate standard sheets. Work performed beyond any designated payment line will not be included in the computation of quantities for the item involved.

206-4.02 Structure Excavation. Vacant.

206-4.03 Trench and Culvert Excavation. Unless otherwise shown or indicated on the contract plans,

payment lines for excavation of pipe and culvert lines, and minor structures will be determined as follows:

A.Bottom Payment Line. The elevation of the bottom payment line will be the invert elevation of the pipe, conduit, or culvert. For pipes, conduits, or culverts of nominal horizontal dimensions of 12 to 144 inches, the width of the excavations at the bottom payment line will be t he nominal inside horizontal dimension of the pipe, conduit, or culvert plus 4 feet, or three (3) times the nominal inside horizontal dimension, whichever is less; for pipes with a nominal horizontal dimension greater than 144 inche s the width will be as shown on the appropriate standard sheets or in the contract documents. For concrete and smooth interior corrugated polyethylene pipe, twice the minimum wall thickness will be added to the preceding. For concrete pipe, the bottom paym ent line is the Bedding Control Line shown on the applicable standard sheet.

B.Top Payment Line. The top payment line will be the surface at the centerline of the pipe, culvert or conduit immediately prior to commencing trench excavation.

C.Side Payment Lines. The side payment lines of the excavation will be vertical to the bottom payment line. For utility lines, exclusive of conduit and cable lines, of less than 12 -inch diameter, the excavation width will be the actual bottom width necessary, as determined by the Engineer, to properly perform the installation work required, or 3 feet, whichever is less.

D.Payment Lines for Minor Structures. Payment lines for minor structures will be vertical from the bottom of the footing and will extend vertically from a line 2 feet from the perimeter of the structure footing. The top payment line shall be the same as for (B) above. The bottom payment line w ill be the bottom of footing elevation, or the bottom of undercut elevation as directed by the Engineer.

206-4.04 Conduit Excavation and Backfill including Surface Restoration. The quantity of conduit

and/or cable excavation and backfill including surface restoration for payment will be the number of

206-4 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 linear feet measured along the center of the conduit and/or cable placed, in accordance with the methods stated below. Wherever a pair or group of conduits and/or cables are physically connected together, they will be considered as a single conduit and/or cable.

A.Wherever conduit and/or cable in the same trench are physically separated laterally by 6 inches or more between centerlines, as shown on the plans or as directed by the Engineer, the linear feet measurement will be made along the center of each conduit an d/or cable.

B.Wherever a pair or group of conduits and/or cable in the same trench are physically separated laterally by less than 6 inches between centerlines of adjacent conduit and/or cable, as shown on the plans or as directed by the Engineer, the linear feet measu rement for those conduits and/or cable will be made along the center of that pair or group of conduit and/or cables.

206-4.05 Test Pits. The quantity to be measured for payment will be the number of test holes excavated

and backfilled in accordance with the contract documents.

206-5 Basis of Payment .

206-5.01 General. The cost for necessary guarding to protect the public from open trenches, and that

required for the protection to ensure the safety of the workers, and for any necessary excavation support shall be included in other items. No extra payment will be made for the cost of any materials excavated or placed outside the payment lines shown on the plans or as described in this specification. No extra payment will be made for excavation protection or support systems not shown in the contract plans, unless use of such systems is directed by the Engineer. With exception of the Conduit Excavation and Backfill including Surface Restoration item, the work of replacing pavement, subcourses and shoulder courses will be paid for and performed under the provisions of their respective items and subsections.

206-5.02 Structure Excavation. The unit price bid for this work shall include the cost of labor, materials

and equipment required to satisfactorily complete the work including the costs of excavation, disposal of excavated material, presplitting rock excavations where required, and keep ing the site dewatered and free from earth, water, ice and snow where necessary. Payment for Sheeting, Cofferdams or Temporary Water Diversion Structures required by the contract documents will be made in accordance with the appropriate item. Where cofferdams are specified for structure excavation, the work required to keep the site free from earth, water, ice and snow shall be included in the item for cofferdams when necessary.

206-5.03 Trench and Culvert Excavation. The unit price bid for this work shall include the cost of

labor, materials and equipment required to satisfactorily complete the work, including the costs of excavation, disposal of excavated material, presplitting rock excavations where required, and kee ping the site dewatered and free from earth, water, ice and snow when necessary.

206-5.04 Conduit Excavation and Backfill including Surface Restoration. The unit price bid for this

work shall include the cost of furnishing all labor, materials and equipment necessary to satisfactorily excavate and backfill the trench, including sawcutting, and to restore and replace any pavement, shoulder, and sidewalk cou rses, subcourses, curbs, drives, lawns and other top surfaces as required to complete the work.

206-5 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 206-5.05 Test Pits. The unit price bid for this work shall include the cost of furnishing all labor, materials and equipment necessary to satisfactorily excavate and backfill the test pit and replace any pavement, shoulder and sidewalk courses, subcourses, curbs, drives, lawn s and other top surfaces required to complete the work. Payment will be made under: Item No. Item Pay Unit 206.01 Structure Excavation Cubic Yard 206.0201 Trench and Culvert Excavation Cubic Yard 206.03 Conduit Excavation and Backfill including Surface Restoration Foot 206.05 Test Pit Excavation Each SECTION 207 - GEOSYNTHETICS

207-1 Description .

207-1.01 Geotextiles. The work shall consist of furnishing and installing approved Geotextile of the

Class and Type indicated, at the locations, and in the manner shown on the plans or as directed by the Engineer, in writing, prior to performing the work.

207-1.02 Geomembranes. The work shall consist of furnishing and installing approved Geomembrane ,

includ ing the preparation of the surface upon which the Geomembrane is placed, at the locations and in the manner shown on the plans or as directed by the Engineer, in writing, prior to performing the work.

207-1.03 Prefabricated Composite Drains for Structures. The work shall consist of furnishing and

installing an approved Prefabricated Composite Structural Drain (PCSD) or Prefabricated Composite Integral Abutment Drain (PCIAD) as specified at the location (s) shown on the contract documents or as directed by the Engineer, in writing, prior to performing the work. Prior to installation, the Contractor shall furnish the Engineer with copies of the manufacturer’s literature with details and installation requirements for the PCSD or PCIAD. If not included in the manufacturer’s literature, a letter identifying the geote xtile wrap shall also be provided to the Engineer.

207-2 MATERIALS. Materials shall meet the requirements specified in the following subsections of

Section 700 – Materials. Geotextiles §737 -01 Geotextile Bedding §737 -01 A. Geotextile Separation §737 -01 B. Geotextile Drainage §737 -01 C. Geotextile Slope Protection §737 -01 D. Geotextile Stabilization §737 -01 E. Turbidity Curtain §737 -01 F. Silt Fence §737 -01 G. Geomembranes §737 -02 Prefabricated Composite Structural Drains §737 -04 Prefabricated Composite Integral Abutment Drains §737 -05 Materials shall be subject to the Department’s Quality Assurance (QA) program outlined in Section 737.

207-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Adhesives used for joining geotextiles shall be fast -tacking, not be detrimental to the performance, lifespan or function of the geotextile, and c reate a bond strong enough to meet AASHTO M288 requirements for seam efficiency.

207-3 Construction Details .

207-3.01 Geotextiles .

A.General. The Geotextiles shall be protected from exposure to sunlight during transport and storage. After placement, the Geotextile shall not be left uncovered for more than two (2) weeks. Traffic or construction equipment will not be permitted directly on the Geotextile. Geotextiles may be joined by sewing, using adhesive or overlapping. Sewn seams shall be lapped a minimum of 4 in. and double sewn. The thread used to sew the seam shall be nylon or polypropylene. Geotextiles that are joined using adhesive shall be lapped a minimum of 4 in. Overlapped seams shall have a minimum overlap of 20 in. except when placed under water where the overlap shall be a minimum of 3 ft. All seams shall be su bject to the approval of the Engineer. Geotextile which becomes torn or damaged due to the Contractor’s operations shall be replaced or patched at no cost to the State. The patch shall extend 3 ft. beyond the perimeter of the tear or damage.

B.Bedding and Slope Protection. The Geotextile shall be placed and anchored on a prepared surface approved by the Engineer. The Geotextile shall be laid loosely but in intimate contact with the soil so that placement of the overlying materials will not stretch or tear the Geotextile. Whe re Geotextile is placed above water, the backfill placement shall begin at the toe and proceed up the slope. Where Geotextile is placed under water, the long dimension (provided that the width dimension is wider than the channel width) shall be placed parallel to the direction of flow. If the width dimension is not wider than the channel width, the long dimension shall be placed perpendicular to the direction of flow. Successive Geotextile sheets shall be overlapped so that the upstream sheet is placed over the downstream sheet. As the Geotextile is placed under water, the backfill material shall be placed on it to the required thickness. The Geotextile placement shall not progress more than 50 ft. ahead of the backfill placement. Rip-rap, stone filling (Heavy) or stone filling (Medium) shall not be dropped onto the Geotextile from a height greater than 1 ft. Slope protection and smaller sizes of stone filling shall not be dropped onto the Geotextile from a height exceeding 3 ft.

C.Separation and Stabilization. The Geotextile shall be placed as directed by the Engineer. The Geotextile shall be laid loosely but in intimate contact with the soil so that placement of the overlying material will not stretch or tear the Geotextile.

D.Drainage. The Geotextile shall be placed to conform loosely to the shape of the trench. After placing the filter material, the Geotextile shall be folded over the top of the filter material to produce a minimum overlap of 12 in. The Geotextile shall then be covered with the subsequent course.

207-3.02 Geomembranes. The Geomembrane shall be protected during transport and storage. The

surface upon which the Geomembrane is to be placed shall be within reasonable conformity to the proposed grade. Traffic or construction equipment will not be permitted directly on the Geo membrane. Care shall be exercised by workers when walking or working on the Geomembrane. Seams shall be sealed as per the manufacturer's recommendations and to the satisfaction of the Engineer. The edges of the Geomembrane shall be secured in the manner shown on the contract plans or as directed by the Engineer.

207-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Geomembrane which becomes torn or damaged shall be replaced or patched as ordered by the Engineer. The patch shall extend 3 ft. beyond the perimeter of the tear or damage and the seams shall be approved by the Engineer.

207-3.03 Prefabricated Composite Drains for Structures. The Contractor shall install the drain in

conformance with the manufacturer’s installation procedures. The drain shall be installed so that the backfill, when placed, will be in contact with the geotextile and forms a continuous drainage layer without interruption within the drain’s plane. In installations where concrete is to be poured against the prefabricated composite drain, only drains with impermeable cores will be allowed. At all locations, a positive outlet for the water in the drain shall be provided. This may involve making a hole in the core at the weep hole locations for approved drains with an impermeable core. Do not puncture the geotextile. Any damaged geotextile shall be repaired. Adhesive shall be applied to the wall surface, and not directly to the drain. During all periods of shipment and storage, the drain shall be wrapped and protected from direct exposure to sunlight, mud, dirt and debris. Care shall be exercised while backfilling to prevent damage to the drain. Repairs or replacements of drain damaged by construction operations shall be performed, as directed by the Engineer, at no cost to the State.

207-4 Method of Measurement .

207-4.01 Geotextiles .

A.General. The quantity of Geotextile will be the number of square yards computed from the payment lines indicated in the contract documents. Measurement will not be made for Geotextile used for repairs, seams, or overlaps. If taken, the amount of quality assurance samples will be added to this quantity.

B.Drainage. The quantity of Geotextile will be measured in area based on the theoretical perimeter determined from the typical section indicated in the contract documents.

207-4.02 Geomembranes. The quantity of Geomembrane will be the number of square yards c omputed

from the payment lines indicated in the contract documents. Measurement will not be made for Geomembranes used for repairs, seams, or overlaps.

207-4.03 Prefabricated Composite Drains for Structures. The quantity of PCSD or PCIAD will be

measured in square yards installed computed from the payment lines indicated in the contract documents.

207-5 Basis of Payment .

207-5.01 Geotextiles. The unit price bid shall include the cost of furnishing all labor, equipment, and

materials necessary to complete the work, including the cost of preparing the surface upon which the Geotextile is placed. No payment will be made for replacement or repairs.

207-5.02 Geomembranes. The unit price bid shall include the cost of furnishing all labor, materials, and

equipment necessary to satisfactorily complete the work, i ncluding the cost of preparing the surface upon which the Geomembrane is placed and securing the edges of the Geomembrane. No payment will be made for replacement or repairs.

207-5 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 207-5.03 Prefabricated Composite Drains for Structures. The unit price bid shall include the cost of furnishing all labor, equipment, and material necessary to complete the work. No payment will be made for repairs or replacement. Payment will be made under: Item No. Item Pay Unit 207.20 Geotextile Bedding Square Yard 207.21 Geotextile Separation Square Yard 207.22 Geotextile Drainage Square Yard 207.23 Geotextile Slope Protection Square Yard 207.24 Geotextile Stabilization Square Yard 207.25 Geomembrane Square Yard 207.26 Prefabricated Composite Structural Drain Square Yard 207.27 Prefabricated Composite Integral Abutment Drain Square Yard SECTION 208 - STORMWATER MANAGEMENT PRACTICES (Last Revised May 2022)

208-1 DESCRIPTION . The work shall include furnishing, installing, maintaining, and cleaning

stormwater management practices, in accordance with the contract documents and as directed by the Engineer.

208-1.01 General .

A.Definitions .

1.Stormwater Management Practices (SMP) . SMPs include structural, soil and vegetative practices that are acceptable for water quality treatment and water quantity control and meet stormwater management performance criteria described in the New York State Stormwater Management Design Manual (issued by the New York State Department of Environmental Conservation).

2.Stormwater Treatment Device (SWTD) . A SWTD is a commercially available Stormwater Management product that uses hydrodynamic action, velocity reduction, sediment settling and/or filtering to separate suspended solids from stormwater. SWTDs are installed as part of a stormwater treatment system consisting of one or more SWTDs and all required pipes, such as connection, inlet, bypass and outlet. SWTDs are used alone or in a series with other SMPs.

3.Water Quality Treatment. SMPs are implemented to improve water quality by capturing and treating runoff to remove pollutants from small, frequent storm events that tend to contain higher pollutant levels.

4.Water Quantity Control. SMPs are designed to attenuate or reduce peak flows from storm events to the pre -developed levels to prevent channel erosion, maintain pre -developed hydrology and hydraulics, and often also provide groundwater recharge.

5.Maintenance . Maintenance shall include inspection, repair, and upkeep of stormwater management practices.

6.Cleaning . Cleaning shall include inspection, removal and disposal of trash, debris,

208-1 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 hydrocarbons, nutrients and/or metals collected by the practice.

208-1.02 SWTD. The work shall include furnishing, installing, and maintaining a SWTD, in accordance

with the contract documents and as directed by the Engineer.

208-1.03 Cleaning SWTD. The work shall include cleaning SWTDs in accordance with the contract

documents and as directed by the Engineer.

208-2 Materials.

208-2.01 General. None specified

208-2.02 SWTD. The materials shall meet the requirements of the following subsections of Section 700,

Materials and Manufacturing . Stormwater Treatment Device 738-01 The Contractor shall provide a SWTD that is:

A.Sized for the maximum water quality flow shown in the contract documents

B.Appears on the Approved List for the corresponding payment item Pipe (inlet, outlet, bypass and connection) sizes and locations for single unit or multiple units shall be as indicated in the contract documents and paid for under separate payment items. Backfill shall be in conformance with §733 -11, Select Granular Fill and shall be paid for separately.

208-2.03 Cleaning SWTD. None specified.

208-3 Construction Details.

208-3.01 General. The Contractor shall inspect and maintain the stormwater management practices for

the duration of the contract. The schedule for inspecting and maintaining each stormwater management practice shall be per the manufacturer’s recommendations to sustain prac tice performance and efficiency, and/or as indicated in the contract documents. Inspection and maintenance shall be included in the cost of the payment item. The Contractor shall keep a record of stormwater management practice inspections and maintenance. Stormwater management practices not performing to manufacturer’s defined efficiency standards shall be repaired or replaced at no additional cost to the Stat e.

208-3.02 SWTD . The Contractor shall install and maintain the SWTD in accordance with manufacturer

recommendations and the contract documents.

A.Excavation . Excavation shall be in conformance with §206 -3.01 and §206 -3.02, Trench, Culvert, and Structure Excavation and will be paid for separately. No structure shall be backfilled until all mortar has completely set.

B.Backfill . Backfill shall be installed per §203 -3.06, Select Granular Fill and will be paid for separately.

208-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 C. Submittals . A minimum of two weeks prior to installation, the Contractor shall provide a copy of the manufacturer’s cut sheets, installation details, and operations and maintenance manuals for each SWTD unit type. Electronic copies are acceptable.

D.Basis of Acceptance . Acceptance criteria for SWTD:

1.The SWTD manufacturer’s name appears on the Department’s Approved List.

2.The SWTD has been installed per manufacturer’s instructions and at the locations indicated in the contract documents.

3.The SWTD has received maintenance – as needed – during the life of the contract and per manufacturer’s recommendations.

4.The SWTD’s mechanical features are functioning – as described in the manufacturer’s operations and maintenance manual – at the completion of the contract.

5.Acceptance criteria for cleaning: The SWTD has been cleaned per §208 -3.03 by the Contractor during the life of the contract as needed, and immediately prior to final contract acceptance.

208-3.03 Cleaning SWTD. Cleaning shall be performed during dry weather. Entry into the SWTD or

nearby drainage structure may be necessary to complete the work described under this specification. SWTDs and other subsurface stormwater drainage devices are confined spaces. Entr y into confined spaces requires compliance with OSHA safety procedures (29 CFR 1910.146 and 29 CFR 1926.21) and NYS Industrial Code Rules 12 and 23. The Contractor shall ensure that employees wear all required personal protective equipment (PPE) when perf orming this work.

A.Advanced Preparation. At least 15 days prior to commencing SWTD cleaning work, prepare and submit the following information to the Engineer for review and approval:

1.Identification of and information on the proposed treatment/disposal facilities to include:

a.name

b.address

c.contact person

2.For transportation off -site, the identification of and information on the proposed waste transporter to include:

a.name

b.address

c.telephone number

d.contact person

e.NYSDEC Part 364 Waste Transporter Permit number

208-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Inspection . In the presence of the Engineer, the Contractor shall open the SWTD access and make a visual inspection. The Contractor shall determine if the device’s inlet and/or outlet is submerged. If the inlet/outlet is submerged, the pipe(s) connecting to the S WTD shall be plugged using a standard rubber expandable plug, or other type of approved fabricated plug. The depth of accumulated sediment in each device shall be measured with a probe and recorded.

C.Cleaning . All solids (trash, debris, floatables, sludge, sediment, and other) and floating petroleum product (oil) shall be removed from all chambers (sediment chamber and outflow chamber) and pipes. The SWTD shall be cleaned using the following steps:

1.Remove any floating petroleum product (oil) with sorbent pads/cloths

2.Remove all trash, debris and floatables

3.Remove all remaining solids (sludge, sediment, and other) and liquids via a vacuum truck

4.Dispose of the liquid and all solids separately as described below

5.Remove plugs and reset manholes

D.Disposal . The Contractor shall dispose of all resulting waste including oil (sorbent pads/cloths), solids (e.g. trash, debris, floatables, sludge, sediment, and other) and liquids. The solid waste product of the cleaning operation (including sorbent material) is considered a nonhazardous solid waste under NYSDEC Part 360 regulations. Liquid waste taken off -site will be considered petroleum - contaminated liquid under NYSDEC Part 360 regulations and shall be transported, treated and/or disposed of at a permitted waste treatment and/or disposal facility. Any single shipment of liquid waste weighing more than 500 pounds must be transported by a permitted hauler who meets NYSDEC’ s 6 NYCRR Part 364 industrial waste transport requirements.

E.Basis of Acceptance . The Contractor must submit receipts documenting proper handling of the waste materials (including contaminated liquid) during transport and disposal, in accordance with all Federal, State and local regulations.

208-4 Method of Measurement.

208-4.01 General. Vacant.

208-4.02 SWTD. The work will be measured as the number of each SWTD installed and maintained.

208-4.03 Cleaning SWTD. The work will be measured as the number of each SWTD cleaned.

208-5 Basis of Payment.

208-5.01 General. Vacant.

208-5.02 SWTD. The unit price bid for each SWTD shall include the cost of all labor, materials and

equipment necessary to satisfactorily complete the work, including manhole frames and covers, and SWTD cleaning and maintenance.

A.Excavation . Excavation will be paid for separately under §206 Trench and Culvert Excavation .

208-5 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Backfill. Backfill of drainage structures and leaching basins will be paid for under the item(s) shown in the contract documents.

C.Pipes. Pipes (outlet, inlet, connection, bypass and others) necessary to complete the stormwater treatment system will be paid for separately. Progress payments will be made upon the satisfactory installation of the SWTD at 75% of the unit price bid. The remaining percentage will be paid after the SWTD has been cleaned and the Engineer has verified that the SWTD is properly functioning at the co mpletion of the contract.

208-5.03 Cleaning SWTD. The unit bid price per each SWTD cleaned shall include the cost of

furnishing all labor, materials, equipment, transport and disposal necessary to satisfactorily complete the work. Progress payments will be made upon the satisfactory cleaning of the SWTD at 75% of the unit price bid. The remaining percentage will be paid after the Engineer has verified and checked quantities on receipts for all wastes received by the disposal facili ties. Payment will be made under: Item No. Item Pay Unit 208.5101 SWTD - Maximum Treatment Flow Rate up to 1.0 cfs Each 208.5201 SWTD - Maximum Treatment Flow Rate over 1.0 cfs up to 2.0 cfs Each 208.5301 SWTD - Maximum Treatment Flow Rate over 2.0 cfs up to 2.8 cfs Each 208.5401 SWTD - Maximum Treatment Flow Rate over 2.8 cfs up to 3.8 cfs Each 208.5501 SWTD - Maximum Treatment Flow Rate over 3.8 cfs up to 5.0 cfs Each 208.5601 SWTD - Maximum Treatment Flow Rate over 5.0 cfs up to 7.0 cfs Each 208.5701 SWTD - Maximum Treatment Flow Rate over 7.0 cfs up to 10.0 cfs Each 208.5801 SWTD - Maximum Treatment Flow Rate over 10.0 cfs up to 15.0 cfs Each 208.5901 SWTD - Maximum Treatment Flow Rate over 15.0 cfs up to 25.0 cfs Each 208.60 Cleaning Stormwater Treatment Device Each SECTION 209 - SOIL EROSION AND SEDIMENT CONTROL (Last Revised January 2019 )

209-1 DESCRIPTION. This work shall consist of furnishing, installing, inspecting, maintaining, and

removing soil erosion and sediment control measures as shown on the contract documents and as directed by the Engineer.

209-1.01 Erosion Control. Erosion Control is any action taken to reduce soil erosion and control

sedimentation, including the use of mulch, straw/wood fiber mulch, seed and mulch, seed and straw/wood fiber mulch, rolled erosion control products, soil stabilizers, and pipe slope dra ins.

209-1.02 Sediment Control. Sediment Control is any action taken to minimize suspended solid material

transport by water, including the use of sediment traps, turbidity curtains, sediment filter logs, silt fence, check dams, drainage structure inlet protection, and stabilized constru ction entrance/exits.

209-2 Materials.

209-2.01 General. None specified.

209-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 209-2.02 Mulch -Temporary. The materials shall meet the requirements of the following subsections of §700 Materials and Manufacturing . Straw 713-19 Wood Fiber Mulch 713-11

209-2.03 Seed -Temporary. The materials shall meet the requirements of the following subsections of

§700 Materials and Manufacturing . Seeds 713-04 Water 712-01 Seed shall be ryegrasses (annual or perennial) or cereal grasses suitable for the area as a temporary cover and which will not compete with the grasses sown later for permanent cover.

209-2.04 Check Dams. The materials shall meet the requirements of the following subsections of

Section 700 Materials and Manufacturing . Stone Filling 733-21 Coarse Aggregate 703-02 Sediment Filter Logs 713-20 Geotextile 737-01

A.Stone Check Dams. Stone filling shall meet the requirements of §733 -21 Stone Filling, Light and/or §703 -02 Coarse Aggregate, size designation 1 or 2 as described in Table 703 -04. Geotextile bedding shall conform to §737 -01 Geotextiles , Table 737 -01A – Bedding Geotextile Requirements.

B.Gravel Bag Check Dams.

1.Bags . Bags shall be fabricated from reinforced woven geotextile that meets the requirements of §737 -01 Geotextile with a strength class 1 or 2 and shall include ties. No burlap bags shall be allowed.

2.Gravel . Coarse aggregate shall meet the gradation requirements of size designation #1 or #2 of Table 703 -4 and shall be used as the fill material. Gravel bags shall be individually tied and double bagged. The bag with fill material shall be inversely inserted into the second bag in order to prevent leakage.

C.Prefabricated Check Dams.

1.Temporary Silt Dike . Temporary silt dikes shall be triangular in cross section, and have a height of at least 10 inches in the center with two equal sides and a 18 inch to 24 inch base. The inner material shall be urethane foam. The outer cover shall be a woven bedding type ge otextile (§737 -01; Table 737 -01A) wrapped around the inner triangle and shall extend 24 inches to 36 inches beyond each side of the triangle base. Wire staples used to secure the prefabricated check dam shall be No. 11 gauge wire and be 6 inches to 8 inches long.

209-2 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Stone shall meet the requirements of §703 -02 Coarse Aggregate , size designation 1 as described in Table 703 -4. Stone filling shall be placed over the geotextile apron. Refer to the standard sheets for additional information.

2.Sediment Filter Logs. The materials for prefabricated sediment filter logs check dams shall meet the requirements of §713 -20 Sediment Filter Logs .

209-2.05 Linear Measures. The materials shall meet the requirements of the following subsections of

Section 700 Materials and Manufacturing. Geotextiles 737-01 Sediment Filter Logs 713-20

A.Silt Fence -Temporary. A silt fence assembly shall consist of silt fence geotextile, posts, and fasteners and may include mesh support consistent with the Approved List.

1.Geotextile. Silt fence geotextile shall meet the requirements of §737 -01 Geotextiles, G. Silt Fence and be listed in the Approved List.

2.Posts. Posts shall meet the following requirements: Wood posts shall have a minimum cross section area of 3.5 square inches; steel post shall be “T” or “U” shaped in cross section, with a minimum weight of 1.33 pounds per foot. Posts shall be a minimum of 40 inches long and shall be spaced according to the geotextile selected, as indicated in the Approved List.

3.Mesh Support. For those silt fence geotextiles on the Approved List that require a mesh support, the support shall consist of 14 gauge (minimum) welded wire mesh with a maximum 6 inch by 6 inch opening or polymeric mesh. All mesh support shall be a minimum of 30 inches in height.

4.Fasteners. Fasteners shall be heavy duty staples, hog rings, tie wires, or any other fastener compatible with the post material.

B.Sediment Filter Logs. A sediment filter log assembly shall consist of the sediment filter log and posts.

1.Posts. Posts shall be nominal 2 x 2 wood . The length of posts shall be at least 16 inches greater than the diameter of the log.

209-2.06 Sediment Traps -Temporary. The materials shall meet the requirements of the following

subsections of §700 Materials and Manufacturing : Stone Filling 733-21 Geotextile 737-01

A.Impervious Embankment Material . Impervious embankment material shall be §733 -08 Embankment in Place , §733 -10 Select Fill , §733 -11 Select Granular Fill , or §733 -12 Select Granular Fill Slope Protection , and the impervious embankment material shall have the following gradation:

209-2 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Sieve Size Percent Passing by Weight 6 inch 90 – 100 3/4 inch 50 – 100 1/4 inch 40 – 90 #40 30 – 85 #200 25 - 75

B.Gravel Bags.

1.Bags . Bags shall be fabricated from reinforced woven geotextile that meets the requirements of §737 -01 Geotextile with a strength class 1 or 2 and shall include ties. Burlap bags will not be allowed.

2.Gravel . Coarse aggregate used as fill material shall meet the gradation requirements of size designation 1 or 2 of Table 703 -4. Each gravel bag shall be individually tied and double bagged. The bag with fill material shall be inversely inserted into the second bag in order to prevent leakage.

C.Geotextile Bedding. The geotextile bedding material shall meet the requirements of §737 -01 Geotextile , Table 737 -01A. Bedding Geotextile.

D.Riser Pipe. Riser Pipe shall be 16 gauge corrugated steel, aluminum or polyethylene and perforated with 1 inch diameter holes or slits spaced 6 inches vertically by 6 inches horizontally and placed in the concave portion of the corrugations. No holes will be allowed within 6 inches of the outlet pipe.

E.Hardware Cloth. Hardware cloth wire shall meet ASTM A740 -98 Hardware Cloth (Woven or Welded Galvanized Steel Wire Fabric), be 23 gauge (minimum) and have 1/4 inch or 1/2 inch openings.

F.Geotextile Drainage Fabric. The geotextile drainage fabric shall meet the requirements of §737 - 01 Geotextile , Table 737 -01C Drainage Geotextile Requirements.

G.Steel Base Plates. Steel base plates shall be 1/4 inch minimum thickness.

H.Outlet Pipes. The outlet pipe shall be 12 inch 16 gauge corrugated steel pipe.

I.Stone Filling. Stone filling shall meet the requirements of §733 -21 Stone Filling .

209-2.07 Pipe Slope Drain -Temporary. The materials shall meet the requirements of the following

subsections of §700 Materials and Manufacturing . Smooth Interior Corrugated Polyethylene Pipe 706-12 Corrugated Interior Polyethylene Pipe 706-14 Corrugated Steel Pipe 707-02 Corrugated Aluminum Pipe 707-13 Stone Filling 733-21 Coarse Aggregate 703-02 Geotextile 737-01

209-2 08

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 A. Pipe. The pipe shall be corrugated plastic pipe per §706 -14 or corrugated metal pipe (CMP) per §707 -02 or 707 -13 or other material as approved by the Engineer. The pipe shall have soil-tight or better connections. Refer to the standard sheets for direction on pipe sizes.

B.Gravel Bags.

1.Bags. Bags shall be fabricated from reinforced woven geotextile that meets the requirements of §737 -01 Geotextile with a strength class 1 or 2 and shall include ties. No burlap bags shall be allowed.

2.Gravel. Coarse aggregate used as fill shall meet the gradation requirements of size designation 1 or 2 of Table 703 -4. Each gravel bag shall be individually tied to prevent leakage.

C.Geotextile Bedding. Geotextile bedding shall meet the requirements of §737 -01 Geotextile for Geotextile Bedding as described in Table 737 -01A.

D.Crushed Stone or Stone Filling. Crushed stone or stone filling shall meet the requirements of §733 -21 Stone Filling.

E.Sediment Filter Logs. A sediment filter log assembly shall consist of the sediment filter log and posts.

1.Posts. Posts shall be nominal 2 x 2 wood . The length of posts shall be at least 16 inches greater than the diameter of the log. Pipe slope drain materials may consist of new or used material in satisfactory condition. Pipe couplings shall be appropriate for the pipe and as recommended by the Manufacturer. End sections may be galvanized steel or aluminum.

209-2.08 Rolled Erosion Control Products and Soil Stabilizers. The materials shall meet the

requirements of the following subsections of Section 700 Materials and Manufacturing. Rolled Erosion Control Products and Soil Stabilizers 713-07 The Type and Class shall be as specified in the contract documents.

209-2.09 Stabilized Construction Access Construction Entrance/Exit -Temporary . The materials shall

meet the requirements of the following subsections of this Section and §700 Materials and Manufacturing . Straw 713-19 Wood Fiber Mulch 713-11 Seeds 713-04 Water 712-01 Coarse Aggregate 703-02 Geotextiles 737-01

A.Geotextile. Geotextiles shall meet the requirements of §737 -01 E. Geotextile Stabilization, Strength Class 1.

209-2 10

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Crushed Stone or Gravel. Crushed stone or gravel shall meet the requirements of size designation #3 on Table 703 -4.

C.Drainage Pipes. The drainage pipe may be steel, aluminum or polyethylene and consist of new or used material in satisfactory condition and suitable for the intended use.

D.Fill Material. Fill material shall meet the requirements of §733 -08 Embankment In Place, §733 - 10 Select Fill, §733 -11 Select Granular Fill, or §733 -12 Select Granular Fill Slope Protection .

E.Temporary Seed and Mulch. Temporary Seed and Mulch shall meet the requirements of §713 -19 – Straw, §713 -11 – Wood Fiber Mulch, §713 -04 – Seeds and §712 -01 – Water .

209-2.10 Turbidity Curtain -Temporary. The materials shall meet the requirements of the following

subsections of §700 Materials and Manufacturing. Turbidity Curtain 737-01F. The Turbidity Curtain shall be a commercially available, pre -assembled system, including a geotextile, flotation system, bottom weight, and anchoring and securing mechanism. If assembled in panels, it shall include a secure mechanism for joining panels tog ether. Hemmed pockets shall be sewn or heat bonded to contain flotation material, bottom weights, and for anchor lines. The flotation material shall maintain buoyancy if punctured or cut. The bottom weight shall be sufficient to hold the curtain in a vertical position. For sites not subject to tidal or heavy wave action, the curtain shall be capable of molding to conform to bottom contours so that suspended sediment is prevented from escaping underneath the curtain. Anchorage lines shall be provided of suff icient strength and number to support the curtain and maintain it in position under normally expected conditions. End anchors shall be provided, with intermediate anchor points (for stakes or anchors) such that unanchored spans do not exceed 100 feet, suff icient to maintain the turbidity curtain in place. Where the turbidity curtain is constructed in panels, anchor -line and shackle connections securing the panels together shall be sufficient for normally expected current, wind, or wave conditions.

209-2.11 Drainage Structure Inlet Protection -Temporary. The materials shall meet the requirements

of the following subsections of Section 700 Materials and Manufacturing. Coarse Aggregate 703-02 Geotextiles 737-01 Sediment Filter Logs 713-20

A.Silt Fence. Geotextile shall meet the requirements of §737 -01 G. Silt Fence and be listed in the NYSDOT Materials and Equipment Approved List (Approved List). Drainage Structure Inlet Protection assembly shall consist of silt fence geotextile, posts, frame and fastene rs and may include mesh support consistent with the Approved List.

1.Post/Frame. Shall be 2 inch by 4 inch nominal dimension wood posts a minimum of 40 inches long.

2.Mesh Support. For those silt fence geotextiles on the Approved List that require a mesh support, the support shall consist of 14 gauge (minimum) welded wire mesh with a maximum 6 inch x 6 inch opening or polymeric mesh. All mesh support shall be a minimum of 28 inches i n height.

209-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. Fasteners. Fasteners shall be heavy duty staples, hog rings, tie wires, or any other fastener compatible with the post material.

B.Prefabricated. Prefabricated drainage structure inlet protection shall be a temporary silt dike or sediment filter log.

1.Temporary Silt Dike. Temporary silt dikes shall be triangular in cross section, and have a height of at least 10 inches in the center with two equal sides and a 18 inch to 24 inch base. The inner material shall be urethane foam. The outer cover shall be a woven bedding type ge otextile (§737 -01; Table 737 -01A) wrapped around the inner triangle and extends 24 inches to 36 inches beyond each side of the triangle base. Wire staples used to secure the prefabricated check dam shall be No. 11 gauge wire and be 6 inches to 8 inches long.

2.Sediment Filter Logs. Sediment Filter Logs shall meet the requirements of §713 -20 Sediment Filter Logs . A sediment filter log assembly shall consist of the sediment filter log and posts. Posts shall be nominal 2 x 2 wood and be at least 16 inches longer than the diameter of the log. Logs to be left in place will be noted on plans.

C.Concrete Block. Concrete blocks with holes used for inlet protection shall conform to the requirements of C 90 ASTM. Non -woven geotextile shall conform to the requirements described in §737 -01C Drainage Geotextiles, Class A.

1.Crushed Stone . Crushed stone shall meet the gradation requirements of size designation 1 or 2 of Table 703 -02.

2.Hardware Cloth. Hardware cloth wire shall meet ASTM A740 -98 Hardware Cloth (Woven or Welded Galvanized Steel Wire Fabric), be 23 gauge (minimum) and have 1/4 inch or 1/2 inch openings.

3.Geotextile Drainage Fabric. The geotextile drainage fabric shall meet the requirements of §737 -01 Geotextile , Table 737 -01C Drainage Geotextile Requirements.

D.Excavated.

1.Geotextile. §737 -01 Geotextile , Table 737 -01C Drainage Geotextile, Class A.

2.Crushed Stone . §703 -02 Coarse Aggregate , size designation 1 as described in Table 703 -4.

209-3 Construction Details.

209-3.01 General. In the event of conflict between these requirements and pollution control laws, rules,

regulations or permit conditions by other federal or state agencies, the more restrictive shall apply. Soil erosion and sediment control shall be performed consistent with §107 -12 Water Quality Protection and included as part of the construction schedule submitted by the Contractor in accordance with §108 -01 Start and Progress of Work. To the extent practicable, this work shall be coordinated with other items of work specified elsewhere in the contract documents. The intent is to assure effective and continuous erosion and sediment control throughout the construction phase and post cons truction to reduce the impacts of soil loss on receiving waters and adjacent properties.

209-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Sediment controls shall be installed prior to performing grubbing, excavation, and borrow or fill operations, except for those actions necessary to install the sediment controls. The Contractor shall limit the area of clearing and grubbing, excavation, bor row and embankment operations in progress commensurate with their capability to minimize erosion and sediment transport and keep the finish grading, mulching, seeding and other temporary and/or permanent control measures current in accordance with the appr oved schedule. The Engineer may determine that a potential for erosion or sediment transport exists and direct the Contractor to install temporary erosion controls earlier. When permanent soil erosion and sediment control measures cannot be installed due t o seasonal or other limitations, temporary soil erosion and sediment control measures shall be installed. Prior to removing or disturbing any erosion or sediment control measure that may be required to be reestablished due to continual grading operations, the Contractor shall verify the proposed progression of operations and the reestablishment of control measures with the Engineer to ensure the continuity of erosion and sediment control. Sediment control measures shall not be removed without the Engineer’s approval.

A.Inspection and Maintenance. Soil erosion and sediment control measures shall be inspected and maintained by the Contractor for the duration of the contract, including winter shutdown, etc. Inspection and maintenance shall continue until after the permanent stabilization measures are established and the temporary control measures are removed. The remaining disturbed area shall be permanently stabilized in accordance with the contract documents. All temporary controls shall be inspected by the Contractor at least every seven calendar days and after each runoff event to determine if the practice is functioning as intended. All inspections shall be completed within one calendar day. Within 1 work day from completion of the inspection, the Contractor shall:

1.Repair or rebuild the practice to function as originally intended.

2.Remove sediment deposition which reaches one half the height of the practice. All sediment removed during maintenance of the practice shall be considered unsuitable material and disposed of in accordance with § 203-3.01E Unsuitable Material . Material shall be disposed of away from sensitive resources including wetlands, water courses or other bodies of water. Where erosion control materials have been used on final grades that have been permanently seeded, the Contractor shall care for the areas until acceptance of the Contract or acceptance of the turf, whichever is later. Where necessary, such care may include , but is not limited to providing warning signs or barricades for protection against traffic. In addition to routine maintenance, any surface that has settled, become gullied, or otherwise damaged due to the Contractor’s operations shall be repaired at no additional expense to the state to reestablish the grade and soil conditions that existed prior to placing erosion control materials.

209-3.02 Mulch -Temporary. The Contractor shall have the capability to mulch any disturbed areas on

any given day (e.g., those areas where earthwork operations are ongoing, etc.). The Contractor shall apply mulch on disturbed areas consistent with the approved project schedule or no later than seven days after grading. Straw mulch shall be spread uniformly in a continuous blanket at a rate of 2 tons per acre. Wood fiber mulch shall be applied at a rate of 1.5 tons per acre. Mulch may be spread by hand, mecha nical spreaders, or blowers.

209-3.03 Seed and Mulch -Temporary. The Contractor shall apply seed and mulch on disturbed areas

that will remain idle for more than fourteen days and regraded at a later date. The Contractor shall clean all equipment involved in seeding to remove all unwanted plants, seeds and propagules p rior to starting work.

209-3 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Prior to the application of seed, all areas where compaction has occurred shall be scarified. The seed bed shall be loose and friable for positive seed retention. The Contractor shall spread ryegrass at a rate of 30 pounds per acre or cereal grasses spread at a rate of 100 pounds per acre to uniformly cover the ground. The Contractor shall evenly distribute seed by any method of sowing that does not injure the seed s in the process of spreading. The Contractor shall spread mulch immediately following application of seed. If using straw mulch, it shall be spread uniformly in a continuous blanket at an approximate rate of 2 tons per acre by hand, or by mechanical spreaders or blowers. Mulch and seed shall not be placed simultaneously, except in the case of hydroseeding. The Contractor shall secure straw mulch to the soil surface by crimping or applying a soil stabilizer immediately after mulching, then water the seeded area. The application of water shall not result in damage to the seeded area including the redistribution of seeds (congregating seeds as a result of ponding or pooling water) or soil erosion (rilling). The Contractor shall water the temporary seed and mulch area until seed has germinated. Maintenance of temporary seed and mulch areas shall include re -seeding, as necessary, to achieve temporary stabilization.

209-3.04 Check Dams. Check dams shall be constructed in accordance with the standard sheets and to

the dimensions and locations shown in the contract documents. A bedding type geotextile (§737 -01 Geotextiles ) or stone (§733 -21 Stone Filling, Light or §703 -02 Coarse Aggregate ) scour protection shall be placed as indicated in the contract documents. Temporary Silt Dike check dams shall be attached to the ground with wire staples. Staples shall be placed according to Manufacturer’s instructions. Sediment Filter Log prefabricated check dams shall be installed according to Manufacturer’s instructions. Sediment Filter Logs shall be removed at the end of the contract, unless noted otherwise in contract documents.

209-3.05 Linear Measures. Linear measures shall be constructed in accordance with the standard sheets

and to the dimensions and locations shown in the contract documents.

A.Silt Fence -Temporary. Silt fence shall be removed when disturbed soil upslope of the practice has been fully stabilized with permanent vegetation, pavement or stone.

B.Sediment Filter Logs. Sediment filter logs shall be removed when disturbed soil upslope of the practice has been fully stabilized with permanent vegetation, pavement or stone, or sediment filter logs may be left in place on long or steep slopes to provide long -term runoff cont rol. Logs to be left in place will be noted on plans.

209-3.06 Sediment Trap -Temporary. Sediment traps shall be constructed in accordance with the

standard sheets and to the dimensions and locations shown in the contract documents. The area under which the berm will be constructed shall be cleared, grubbed and stripped of any vegetation and root mat. The pool area shall be cleared of woody vegetation. All work shall be performed in accordance with §201 Clearing and Grubbing and paid for separately.

A.Gravel Bag or Sediment Filter Log Berm. Gravel Bag or Sediment Filter Log Berms shall be constructed in accordance with the standard sheets and to the dimensions and locations shown in the contract drawings.

B.Earth Berm. The earth berm embankment shall be constructed consistent with the requirements of §203 Excavation & Embankment , except as herein modified. Immediately prior to placement of the impervious embankment material, the earth surface on or against which fill is to be placed, shall be thoroughly scarified to a depth of 6 inches and compacted to not less than 95 percent of Standard

209-3 07

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Proctor Maximum Density. Impervious embankment material shall then be deposited in lifts not exceeding 8 inches and compacted to not less than 95 percent of Standard Proctor Maximum Density. The moisture content of all impervious embankment material shall not be greater than 2 percent above Optimum Moisture Content as determined by AASHTO T -99 Standard Method of Test for Moisture -Density relations of Soils using a 5.5 pound Rammer and a 12 inch Drop, Method C at the time of compaction.

C.Riser and Outlet Pipe. The riser and outlet pipe shall be installed in accordance with the standard sheets and to the dimensions and locations shown in the contract documents.

209-3.07 Pipe Slope Drain -Temporary. Pipe slope drain shall be installed in accordance with the

contract documents and standard sheets. Additional right -of-way may be required to accommodate this practice.

209-3.08 Rolled Erosion Control Products and Soil Stabilizers. Rolled Erosion Control products and

Soil Stabilizers shall be installed or applied as specified in the contract documents and/or according to Manufacturer’s instructions. For areas at final grade, all loose stones, clods, sticks, or other undesirable mater ial shall be removed in accordance with the Manufacturer’s recommendations or as specified in the contract documents. Where topsoil is specified, the rolled erosion control product will be inst alled within 2 work days of topsoil placement and soil stabilizers shall be applied according to Manufacturer’s instructions.

A.Rolled Erosion Control Products. Construct according to the Manufacturer’s recommendations and the following as minimum installation technique:

1.Class I and Class II, Rolled Erosion Control Products. Rolled erosion control products (RECP) shall be placed without stretching on the freshly prepared surface so that it lays loosely on the soil and is in contact with the soil at all points; and then it shall be rolled or tamped firmly into the soil surface. The upper end of each roll shall be turned down and buried to a depth of 6 inches with the soil firmly tamped against it. RECP shall be placed so that all edges shall have a minimum overlap of 6 in ches. RECP shall be held tightly to the soil by anchors driven firmly into the ground. Anchors shall be spaced not more than 40 inches apart on the sides and along the centerline of all drainage ways. Unless otherwise specified in the contract documents, lengths of rolled erosion control products shall not exceed 50 feet. If the RECP needs to be spliced in the middle of a slope be sure the RECP is “shingled” with the upgrade RECP overlapping the downgrade RECP. To continue the row downslope, a new section of fabric shall be applied by burying the fabric to a depth of 6 inches with the soil firmly tamped against it, and the upper section of fabric overlapping the downslope section by a minimum of 4 inches. Seams shall be staggered at alternating elevations. RECP ends and splices shall have anchors spaced at 24 inch intervals.

2.Class III Turf Reinforcement Mat (TRM). Type A and Type B TRMs shall be completely filled with topsoil immediately after installation. Type C and Type D TRMs, which contain a composite, do not need to be filled with topsoil unless recommended by the Manufacturer. To prevent initial soil loss, Type A and Type B TRMs shall be covered with one of the following materials, which will be paid for separately.

a.For Slope application:

1.Class IV -Soil Stabilizer

209-3 09

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 (2) An approved RECP (Class I or II)

3.Mulch

b.For Channels:

1.An approved RECP (Class I or II)

B.Class IV Soil Stabilizers. These materials shall be applied as recommended by the Manufacturer. Type A & B are intended to be applied with hydroseeding equipment. Type B may also be placed through dry spreading. When dry spreading method is used, the Contractor shall apply the mater ial uniformly. Where applied, Type A shall be a minimum of 1/4 inch thick. When Type A is used in conjunction with turf establishment, seeds must be sown separately and prior to the application of the soil stabilizer.

209-3.09 Stabilized Construction Access Construction Entrance/Exit -Temporary . Stabilized

Construction Access Construction entrances/exits shall be placed where shown in the contract documents and constructed in accordance with the standard sheets, or as otherwise approved by the Engineer. The Contractor shall grade, including excavating or placing fill, to prepare the original ground surface for the placement of a stabilized pad of at least 6 inches of coarse aggregate material, underlain by a geotextile. If necessary, a drainage pipe shall be installed to maintain the capacity of the ditch. The pipe dimension shall be consistent with the modified soil erosion and sediment control plan approved by the Engineer. All areas cut or filled and not stabilized by the construction Entrance/Exit stabilized construction access material shall be covered with an erosion control treatment (temporary mulch, temporary seed and mulch, etc.) and shall be included in this pay item. When wheel washing is performed, the washing area shall be located away from the construction entrance/exit stabilized construction access in an area which will drain into an approved sediment control measure(s). The construction entrance/exit stabilized construction access shall be maintained in a condition which will prevent tracking or flowing of sediment onto a paved public roadway. All sediment spilled, dropped, washed or tracked onto paved public roadway shall be removed immediately. In the event the stabilized construction access entrance/exit is no longer performing properly (i.e. the entrance/exit course aggregate becomes clogged with sediment), the Contractor shall top -dress the stabilized construction access entrance/exit with additional coarse aggregate material.

209-3.10 Turbidity Curtain -Temporary.

A.Systems Requirements.

1.For sites not subject to tidal or heavy wave action, the curtain height shall provide sufficient slack to allow the top of the curtain to rise to the maximum expected high -water level (including waves), while the bottom maintains continuous contact with t he bottom of the water body. The bottom edge of the curtain shall have a weight system capable of holding the bottom of the curtain down and conforming to the water body, so as to prohibit escape of turbid water under the curtain.

2.For sites subject to tidal or heavy wave action, the curtain height shall provide sufficient slack to allow the top of the curtain to rise to the maximum expected high -water level (including waves), while the bottom remains 24 inches above the bottom. The weight system shall hold the lower edge of the curtain in place so as to allow 24 inches of clearance above the bottom at mean low water, so that the curtain does not stir up sediment by repeatedly striking the bottom.

209-3 10

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. If constructed in panels, panels shall be connected in such a manner as to prevent suspended particles passing through joints. Load lines shall be connected so as to develop the full strength of the line across the joint.

4.Flotation material shall be arranged so as to be flexible and to provide continuous support.

5.The flotation and curtain top shall be such as to provide a minimum of 4 inches of freeboard along the entire length of the curtain, to prohibit escape of turbid water over the top.

B.Installation

1.The turbidity curtain shall be installed as shown in the contract documents in accordance with the Manufacturer’s instructions. It shall be placed as close to the site of disturbance as possible without interfering with construction activity.

2.Turbidity curtain shall be installed and maintained in a manner that precludes passage of equipment, other than hand -held equipment or boats, to the water body outside the protected area.

3.The fully assembled turbidity curtain shall be prepared for installation by being furled and tied at intervals of 5 feet for the length of the curtain. It shall be placed and secured in the furled condition, then released to allow the bottom edge to sink.

4.At sites subject to tidal or heavy wave action, adjustment lines may be used to achieve the required height of the curtain.

5.At sites not subject to tidal or heavy wave action, excess curtain material shall lay on the bottom, away from construction activity.

6.Turbidity curtain shall be placed as nearly as possible parallel to current flow. It shall not be deployed across a flowing water course.

7.The ends of the installation shall be anchored securely well up the bank. Intermediate anchors of a type and number sufficient to hold the curtain in place under expected conditions shall be placed, and firmly fastened to the top of the curtain assembly. Maximum spacing between anchorage points shall not exceed 100 feet.

8.In situations with flow velocities that exceed 5 feet per second, use a redirection barrier. The redirection barrier shall be installed prior to installation of the turbidity curtain wherever possible, and care should be exercised in order to minimize dis turbance of the bottom of the water body during installation of the redirection barrier.

C.Inspection and Maintenance

1.The turbidity curtain shall be inspected daily, with additional monitoring of performance during storms or significant flow events.

2.Any visible plume of turbid water passing beyond the curtain from the enclosed construction area shall constitute inadequate performance of the turbidity curtain. The Contractor shall immediately modify, adjust, or repair any portion of the turbidity curt ain to correct inadequate performance.

209-3 11

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. The turbidity curtain shall remain in place until the protected construction activities have ceased and there is no visible contrast between the water being contained and the water body being protected.

D.Removal.

1.The turbidity curtain shall be removed in such a way so as to minimize release of sediment.

2.Sediment behind the curtain may be removed before removal of the curtain, if directed by the Engineer. If so, any resulting turbidity must be allowed to settle before removal proceeds.

209-3.11 Drainage Structure Inlet Protection -Temporary. Drainage structure inlet protection shall be

placed where shown in the contract documents and constructed in accordance with the standard sheets.

209-4 Method of Measurement.

209-4.01 General. Vacant.

209-4.02 Mulch -Temporary. The quantity to be measured for payment will be in square yards to the

nearest whole square yard of mulch -temporary installed.

209-4.03 Seed and Mulch -Temporary. This work will be measured in square yards to the nearest whole

square yard of seed and mulch -temporary installed.

209-4.04 Check Dam.

A.Check Dam – Temporary (Stone). Stone (Temporary and Permanent). The work will be measured as the number of stone check dams installed.”

B.Check Dam – Gravel Bag (Temporary). The work will be measured as the number of each gravel bag check dam installed.

209-4.05 Linear Measures. The work will be measured as the number of linear feet to the nearest whole

linear foot of silt fence or sediment filter logs installed. No additional measurement will be made for seams or overlaps.

209-4.06 Sediment Traps -Temporary. The work will be measured as the number of sediment traps

installed.

209-4.07 Pipe Slope Drains -Temporary. The work will be measured as the number of pipe slope drains

installed.

209-4.08 Rolled Erosion Control Products and Soil Stabilizers. The work will be measured as the

number of square yards to the nearest square yard of rolled erosion control products and soil stabilizers installed.

209-4.09 Stabilized Construction Access Construction Entrance/Exit -Temporary . The work will be

measured as the number of square yards to the nearest square yard of construction stabilized construction access entrance/exit installed.

209-4 10

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 209-4.10 Turbidity Curtain -Temporary. This work will be measured in linear feet, to the nearest whole linear foot, of turbidity curtain installed.

209-4.11 Drainage Structure Inlet Protection -Temporary. This work will be measured as the number

of linear feet to the nearest whole linear foot of drainage structure inlet protection installed. No additional measurements will be made for seams or overlaps.

209-5 Basis of Payment.

209-5.01 General. The unit price bid for all work items shall include the cost of all labor, equipment, and

materials necessary to satisfactorily complete the work, including the cost of removal of accumulated sediment. Progress payments will be made for all sediment control measures as follows: Seventy -five percent of the price bid will be paid after installation of Check Dams, Silt Fence -Temporary, Construction Entrance/Exit -Temporary Stabilized Construction Access , Drainage Structure Inlet Protection - Temporary, Sediment Filter Logs and Turbidity Curtain -Temporary. Fifty percent of the price bid will be paid after installation of Sediment Traps and Pipe Slope Drains. The remaining percentage will be paid when the te mpora ry practice is removed and the remaining area is permanently stabilized. Payment for Mulch -Temporary, Seed and Mulch -Temporary and Rolled Erosion Control Products and Soil Stabilizers will be paid in full after installation of the practice.

209-5.02 Mulch -Temporary. The unit price bid per square yard of mulch -temporary shall include the

cost of all labor, equipment, and materials necessary to satisfactorily complete the work.

209-5.03 Seed and Mulch -Temporary. The unit price bid per square yard seed and mulch -temporary

shall include the cost of all labor, equipment, and materials necessary to satisfactorily complete the work.

209-5.04 Check Dams. The unit price bid for check dams shall include the cost of all labor, material and

equipment necessary to satisfactorily complete the work.

209-5.05 Linear Measures. The unit price bid for silt fence -temporary or sediment filter logs shall

include the cost of all labor, materials and equipment necessary to satisfactorily complete the work.

209-5.06 Sediment Traps -Temporary. The unit price bid for sediment traps -temporary shall include the

cost of all labor, material and equipment necessary to satisfactorily complete the work. Temporary seed and mulch and rolled erosion control product will be paid for separately.

209-5.07 Pipe Slope Drains -Temporary. The unit price bid for pipe slope drains -temporary shall include

the cost of all labor, material and equipment necessary to satisfactorily complete the work, including gravel bags, stone, sediment filter logs, manufactured silt dikes and/or other materials necessary to construct the practice.

209-5.08 Rolled Erosion Control Products and Soil Stabilizers. The unit price bid for rolled erosion

control products and soil stabilizers shall include the cost of all labor, material and equipment necessary to satisfactorily complete the work.

209-5.09 Stabilized Construction Access Construction Entrance/Exit -Temporary . The unit price bid

for stabilized construction access construction entrance/exit -temporary shall include the cost of all labor, material and equipment necessary to satisfactorily complete the work. Payment will not be made for construction entrances associated with the Contractor’s facilities (e.g., staging areas, storage yards, borrow sites, etc.).

209-5 10

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2

209-5.10 Turbidity Curtain -Temporary. The unit price bid for turbidity curtain -temporary shall include

the cost of all labor, materials, and equipment necessary to satisfactorily complete the work.

209-5.11 Drainage Structure Inlet Protection -Temporary. The unit price bid for drainage structure

inlet protection – temporary shall include the cost of all labor, materials, and equipment necessary to satisfactorily complete the work. Payment will be made under: Item No. Item Pay Unit 209.100101 Mulch -Temporary Square Yard 209.100102 Seed -Temporary Square Yard 209.1003 Seed and Mulch -Temporary Square Yard 209.110101 Check Dam (Ditch Bottom Width 0.0 to 3′), Stone -Temporary Each 209.110102 Check Dam (Ditch Bottom Width >3′ to 6′), Stone -Temporary Each 209.110103 Check Dam (Ditch Bottom Width >6′ to 10′), Stone -Temporary Each 209.110104 Check Dam (Ditch Bottom Width >10′), Stone -Temporary Each 209.110201 Check Dam (Ditch Bottom Width 0.0 to 3′), Gravel Bag -Temporary Each 209.110202 Check Dam (Ditch Bottom Width >3′ to 6′), Gravel Bag -Temporary Each 209.110203 Check Dam (Ditch Bottom Width >6′ to 10′), Gravel Bag -Temporary Each 209.110204 Check Dam (Ditch Bottom Width >10′), Gravel Bag -Temporary Each 209.1105 Check Dam, Prefabricated -Temporary Foot 209.110601 Check Dam, (Ditch Bottom Width 0.0 to 3′), Stone -Permanent Each 209.110602 Check Dam, (Ditch Bottom Width >3′ to 6′), Stone -Permanent Each 209.110603 Check Dam, (Ditch Bottom Width >6′ to 10′), Stone -Permanent Each 209.110604 Check Dam, (Ditch Bottom Width >10′) Stone -Permanent Each 209.13 Silt Fence -Temporary Foot 209.1401nn Sediment Trap, Earth Berm -Temporary Each 209.1402nn Sediment Trap, Sand Bag -Temporary Each 209.1403nn Sediment Trap, Ditch Dam -Temporary Each 209.1501 Turbidity Curtain -Temporary Foot 209.160103 Pipe Slope Drain, 12" -Temporary Each 209.160105 Pipe Slope Drain, 18" -Temporary Each 209.160106 Pipe Slope Drain, 24" -Temporary Each 209.1701 Drainage Structure Inlet Protection, Silt Fence -Temporary Foot 209.1702 Drainage Structure Inlet Protection, Gravel Bag -Temporary Cubic Yard 209.1703 Drainage Structure Inlet Protection, Prefabricated -Temporary Foot 209.1704 Drainage Structure Inlet Protection, Concrete Block -Temporary Foot 209.1705 Drainage Structure Inlet Protection, Excavated -Temporary Foot 209.1801 Rolled Erosion Control Product, Class I Type A, Short Term Square Yard 209.1802 Rolled Erosion Control Product, Class I Type B, Short Term Square Yard 209.1803 Rolled Erosion Control Product, Class I Type C, Short Term Square Yard 209.1901 Rolled Erosion Control Product, Class II Type A, Intermediate Square Yard 209.190201 Rolled Erosion Control Product, Class II Type B, Intermediate Square Yard 209.190301 Rolled Erosion Control Product, Class II Type C, Intermediate Square Yard 209.1904 Rolled Erosion Control Product, Class II Type D, Intermediate Square Yard 209.200101 Turf Reinforcement Mats, Class III Type A, Permanent Square Yard 209.200201 Turf Reinforcement Mats, Class III Type B, Permanent Square Yard 209.200301 Turf Reinforcement Mats, Class III Type C, Permanent Square Yard 209.200401 Turf Reinforcement Mats, Class III Type D, Permanent Square Yard 209.2101 Soil Stabilizers, Class IV Type A Square Yard

209-5 11

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 209.2102 Soil Stabilizers, Class IV Type B Square Yard 209.22 Stabilized Construction Access Square Yard 209.2103 Soil Stabilizers, Class IV Type C Square Yard 209.2301 Sediment Filter Log, 12″ Foot 209.2302 Sediment Filter Log, 18″ to 20″ Foot 209.2303 Sediment Filter Log, 24″ Foot NOTE: nn denotes serialized pay item. These items will be paid for within established size groups. SECTION 210 - REMOVAL AND DISPOSAL OF ASBESTOS -CONTAINING MATERIAL (BUILDINGS, BRIDGES AND HIGHWAYS)

210-1 DESCRIPTION. This work shall consist of removal and disposal of asbestos - containing

material (ACM) from locations designated in the Contract Documents and/or where directed by the Engineer. Additional contract -specific requirements may be found on the plans or in the proposal in a Special Note entitled "Asbestos Remediation Supplemental Requirements.”

210-2 MATERIALS. All materials used in the performance of the work shall comply with all

applicable regulatory standards. Respirators and filters shall comply with NIOSH and MSHA standards. HEPA filtration systems shall comply with ANSI Z9.2 -79.

210-3 CONSTRUCTION DETAILS. Prior to beginning any work under this item, the Contractor shall

supply the Engineer with proof that the firm performing the work has a valid asbestos handling license; that its insurance coverage whether provided by the Contractor or the Asbestos Subc ontractor, is consistent with §107 -06 Insurance and includes an asbestos -specific, occurrence -type policy with no deductible or sunset clause; that its project supervisor is a NYSDOL certified asbestos project supervisor; that al l employees engaged in the work are properly certified and have current physical examinations and respirator fit tests; and that the proper notification of work beginning on the asbestos project has been given to the New York State Department of Labor (NYS DOL) and the United States Environmental Protection Agency (USEPA). The Contractor shall schedule a coordination meeting between the Asbestos Subcontractor and the Department contracted Asbestos Project Monitor to be held at least two (2) weeks before the start of any asbestos abatement work. The meeting shall be held at the Engineer’s Field Office unless otherwise approved by the Engineer. The Contractor shall remove and dispose of ACMs in accordance with 12 NYCRR 56 or, if indicated, an approved variance thereof promulgated by the New York State Department of Labor (NYSDOL); the National Emission Standards for Hazardous Air Pollutants (NES HAP), promulgated by the United States Environmental Protection Agency (USEPA); and the Occupational Safety and Health Administration (OSHA). In the event of a conflict between these specification requirements and laws, rules and regulations of Federal, State, or local agencies, the more restrictive shall apply. ACM shall be disposed of in accordance with 40 CFR Part 61 and all other requirements and laws, rules, and regulations of applicable Federal, State, or local agencies. Disposal sites which accept ACM for disposal shall be permitted by the New York State D epartment of Environmental Conservation (NYSDEC). If disposed of out -of-state, the rules, regulations, and laws of that state shall apply. After the work is completed, the Contractor shall provide the Engineer with two copies of Daily Logs, Visitor Logs, Final Visual Inspection Logs and OSHA Air Monitoring records. The Contractor shall also provide the Engineer with a written certification t hat the material was disposed of in an approved waste disposal site. For friable waste this certification shall be in the form of a Waste Shipment Record. For non-friable waste this certification shall include the name and address of the waste disposal s ite or sites used.

210-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 210-4 METHOD OF MEASUREMENT. The quantity of ACM to be measured for payment will be determined by one of the following methods:

210-4.01 Square Foot . The quantity to be measured will be the area, measured to the nearest 0.1 square

foot, of asbestos -containing material removed and disposed of.

210-4.02 Foot . The quantity to be measured will be the length, measured to the nearest 0.1 foot, of

asbestos -containing material removed and disposed of.

210-4.03 Lump Sum . The quantity will be measured for payment on a lump sum basis.

210-4.04 Fixed Price Lump Sum. The lump sum shown in the itemized proposal for this item will be

considered the price bid even though payment will be made for the work performed. Should the amount shown be altered, the altered figures will be disregarded and the original price will be used to determine the total contract bid amount. Payments will be based on one or both of the following:

A.Agreed Price. An Agreed Price will be based on a cost analysis submitted by the Contractor and agreed to by the State prior to performing the work. The submittal shall include a detailed estimate from the licensed asbestos removal contractor for the cost of the remo val and disposal.

B.Force Account. A separate Force Account will be maintained for the total asbestos removal work performed on each building, structure, or highway included in the work.

210-5 BASIS OF PAYMENT. Payment for the work under this specification shall include all labor,

materials, equipment, and asbestos -related fees and insurances necessary to satisfactorily complete the work. Payment shall not include Work Zone Traffic Control devices outside the regulated asbestos work area.

210-5.01 Square Foot , Foot , or Lump Sum Bid Items. Payment for 75% of the completed quantity

will be made upon the Project Monitor's written concurrence with the Contractor's certification as to the following: that the building, structure, and/or highway is visually free of asbestos; that the removal of the asbestos containing material was performed as required; that the final clearance air monitoring results meet the acceptable level specified in 12 NYCRR 56; and, that the building(s), bridge(s), and/or highway(s) are certified by the asbestos Contractor to be available for normal demolition. The remainder of the payment for completed work will be made upon receipt by the Engineer of a certified statement from the disposal facility, signed by an official thereof, that the asbestos -containing material has been accepted and disposed of in accorda nce with all applicable laws, codes, rules, and regulations.

210-5.02 Fixed Price Lump Sum. The fixed price lump sum published in the proposal is an amount

estimated by the State to be adequate to complete the work. Payments under this work will be made by Force Account or by Agreed Price, or by a combination thereof. Payment for 75% of the Agreed Price or Force Account charges will be made upon the Project Monitor's written concurrence with the Contractor's certification that the building, structure, and/or highway is visually free of asbestos; the removal of the asbe stos containing material was performed as required; that the final clearance air monitoring results meet the acceptable level specified in 12 NYCRR 56; and, that the building(s), bridge(s), and/or highway(s) are certified by the asbestos Contractor to be available for subsequent demolition and/or construction. The remainder of the payment for completed work will be made upon receipt by the Engineer of a written certification that the ACM was disposed of in an approved waste disposal site.

210-5 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Asbestos -specific insurance premiums will be reimbursed as the actual and identifiable cost of the portion of the premium attributable to the work performed under the Fixed Price Lump Sum Item. No overhead or profit will be allowed on asbestos specific in surance premiums. Payment will be made under: Item No. Item Pay Unit Roofing (Buildings) 210.1002 Removal and Disposal of Roofing ACM Square Foot 210.1003 Removal and Disposal of Roofing ACM Lump Sum 210.1004 Removal and Disposal of Roofing ACM Fixed Price Lump Sum Siding (Buildings) 210.1102 Removal and Disposal of Siding ACM Square Foot 210.1103 Removal and Disposal of Siding ACM Lump Sum 210.1104 Removal and Disposal of Siding ACM Fixed Price Lump Sum Window Caulking and/or Glazing (Buildings) 210.1201 Removal and Disposal of Caulk/Glazing ACM Foot 210.1203 Removal and Disposal of Caulk/Glazing ACM Lump Sum 210.1204 Removal and Disposal of Caulk/Glazing ACM Fixed Price Lump Sum Flooring/Mastic (Buildings) 210.1302 Removal and Disposal of Flooring/Mastic ACM Square Foot 210.1303 Removal and Disposal of Flooring/Mastic ACM Lump Sum 210.1304 Removal and Disposal of Flooring/Mastic ACM Fixed Price Lump Sum Ceilings (Buildings) 210.1402 Removal and Disposal of Ceiling ACM Square Foot 210.1403 Removal and Disposal of Ceiling ACM Lump Sum 210.1404 Removal and Disposal of Ceiling ACM Fixed Price Lump Sum Thermal System Insulation (Buildings) 210.1501 Removal and Disposal of Thermal System Insulation ACM Foot 210.1502 Removal and Disposal of Thermal System Insulation ACM Square Foot 210.1503 Removal and Disposal of Thermal System Insulation ACM Lump Sum 210.1504 Removal and Disposal of Thermal System Insulation ACM Fixed Price Lump Sum Miscellaneous (Buildings) 210.2901XX Removal and Disposal of Miscellaneous ACM Foot 210.2902XX Removal and Disposal of Miscellaneous ACM Square Foot 210.2903XX Removal and Disposal of Miscellaneous ACM Lump Sum 210.2904XX Removal and Disposal of Miscellaneous ACM Fixed Price Lump Sum

210-5 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Concrete Encased Pipe (Bridges & Highways) 210.3001 Removal and Disposal of Concrete -Encased Pipe ACM Foot 210.3003 Removal and Disposal of Concrete -Encased Pipe ACM Lump Sum 210.3004 Removal and Disposal of Concrete -Encased Pipe ACM Fixed Price Lump Sum 210.3011 Removal and Disposal of Concrete -Encased Pipe ACM (BV14) Foot 210.3013 Removal and Disposal of Concrete -Encased Pipe ACM (BV14) Lump Sum 210.3014 Removal and Disposal of Concrete -Encased Pipe ACM (BV14) Fixed Price Lump Sum Underground Pipe (Bridges & Highways) 210.3101 Removal and Disposal of Underground Pipe ACM Foot 210.3103 Removal and Disposal of Underground Pipe ACM Lump Sum 210.3104 Removal and Disposal of Underground Pipe ACM Fixed Price Lump Sum 210.3111 Removal and Disposal of Underground Pipe ACM (BV14) Foot 210.3113 Removal and Disposal of Underground Pipe ACM (BV14) Lump Sum 210.3114 Removal and Disposal of Underground Pipe ACM (BV14) Fixed Price Lump Sum Suspended Pipe (Bridges & Highways) 210.3201 Removal and Disposal of Suspended Pipe ACM Foot 210.3203 Removal and Disposal of Suspended Pipe ACM Lump Sum 210.3204 Removal and Disposal of Suspended Pipe ACM Fixed Price Lump Sum 210.3211 Removal and Disposal of Suspended Pipe ACM (BV14) Foot 210.3213 Removal and Disposal of Suspended Pipe ACM (BV14) Lump Sum 210.3214 Removal and Disposal of Suspended Pipe ACM (BV14) Fixed Price Lump Sum Bond Breaker/Filler (Bridges & Highways) 210.3302 Removal and Disposal of Bond Breaker/Filler ACM Square Foot 210.3303 Removal and Disposal of Bond Breaker/Filler ACM Lump Sum 210.3304 Removal and Disposal of Bond Breaker/Filler ACM Fixed Price Lump Sum 210.3312 Removal and Disposal of Bond Breaker/Filler ACM (BV14) Square Foot 210.3313 Removal and Disposal of Bond Breaker/Filler ACM (BV14) Lump Sum 210.3314 Removal and Disposal of Bond Breaker/Filler ACM (BV14) Fixed Price Lump Sum Caulking (Bridges & Highways) 210.3401 Removal and Disposal of Caulking ACM Foot 210.3403 Removal and Disposal of Caulking ACM Lump Sum 210.3404 Removal and Disposal of Caulking ACM Fixed Price Lump Sum 210.3411 Removal and Disposal of Caulking ACM (BV14) Foot 210.3413 Removal and Disposal of Caulking ACM (BV14) Lump Sum 210.3414 Removal and Disposal of Caulking ACM (BV14) Fixed Price Lump Sum Miscellaneous (Bridges & Highways) 210.4801XX Removal and Disposal of Miscellaneous ACM Foot 210.4802XX Removal and Disposal of Miscellaneous ACM Square Foot 210.4803XX Removal and Disposal of Miscellaneous ACM Lump Sum 210.4804XX Removal and Disposal of Miscellaneous ACM Fixed Price Lump Sum

211-1 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 210.4811XX Removal and Disposal of Miscellaneous ACM (BV14) Foot 210.4812XX Removal and Disposal of Miscellaneous ACM (BV14) Square Foot 210.4813XX Removal and Disposal of Miscellaneous ACM (BV14) Lump Sum 210.4814XX Removal and Disposal of Miscellaneous ACM (BV14) Fixed Price Lump Sum Item Number Codes 210.xxyz XX where xx equals Category

10-28 Buildings, 29 Miscellaneous (Buildings)

30-47 Bridges and Highways, 48 Miscellaneous (Bridges and Highways)

where y equals BV

1-9 In order of listing within the category, 0 No BV

where z equals Payment Method 1=Foot , 2=Square Foot , 3=Lump Sum, 4=Fixed Price Lump Sum where XX denotes serialization (applicable to only miscellaneous items) SECTION 211 - INTERNALLY STABILIZED CUT STRUCTURES

211-1 DESCRIPTION. This work shall consist of designing, furnishing, installing, and testing an

internally stabilized cut structure at the location(s) and to the elevation(s) shown in the contract documents.

211-1.01 Soil Nail Wall System. A Soil Nail Wall System is comprised of cement -grouted steel nail

tendons, a drainage network and a facing system to internally stabilize a cut and/or underpin a structure.

A.Soil Nail Wall System (SNWS) Definitions .

1.Soil Nail . A passive reinforcing element which develops its reinforcing action through nail tendon/ground interaction. A soil nail includes the SNWS nail tendon, the SNWS nail head, grout, coatings, sheathing, couplers and encapsulation if used.

2.SNWS Nail Tendon . A steel bar installed into a slope to reinforce and strengthen the existing ground.

3.SNWS Nail Head . The nail head consists of the bearing plate and headed -stud. The bearing plate distributes forces at the nail end to the wall and ground behind the facing. The headed -stud provides anchorage of the nail head into the permanent facing.

4.Grout . Grout is used primarily as a transfer mechanism for stresses from the wall to the ground. The grout also provides a level of corrosion protection.

5.Centralizers . Centralizers are devices, typically PVC, installed at various locations along the length of the nail tendon to center the bar in the excavated hole to ensure a minimum thickness of grout cover.

6.Corrosion Protection Elements . These are physical and/or chemical coatings or systems used to inhibit corrosion.

211-1 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. Epoxy Coating – A product containing pigments, thermosetting epoxy resins, cross linking agents, and other additives, which is applied in the form of a powder onto a clean, heated metallic substrate and fuses to form a continuous barrier coating.

b.Class I Protection – (aka Encapsulated Tendons or Double Corrosion Protection) provides multiple barrier layers for maximum protection. Double corrosion protection includes encapsulation consisting of surrounding the nail tendon with a HDPE or PVC corrugated protective shea thing of which the internal annulus is filled with grout or corrosion inhibiting compound. Subsequent to installing the encapsulated nail into the excavated hole, the outer annulus is also filled with grout.

c.Class II Protection – (aka Grout -Protected Tendons) consists of providing one barrier layer outside of the nail tendon. Epoxy coating on bar tendons provides additional protection and enhances the Class II protection but does not qualify as Class I protection. Nail tendons may have a fusion -bonded epoxy coating applied. For maximum protection, encapsulation consists of surrounding the nail tendon with a HDPE or PVC corrugated protective sheathing and filling the internal annulus with grout. Subsequent t o installing the encapsulated nail into the excavated hole, the outer annulus is also filled with grout.

7.Temporary Wall Facing . This consists of reinforced shotcrete installed to provide a connection between nail tendons, support the exposed soil within the nail tendon grid and provide protection against erosion and sloughing of the soil at the excavation face.

8.Wall Drainage Network . A system of drainage devices installed to prevent water pressure from developing behind the wall face. The system typically consists of a series of vertical geocomposite drainage strips and weep holes. Additional devices include footing drains and horizo ntal drains.

9.GUTS . The Guaranteed Ultimate Tensile Strength of the tendon.

211-1.02 Grouted Tieback System. A Grouted Tieback System is comprised of cement -grouted steel

tendons installed to internally stabilize and supplement the resisting force of an external support system retaining a cut and/or underpinning a structure.

A.Grouted Tieback System (GTS) Definitions.

1.Grouted Tieback . An active reinforcing element which transfers tensile loads from a structure to soil or rock. A grouted tieback includes all prestressing steel (tendon), the anchorage, grout, coatings, sheathing, couplers and encapsulation if used.

2.GTS Tendon . The steel bar or strands used to transfer load from the anchorage to the bond length. The steel used to transfer load from the anchorage to soil or rock.

3.Anchorage . That portion of the tieback, including bearing plate, nuts and wedges that is used to transfer load from the structure to a tendon.

4.Bond Length (Fixed Length) . That portion of the tieback which is bonded to the soil or rock and transfers the tensile force from the tendon to the soil or rock.

5.Tendon Bond Length . The length of the tendon which is bonded to the grout. This is usually, but not necessarily, the same as the Bond Length.

211-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 6. Bond Breaker. A sleeve placed over the tendon in its free stressing length to allow elongation of the tendon free stressing length during stressing.

67.Stressing Length (Free Length) . That portion of the tendon which is not bonded to grout.

87.Sheath . That portion of the tieback which encases the tendon in the stressing length only.

9.Encapsulation. See §211 -1.01.A.6.b Class I Protection. The system of corrugated sheath and inner grout or corrosion inhibiting compound that is used to shield the tendon from moisture and corrosive agents in the surrounding environment. Encapsulation shall encompass the entire tieback tendon. For pre -grouted encapsulations and all Class I tendons, a separate bond -breaker or common sheath is provided for supplemental corrosion protection or preventing the tendon from bonding to the grout surrounding the unbonded length. 8. Encapsulation . That portion of the tieback which encases or encapsulates the entire length of the tieback, including the sheath, to provide an additional barrier to corrosion.

10.Corrosion Protection Elements. The §211 -1.01.A.6. Corrosion Protection Elements.

11.Pressure Grouting. Grouting with a sustained pressure in the bond zone greater than 50 psi.

9.Pressure Grouting . Grouting with a pressure greater than 50 psi. 120. Alignment Load . That load necessary to maintain position of the stressing and testing equipment. 131. . Total Movement . The total elongation of the tieback under load, measured at the anchor head. 142. Residual Movement . The permanent set of the tieback resulting from stressing and releasing the tieback. 153. Trumpet . A steel pipe or tube, integrally attached to the bearing plate that surrounds the tendon in the vicinity of the structure. 164. Creep Rate . The magnitude of total movement measured during a load hold per log cycle of time. 175. Centralizer . A device used to center the bond length of the tieback in the hole to assure minimum grout cover over the tieback. 186. Spacer . A device used in strand tendons to separate each strand in the bond length to permit the grout to bond with each strand. 197. GUTS . The Guaranteed Ultimate Tensile Strength of the tendon.

211-2 Materials .

211-2.01 Soil Nail Wall System (SNWS) . Ensure that the proper materials are supplied for the chosen

system design.

A.SNWS Temporary. Provide materials meeting the following requirements:

211-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1. SNWS Soil Nail Tendon Assembly . Provide components for assembling a soil nail tendon conforming to the requirements of §731 -01 A. SNWS Temporary .

2.SNWS Nail Grout . Provide grout manufacture materials conforming to Table 211 -1 SNWS Nail Grout Requirements : TABLE 211 -1 SNWS NAIL GROUT REQUIREMENTS Material Subsection Portland Cement, Type 1, 2, 3, or 5 * §701-01 Flyash §711-10 Water §712 -01 *Exception. Where high sulfate soil conditions exist, Portland Cement is limited to Type 2 or 5 only.

a.Admixtures. Admixtures which control bleed, improve flowability, reduce water content, and retard set may be used in the grout subject to review and acceptance by the Engineer. Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List. Accelerators and expansive admixtu res are not permitted. Admixtures shall be compatible with the grout and mixed in accordance with the manufacturer’s recommendations.

3.SNWS Shotcrete . Provide shotcrete conforming to the requirements of Section 583 Shotcrete except that all mix designs must contain Blended Portland Cement (§701 -03) Type IP containing silica fume.

4.SNWS Welded Wire Fabric . Provide welded wire fabric conforming to the requirements of §709 -02 Wire Fabric for Concrete Reinforcement . Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List.

5.SNWS Reinforcing Bars for Shotcrete Facing . Provide No. 5 reinforcing bars for shotcrete facing conforming to the requirements of §709 -01 Bar Reinforcement, Grade 60 . Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List.

6.SNWS Bearing Plates / Nuts . Provide bearing plates conforming to the requirements of §715 -01 Structural Steel . Provide hexagonal nuts conforming to AASHTO M 291, fitted with beveled washers or spherical seat to provide uniform bearing.

7.SNWS Geotextile Drainage . Provide geotextile drainage conforming to the requirements of §737 -01 Geotextile , C. Geotextile Drainage.

8.SNWS Geocomposite Drainage Strip . Provide geocomposite drainage strips conforming to the requirements of §737 -04 Prefabricated Composite Structural Drains.

9.SNWS Drainage Aggregate . Provide drainage aggregate conforming to the requirements of §733 -20 Underdrain Filter Material, Type 1.

10.SNWS PVC Connector and Drain Pipes . Provide schedule 80 PVC connector and drain pipes conforming to the requirements of §706 -15 PVC Plastic Drain Pipe System .

211-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. SNWS Permanent. Provide materials meeting the requirements §211 -2.01 A. SNWS Temporary with the following exceptions :

1.SNWS Soil Nail Tendon Assembly . Provide components for assembling a soil nail tendon conforming to the requirements of §731 -01 B. SNWS Permanent .

211-2.02 Grouted Tieback System (GTS) . Ensure that the proper materials are supplied for the chosen

system design.

A.GTS Temporary. Provide materials meeting the following requirements:

1.GTS Tieback Assembly . Provide components for assembling a grouted tieback conforming to the requirements of §731 -02 A. GTS Temporary .

2.GTS Anchorage . Provide anchorage capable of developing 95% of the GUTS and set so that only axial loads are applied. Provide bar tiebacks with spherical washers and spherical nuts at the anchorage.

3.GTS Grout . Provide grout manufacture materials conforming to the requirements of §211 - 2.01 A.2. SNWS Nail Grout . Epoxy resin will not be allowed as a substitute for cement grout.

a.Admixtures. Provide admixtures, if used, conforming to the requirements of §211 -2.01 A.2.a. SNWS Admixtures .

B.GTS Permanent. Provide materials meeting the requirements §211 -2.02 A. GTS Temporary with the following exceptions :

1.GTS Tieback Assembly . Provide components for assembling a grouted tieback conforming to the requirements of §731 -02 B. GTS Permanent .

211-3 Construction Details .

211-3.01 Soil Nail Wall System (SNWS).

A.SNWS Submittal. Submit a design and design experience to the Engineer a minimum of 30 calendar days prior to start of work. Begin work only after receiving the Departments approval.

1.Experience. Submit as proof to the Deputy Chief Engineer Technical Services (DCETS):

a.Three projects for which the Contractor or subcontractor performing the work has successfully installed soil nails within the past five years,

b.The foreman and drill rig operators for this work have at least three years of experience, on at least three projects, in the installation of soil nails,

c.Written documentation listing at least five permanent structural shotcrete walls successfully completed within the past five years, and

d.Written documentation of the finishers and nozzlemen’s qualifications. Minimum qualifications include experience on at least three projects in the past three years in similar shotcrete application work. In addition, the nozzlemen must demonstrate the abili ty to

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 satisfactorily place the shotcrete. This will be based on either previous ACI nozzlemen certification or satisfactory completion of preconstruction test panels.

2.Working Drawings. Submit the design and methods of construction to the DCETS for approval. The design shall be completed, sealed and stamped by a Professional Engineer. Determine the soil nail length and grid spacing necessary to develop adequate load capacity to satisfy nail testing acceptance criteria for the design parameters shown in the contract documents. Provide the required partial safety factors, allowable strength factors, and minimum global stability soil factors of safety in accordance with FHWA’s “Geotechnical Engineering Circular No. 7 Soil Nail Walls”, Report No. FHWA -IF-03-017. Provide working drawings conforming to the size and type requirements in accordance with §718 -01 Prestressed Concrete Units (Structural) A. Size and Type. Include the following:

a.The proposed start date and proposed detailed wall construction sequence including:

1.Plan describing how surface water will be diverted, controlled and disposed of.

2.Proposed methods and equipment for excavating the soil and/or rock to the staged excavation lifts indicated within the submitted design, including the proposed grade elevations for each excavation lift, shown on a wall elevation view.

3.Measures to ensure wall and slope stability during various stages of wall construction and excavation where discontinuous rows of nails will be installed (if applicable), information on space requirements for installation equipment, temporary shoring plans (if applicable), information on provisions for working in the proximity of underground facilities or utilities (if applicable).

4.Details of soil nail layout including lengths, grid spacing, encapsulation or epoxy coating details (if applicable) and design load (P) to resist design earth pressures.

5.Proposed nail drilling methods and equipment including drillhole diameter and inclination proposed to achieve the specified pullout resistance values and any variation of these along the wall alignment.

b.Nail grout mix design/shotcrete mix design including:

1.Proportions of mix, including the Departments Approved List Brand Codes / Source Numbers, by weight and water -cement ratio.

2.Proposed admixtures, manufacturer, dosage, technical literature.

c.Nail grout mix:

1.Compressive strength test results supplied by a qualified independent testing laboratory verifying a minimum 3 -day compressive strength of 1500 psi and a minimum 28-day compressive strength of 3000 psi and the corresponding density of the fluid grout perfo rmed utilizing a Baroid Mud Balance in accordance with the American Petroleum Institute (API) Recommended Practice (RP) 13B -1: Standard Procedure for Testing Water -Based Drilling Fluids .

d.Shotcrete mix:

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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 (1) Compressive strength test results supplied by a qualified independent testing laboratory verifying a minimum 3 -day compressive strength of 2000 psi and a minimum 28-day compressive strength of 4000 psi.

2.Previous strength test results, from Departmental projects, for the proposed mix designs completed within 1 year of the start of construction may be substituted for initial verification of the required compressive strengths at start of production work

e.Proposed nail grout placement procedures and equipment.

f.Proposed nail testing methods and equipment setup including:

1.Details of jacking frame and appurtenant bracing.

2.Details showing methods of isolating test nails during shotcrete application (i.e., methods to prevent bonding of the soil nail bar and the shotcrete facing during testing).

3.Details showing methods of providing the temporary unbonded length and of grouting the temporary unbonded length of test nails after completion of testing.

4.Equipment list.

g.Proposed shotcrete equipment, methods of shotcrete placement, of controlling and maintaining facing alignment, and location and shotcrete thickness.

3.Calibrations. Submit the following documentation to the Engineer at least 15 calendar days prior to the start of work:

a.Identification number and certified calibration records for each test jack and pressure gage and load cell to be used. Jack and pressure gauge shall be calibrated as a unit. Calibration records shall include the date tested, device identification number, and calibration test results and shall be certifi ed for accuracy within 2% of the applied certification loads by a qualified independent testing laboratory within 90 days prior to submittal.

B.SNWS Preproduction. Prior to the start of the soil nailed wall installation, install a nail in accordance with the contract documents for preproduction verification testing at the location specified. Test the nail after installation as specified in §211 -3.01 E SNWS Testing . Provide positive control and discharge of all surface water that will affect the installation of the soil nail wall throughout the construction of the wall. Include methods and schedules to be consistent with the soil erosion and sediment control plan in a ccordance with §209 -3.01 General. Maintain all ditches, pipes, or conduits used to control surface water during construction. Repair damage caused by surface water at no additional cost. Upon substantial completion of the wall, remove surface water contr ol pipes or conduits from the site.

C.SNWS Nail Installation. Excavation shall be conducted in accordance with the applicable requirements of Section 206, Trench, Culvert and Structure Excavation, and the details specified in the contract documents. Excavate using procedures that prevent over -excavation, ground loss, swelling, air slaking or loosening, loss of support for completed portions of the wall, loss of soil moisture at the face, or ground freezing. Drill holes for the soil nail installation using core drilling, rotary drilling, or auger drilling. Percussion drilling is prohibited unless approval for its use is granted by the DCETS. Install casing as

211-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 required to maintain a clean and open hole. Utilize a drill bit with a diameter not smaller than the specified hole diameter minus ⅛ in. Extend the hole a minimum of 2 ft. beyond the nail length. Drill the holes to the inclination specified on the approv ed Working Drawings within a 3° tolerance. Provide centralizers at a maximum of 10 ft. center -to-center spacing throughout the length of the nail to position the bar within 1 in. of the center of the hole and to provide a minimum 1 in. grout cover over bare or epoxy -coated bars or ½ in. grout cover over the encapsulation of an encapsulated nail. Size the centralizers to allow insertion of a tremie pipe to the bottom of the drillhole and to allow grout to freely flow up the drillhole. Provide a centralizer within 2 ft. of the top and bottom of the nail. Sag of the nail shall be taken into account when selecting centralizer diameter and spacing. Insert the nail in the casing or hole after the hole is drilled to the final depth. Locate the nail within a 6 in. tolerance, in any direction. Location tolerances are applicable to only one nail and not accumulative over large wall areas. Repair encapsulated nails that are damaged or defective in accordance with the manufacturer’s recommendations or remove them from the site. Provide a colloidal mixer and grouting equipment capable of continuous mixing and producing grout free of lumps equivalent to the strength and consistency of the approved mix design created by the independent testing laboratory. Equip the grout pump with a grout pressure gage capable of measuring at least twice but not more than three times the intended grout pressure. Size the grouting equipment to enable the entire nail to be grouted in one continuous operation. Place grout within 60 minutes after mixing or within the time recommended by the admixture manufacturer, if admixtures are used. Grout not placed in the allowed time limit will be rejected. Perform the grouting operation after the nail is inserted. Grout each drillhole within 2 hours of completion of drilling. To prevent air voids, fill the hole with grout progressively from the bottom to the top. Completely fill the drillhole in one continu ous operation. Cold joints in the grout column are not allowed except at the top of the test -bond length of proof -tested production nails. Maintain sufficient grout level within the casing to offset the external groundwater/soil pressure and prevent hole caving during casing removal for drillholes advanced by either cased or auger methods. Maintain grout head or grout pressures sufficient to ensure that the drillhole will be completely filled with grout and to prevent unstable soil or groundwater from contaminating or diluting the grout. Control grout pressures to prevent excessive ground heave or fracturing. Remove the grout and nail if grouting is suspended for more than 30 minutes or does not satisfy the requirements of this specification or the approved Working Drawings, and replace with fresh grout and undamaged nail bar at no additional cost. Test nails as specified in §211 -3.01 E SNWS Testing .

D.SNWS Facing Elements. Install and secure all elements of the wall drainage network as shown on the approved Working Drawings. Secure the geocomposite drainage strips tightly to the excavation face to prevent shotcrete from contaminating the ground side of the geotextile. Geocom posite drainage strips shall be continuous. Splices to the geocomposite drainage strips shall be made with a 1 ft. minimum overlap such that the flow of water is not impeded. Install all elements of the drainage network, exclusive of the wall footing drains, prior to shotcreting. Clean the face of the excavation, and other surfaces to be shotcreted, of loose material, mud, rebound, overspray, or other foreign matter that could prevent or reduce shotcrete bond. Remove material that loosens as shotcrete is applied. Place shotcrete in accordance with the requirements of Section 583 -3.03 Placement. Provide shotcrete equipment capable of delivering the premixed material accurately, uniformly and continuously through the delivery hose. Control shotcrete application thickness, nozzle technique, air pressure, and rate of shotcrete placement to prevent sa gging or sloughing of freshly applied shotcrete.

211-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Ensure that the thickness of shotcrete satisfies the minimum requirements as shown on the approved Working Drawings using shooting wires, thickness control pins, or other acceptable devices. Fill all depressions along the excavated face with shotcrete at n o additional cost to the State. Repair shotcrete surface defects as soon as possible after placement. Remove and replace shotcrete which exhibits segregation, honeycombing, lamination, voids, or sand pockets. In -place shotcrete determined not to meet the specified strength requirements w ill be subject to remediation. Finish shotcrete with either an undisturbed gun finish as applied from the nozzle or a rough - screeded finish. Attach a bearing plate and nut to each nail head as shown on the approved Working Drawings. While shotcrete is still plastic and before its initial set, uniformly seat the plate on the shotcrete by hand wrench tightening the nut. Where uniform contact betw een the plate and the shotcrete cannot be provided, set the plate in a bed of grout. After grout has set for 24 hours, tighten the nut using a hand wrench. Ensure bearing plates with headed studs are in intimate contact with the construction facing and the studs are located within the tolerances specified herein. Locate the SNWS facing elements from the contract documents location and dimensions within the tolerances provided in Table 211 -3 SNWS Tolerances for Facing Elements : TABLE 211 -3 SNWS TOLERANCES FOR FACING ELEMENTS Facing Element Tolerance Horizontal location of wire mesh, rebar and headed studs ± ⅝ in. Location of headed studs on bearing plate ± ¼ in. Spacing between reinforcing bars ± 1 in. Reinforcing lap ± 1 in. Shotcrete thickness ± ⅜ in. Nail head bearing plate ± 10° deviation from parallel to the wall face Do not excavate to the next lift until nail installation, reinforced shotcrete placement, attachment of bearing plates, and nuts and nail testing has been completed and accepted in the current lift. Ensure nail grout and shotcrete have cured for at least 72 hours or attaine d at least their specified 3 -day compressive strength before excavating the next underlying lift.

E.SNWS Testing. Perform preproduction verification, verification, and proof testing of designated test nails. Perform a preproduction verification test and verification tests on sacrificial test nails as described herein. Perform proof tests on production nails at locatio ns selected by the Engineer and as described herein. Do not load or perform nail testing until the nail grout and shotcrete facing have cured for at least 72 hours and attained at least their specified 3 -day compressive strength. Testing in less than 72 hours will only be allowed if the Contractor submits compressive strength test results, for tests performed by a qualified independent testing laboratory, verifying that the nail grout and shotcrete mixes being used will provide the specifi ed 3-day compressive strength in the lesser time. Provide a minimum 3 ft. temporary unbonded length in each test nail. Prior to testing, grout only the bonded length of the test nail. Determine the bonded length of the test nail based on the production nail bar grade and sized such that the allowable bar structural load is not exceeded during testing. The bond length shall not be less than 10 ft. The maximum test load shall not exceed 80% of the GUTS of the nail. Monitor the jack load with a load cell. Provide the Engineer with the calibration curve for the load cell before start of testing. Submit two copies of all test data to the Engineer.

211-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1. PreProduction Verification Test. Perform a preproduction verification test prior to installation of production nails to verify the Contractor’s installation methods and nail pullout resistance. Testing requirements are contained in §211 -3.01 E. 2. Verification Testing .

2.Verification Testing. Perform a minimum of 2 verification tests in each different soil/rock unit and for each different drilling/grouting method proposed to be used, at each wall location. Verification test nails will be sacrificial and not incorporated as production nails. Bar e bars can be used for the sacrificial verification test nails. Incrementally load verification test nails to a maximum test load of 3 times the design load

P.in accordance with Table 211 -4 SNWS Verification Test Load Schedule . Record soil nail movements at each load increment. TABLE 211 -4 SNWS VERIFICATION TEST LOAD SCHEDULE Load1 Observation Period AL 1 minute 0.25 P 10 minutes 0.50 P 10 minutes 0.75 P 10 minutes 1.00 P 10 minutes 1.25 P 10 minutes 1.50 P (Load Hold)2 60 minutes 1.75 P 10 minutes 2.00 P 10 minutes 2.50 P 10 minutes maximum 3.00 P (or failure) 10 minutes maximum AL 1 minute (record permanent set) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied initially. 2The load hold portion of the verification test is a test load of 1.50 P, which shall be held constant for 60 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 5, 6, 10, 20, 30, 50, and 60 minutes. Maintain load during the load hold portion of the test within 2% of the intended lo ad by use of the load cell. All load increments shall be maintained within 5% of the intended load except as noted for the load hold portion of the test. The Department will review all verification tests to determine if the nail is acceptable. A nail will be accepted if the following three criteria are met:

a.A total load hold movement of less than 0.08 in. per log cycle of time between the 6 and 60 minute readings is measured during load hold testing and the creep rate is linear or decreasing throughout the load hold period.

211-3 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 b. The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.

c.A pullout failure does not occur prior to the 2.50 P load increment. Pullout failure is defined as the load at which attempts to further increase the test load simply result in continued pullout movement of the test nail. Although the nail will be increme ntally loaded to a maximum test load of 3.00 P or failure, the test is deemed acceptable if the nail adequately performs under load up to 2.00 P. The pullout failure load shall be recorded as part of the test data.

3.Proof Testing . Perform proof testing on a minimum of 5% (1 in 20) of the production nails in each row or a minimum of 1 per row. The locations shall be designated by the Engineer. A verification test nail successfully completed during production work shall be considered equivalent to a proof test nail and shall be accounted for in determining the number of proof tests required in that particular row. Production proof test nails shorter than 13 ft. in length may be constructed with less than the minimum 10 ft. bond length with the unbonded length limited to 3 ft. Incrementally load the proof test nail to a maximum test load of 1.5 times the Design Load (P) in accordance with Table 211 -5 SNWS Proof Test Load Schedule . Record the soil nail movements at each load increment. TABLE 211 -5 SNWS PROOF TEST LOAD SCHEDULE Load1 Observation Period AL Minimum of 1 minute2 0.25 P Minimum of 1 minute2 0.50 P Minimum of 1 minute2 0.75 P Minimum of 1 minute2 1.00 P Minimum of 1 minute2 1.25 P Minimum of 1 minute2 1.50 P (Load Hold)2 10 minutes (or 60 minutes depending on total movement3) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2Hold each load increment, except for the 1.5 P load, until the deflection stabilizes. 3The load hold portion of the proof test is a maximum test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used t o monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 5, 6, and 10 minutes. If the total movement between 1 minute and 10 minutes exceeds 1 mm, the test load shall be held fo r an additional 50 minutes. Total movements shall be recorded at 20, 30, 50 and 60 minutes. All load increments shall be maintained within 5% of the intended load. The Department will review all proof tests to determine if the nail is acceptable. A nail will be accepted if the following three criteria are met:

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. A total load hold movement of less than 0.04 in. measured between the 1 and 10 minute readings or a total load hold movement of less than 0.08 in. is measured between the 6 and 60 minute readings and the creep rate is linear or decreasing throughout the load hold period.

b.The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.

c.A pullout failure does not occur at the maximum test load. Pullout failure is defined as the load at which attempts to further increase the test load simply result in continued pullout movement of the test nail. The pullout failure load shall be recorded a s part of the test data.

d.Successful proof -tested nails meeting the above test acceptance criteria may be incorporated as production nails, provided that:

1.The unbonded length of the test nail drillhole has not collapsed during testing.

2.The minimum required drillhole diameter has been maintained.

3.The specified corrosion protection is provided.

4.The test nail length is equal to or greater than the scheduled production nail length. Test nails meeting the above requirements shall be completed by satisfactorily grouting up the unbonded test length. Maintaining the temporary unbonded test length for subsequent grouting is the Contractor’s responsibility. If the unbonded test length of p roduction proof test nails cannot be satisfactorily grouted subsequent to testing, the proof test nail shall become sacrificial and shall be replaced with an additional production nail installed at no additional cost. For nails that are unacceptable, the Contractor shall submit a written proposal containing a suggested course of action. Construct and attach any permanent facing and insulating materials shown in the contract documents.

211-3.02 Grouted Tieback System (GTS).

A.GTS Submittal. Submit a design and design experience to the Engineer a minimum of 30 calendar days prior to start of work. Begin work only after receiving the Departments approval.

1.Experience. Submit as proof to the DCETS: (1) the names of two projects for which the Contractor or subcontractor performing the work has successfully installed grouted tiebacks within the past two years, (2) the foreman for this work having supervised the installation of grouted tiebacks on at least two projects in the past two years. Submit proof of prior experience with the subcontractor approval process.

2.Working Drawings. Submit the design and methods of construction to the DCETS for approval. The design shall be accomplished by a Professional Engineer. Determine the tieback type, size and bond length necessary to develop adequate load capacity to satisfy grouted tieback testing Acceptance Criteria for the design loads shown in the contract documents and in accordance with the Post Tensioning Institute Recommendations for Prestressed Rock and Soil Anchors . The minimum bond length shall be 10 ft. in rock and 15 ft. in soil. The minimum tendon bond length shall be 10 ft. The minimum stressing length shall be 15

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 ft. or as shown in the contract documents, whichever is greater. The tieback hole shall remain inside the right -of-way or easement limits shown in the contract documents. Provide working drawings conforming to the size and type requirements in accordance with §718-01 Prestressed Concrete Units (Structural) A. Size and Type. Include the following:

a.A grouted tieback schedule including:

1.grouted tieback number,

2.design load for each tieback,

3.type and size of tendon,

4.total tendon length,

5.bond length, and tendon bond length if different from bond length,

6.stressing length.

b.A drawing of the tieback and corrosion protection including:

1.spacers and their location,

2.centralizers and their location,

3.couplers and their location,

4.stressing length corrosion protection,

5.bond length corrosion protection,

6.anchorage and trumpet,

7.anchorage corrosion protection system.

3.Report. Submit a report to the Engineer within 30 calendar days after completion of the tieback work. The report shall contain:

a.as-built drawings showing the locations of the tiebacks, total tendon lengths, stressing lengths and bond lengths,

b.prestressing steel manufacturer's mill test reports for the tendons,

c.tieback installation notes (hole progression, caving, clean -out),

d.grouting records indicating the cement type, quantity injected and grout pressures,

e.tieback test results and graphs.

B.GTS Installation. The holes for the tiebacks may be either driven or drilled. The hole shall not be progressed in a location that requires the tendon to be bent in order to enable the bearing plate to be

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 connected to the supporting structure. If operations cause subsidence or physical damage, immediately cease operations and repair the damage. The Contractor shall immediately revise operations to prevent reoccurrence of such damage. Any and all costs incur red due to this subsidence or physical damage shall be at no additional cost to the State. If the hole will not stand open, casing shall be installed as required to maintain a clean and open hole. The hole diameter shall be no less than 3 in. if using pres sure grouting in the bond length and 4 in. if not using pressure grouting. The Contractor shall provide a drill bit with a diameter no less than the specified hole diameter minus ⅛ in. The hole shall extend a minimum of 2 ft. beyond the tendon length. The holes shall be located in elevation as shown in the contract documents, within a 3 in. tolerance. The holes shall be progressed to the inclination and alignment as specified in the contract documents, within a ±3° tolerance. All tieback holes shall be prog ressed perpendicular to the direction of the wall, as seen in the contract documents. Holes in rock shall be thoroughly cleaned of all dust, rock chips, grease or other material which may affect bond prior to inserting the tendon. Strands shall not be coupled, except in the case of repairs of installed tendons or for extending stressed strand anchors. A water -tightness test will be required for all tiebacks bonded in rock if grout is injected at a pressure of less than 50 psi. The water -tightness test shall be performed by filling the entire hole in the rock with water and subjecting it to a pressure of 5 psi as measured at the top of the hole. If the stressing length portion of hole is in soil or fractured rock, a packer or casing shall be used to allow the bond length to be pressure -tested. If the leakage rate from the hole, over a 10 minute period, exceeds 0.001 gal. of water per inch of hole diameter per foot of length of hole per minute, the hole shall be grouted, redrilled and retested. Should the subsequent water -tightness test fail, the entire process shall be repeated until results are attained w hich are within leakage allowances. If artesian or flowing water is encountered in the drilled hole, pressure shall be maintained on the grout until the grout has reached initial set. The Contractor may eliminate the requirement for water -tightness tests in rock by using pressure grouting techniques. Pressure grouting requires that the drill hole be sealed and that the grout be injected until a 50 psi grout pressure, measured at the top of the hole, can be maintained on the grout for 5 minutes without further grout injection. In the bond length, centralizers and their installed locations shall be subject to approval by the Engineer. Centralizers shall be provided at a maximum of 10 ft. center to center spacing throughout the bond length so that not less than ½ in. of grout cove r along the bond length is achieved. A centralizer shall be provided at the bottom end of the tendon. Sag of the tendon shall be taken into account when selecting centralizer diameter and spacing. Multi -element tendons shall also employ spacers at maximum 10 ft. intervals throughout the bond length to ensure grout cover on all elements.

1.When the contract documents require encapsulation to provide double -corrosion protection for the tendons:

a.The tendon shall be encapsulated in a grout -filled corrugated tube of one of the types stated in the Materials section of this specification. The tendon shall be grouted inside the encapsulation before inserting the tendon into the drill hole. The bond len gth of the tendon shall be centralized to provide a minimum grout cover of 3/16 in. within the tube. Spacers shall be used along the tendon bond length for multi -element tendons to ensure good bond with the encapsulation grout.

b.Centralizers shall be used to provide a minimum of 1/2 in. of grout cover over the tendon bond length encapsulation. Centralizers shall be securely attached to the encapsulation and shall be spaced at no more than 10 ft. A centralizer shall be provided at the bottom end of the tendon bond length encapsulation. A centralizer shall also be located a maximum of 5 ft. from the top of the bond length.

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 When the contract documents require encapsulation to provide double -corrosion protection for the tendons:

1.The tendon shall be encapsulated in a grout -filled corrugated tube of one of the types stated in the Materials section of this specification. The tendon may be grouted inside the encapsulation either before or after inserting the tendon into the drill hole . The bond length of the tendon shall be centralized to provide a minimum grout cover of 3/16 in. within the tube. Spacers shall be used along the tendon bond length for multi -element tendons to ensure good bond with the encapsulation grout.

2.Centralizers shall be used to provide a minimum of 5/16 in. of grout cover over the tendon bond length encapsulation. Centralizers shall be securely attached to the encapsulation and shall be spaced at no more than 10 ft. A centralizer shall be provided at the bottom end of the tendon bond length encapsulation . A centralizer shall also be located a maximum of 5 ft. from the top of the bond length. The bond length of the tendon shall be free of dirt, manufacturer’s lubricants, corrosion -inhibiting coatings or other deleterious substances prior to installation. The tendon shall be inserted in the casing or hole without difficulty. If the tendon cannot be completely inserted, the Contractor shall remove the tendon and clean or redrill the hole to permit insertion. Partially inserted tendons shall not be driven or otherwise forced into the hole. Tendons shall not be subject to sharp bends. Care shall be taken to prevent damage to the tendon's corrosion protection and centralizers during handling and installation. The grouting equipment shall be capable of continuous mixing and shall produce grout free of lumps. The grout pump shall be equipped with a grout pressure gage capable of measuring the highest working pressures attained plus 50 psi. The annular space between the tieback and the drilled hole up to the level of the trumpet and between the tendon and encapsulation shall be filled with grout. In order to prevent air voids in the grouting operation, the hole shall be filled with grout prog ressively from bottom to top. Grouting of the stressing length shall be done at low pressure. The trumpet shall not bear on the top of the stressing length grout column during testing, to ensure that load applied to the tieback during testing is not transf erred to the anchorage via the grout column. The tieback shall be centered in the trumpet so that there is no contact between the two. The corrosion protection surrounding the stressing length of the tendon shall extend up beyond the bottom seal of the trumpet but shall not contact the bearing plate or anchor head during stressing and testing. The anchor head shall be protected from corrosion during the interim between tieback installation and final corrosion protection installation by installing a temporary cap and filling the trumpet and anchor head with corrosion -inhibiting grease. Any detri mental corrosion shall be caused for rejection.

2.After installation, testing and acceptance of each tieback, the trumpet shall be filled with grout or corrosion inhibiting grease and the permanent corrosion protection of the anchorage shall be installed. The Contractor shall either:

a.place a water -tight steel cap, filled with corrosion inhibiting grease or grout, over the anchor head, or

b.encase the anchor head in concrete.

C.GTS Testing. Each tieback shall be tested. At no time shall a test or temporary load on any tendon exceed 80% of the GUTS of the tendon. The following tests are required: • Performance Tests . The first two anchors installed at each specified design load capacity and 5% of the remaining anchors shall be performance tested. These tests are used to determine residual movements. • Creep Tests . Creep tests shall only be performed where specified by a Special Note in the contract documents. These tests are performed to determine long term deformation behavior in

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 plastic soils. • Proof Tests . Proof tests shall be performed on all anchors not performance or creep tested. These tests are used to verify load capacity. • Lift-Off Readings . Lift-off readings shall be taken on all tiebacks after the load has been transferred to the anchorage but prior to removing the jack. • Lift-Off Tests . Lift-off tests shall only be performed on tiebacks in rock. If required, lift -off tests shall be performed on at least 2 tiebacks at locations to be chosen by the Engineer. Additional tests, up to 10% of the total number of tiebacks may be directed by t he Engineer. Copies of all test results and graphs shall be prepared by the Contractor’s Engineer and transmitted to the Director, Geotechnical Engineering Bureau (as each test is completed) for review and approval. The Department will render a decision within 10 worki ng days after the receipt of all pertinent information. Do not excavate more than 2 ft. below the tieback elevation until testing has been completed and accepted in the current lift. Copies of all test results and graphs shall be transmitted to the Director , Geotechnical Engineering Bureau as each test is completed. Jacks shall have ram travel at least equal to the theoretical elastic elongation of the stressing length plus the bond length at the maximum test load, and be sufficient to accommodate wall movements. A pressure gauge shall be used with each jack. Gauges s hall be calibrated with a single jack and shall not be used with any other jack. All gauges shall be accurate enough to read 100 psi changes in pressure. For performance and creep tests, the jack used shall have two calibrated gauges; a master gauge and ba ckup gauge. The pump shall be capable of applying each load increment in less than 60 seconds. A load cell, which has been calibrated by an independent testing laboratory within 14 days prior to the start of work and at least annually thereafter, shall be used to measure the small changes in load during the load hold portion of the performance and c reep tests. There will be no substitute for the load cell on testing of the performance and creep tests. Load cells are not required for proof tests. The Contractor shall provide the Engineer with the calibration curve for the load cell prior to testing. For the performance and creep tests, the master gauge and backup gauge shall be connected to the same pressure hose between the pump and jack and be used to measure the applied loads. If the load measured by the master gauge and backup gauge differ by more than 10%, the jack, master gauge and backup gauge shall be recalibrated as a unit at no expense to the State. At the completion of the test the tieback load shall be adjusted to the lock -off load and transferred to the anchorage. The movement of the tieback tendon at each load increment shall be recorded to the nearest 0.001 in. relative to an independent, fixed reference point.

1.Performance Tests . Performance tests shall be performed by incrementally loading and unloading the tieback in accordance with Table 211 -6 GTS Performance/Creep Test Load Schedule . Residual movements shall be taken at the alignment load for each cycle. Total movement measurements shall be taken at each load in each cycle. TABLE 211 -6 GTS PERFORMANCE/CREEP TEST LOAD SCHEDULE Cycle Load1 PERFORMANCE TEST CREEP TEST Observation Period Observation Period 1 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 10 minutes 2 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 30 minutes 0.25 P Maximum of 1 minute2 Maximum of 1 minute2

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. TABLE 211 -6 GTS PERFORMANCE/CREEP TEST LOAD SCHEDULE 3 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.75 P Maximum of 1 minute2 30 minutes 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 4 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.75 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 45 minutes 0.75 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 Temporary Tieback AL Maximum of 1 minute2 NA3 0.25 P Maximum of 1 minute2 0.50 P Maximum of 1 minute2 1.00 P Maximum of 1 minute2 1.25 P Maximum of 1 minute2 1.33 P (Load Hold) 50 minutes4 AL Maximum of 1 minute2 Cycle 5 is the end of the load schedule for a temporary tieback. Adjust to the lock -off load of 0.80 P (or as specified in the contract documents) Permanent Tieback AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 1.25 P Maximum of 1 minute2 60 minutes 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 Permanent Tieback AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 1.25 P Maximum of 1 minute2 Maximum of 1 minute2 1.50 P (Load Hold) 10 minutes (or 60 minutes depending on total movement5) 300 minutes AL Maximum of 1 minute2 Maximum of 1 minute2 Adjust to the lock-off load of 0.80 P (or as specified in the contract documents)

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2The load shall be held at each increment just long enough to obtain the total movement reading but no longer than 1 minute. 3Creep tests determine the long -term load carrying capacity of a grouted tieback. This test is not applicable to temporary tiebacks. 4The load hold portion of the performance test for a temporary tieback is a test load of 1.33 P, which shall be held constant for 50 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A loa d cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 0, ½, 1, 2, 5, 10, 30, and 50 minutes. If the total movement between 1 minute and 10 minutes is less than 0.04 in. , the temporary tieback will be accepted and the test may be terminated without taking the 30 and 50 minute readings. 5The load hold portion of the performance test for a permanent tieback is a test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If t he total movement between 1 minute and 10 minutes exceeds 0.04 in., the test load shall be held for an additional 50 minutes. Total movements shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. The Contractor shall plot the tendon movement versus load for each load increment. He shall also plot the creep movement for the load hold as a function of the logarithm of time.

2.Creep Tests . The creep test shall be made by incrementally loading and unloading the tendon in accordance with Table 211 -6 GTS Performance/Creep Test Load Schedule . At the highest load in each cycle the load shall be held constant in accordance with the observation periods. A load cell shall be used to monitor the constant load. Residual movement measurements shall be taken at the alignment load for each cycle. Total movement readings shall be taken at each load in each cycle. The times for reading the total movement during an observation period shall be 1 minute, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 45, 60, 75, 90, 100, 120, 150, 180, 210, 240, 270, and 300 minutes. The observation period shall begin when the pump starts to load the tieback from the next lower increment. The Contractor shall plot the tendon movement and the residual movement measured in a creep test as described for the performance test. The Contractor shall also plot the creep movement for each load hold as a function of the logarithm of time. If the creep rates are not acceptable as defined under §211 -3.02 C 6. Acceptance Criteria , the Contractor shall modify his installation method and perform creep tests until two successive acceptable creep tests on two different tiebacks have been performed.

3.Proof Tests. The proof tests shall be performed by loading the tieback in accordance with Table 211-7 GTS Proof Test Load Schedule. TABLE 211 -7 GTS PROOF TEST LOAD SCHEDULE Load1 Observation Period AL Maximum of 1 minute2 0.25 P Maximum of 1 minute2 0.50 P Maximum of 1 minute2

211-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 0.75 P Maximum of 1 minute2 1.00 P Maximum of 1 minute2 1.25 P Maximum of 1 minute2 Load Hold3,4 Permanent Tieback 1.50 P 10 minutes (or 60 minutes depending on total movement3) Temporary Tieback 1.33 P 5 minutes (or 50 minutes depending on total movement4) Adjust to the lock -off load of 0.80 P (or as specified in the contract documents) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2The load shall be held at each increment just long enough to obtain the total movement reading but no longer than 1 minute. 3The load hold portion of the proof test for a permanent tieback is a test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If the total movement between 1 minute and 10 minutes exceeds 0.04 in., the tes t load shall be held for an additional 50 minutes. Total movements shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. 4The load hold portion of the proof test for a temporary tieback is a test load of 1.33 P, which shall be held constant for 5 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total moveme nts with respect to an independent fixed reference point shall be recorded at 0, ½, 2, and 5 minutes. If the total movement between ½ minute and 5 minutes exceeds 0.08 in., the test load shall be held for an additional 45 minutes. Total movements shall be recorded at 10, 15, 20, 25, 30, 40 and 50 minutes. The Contractor shall plot the tendon movement versus load for each load increment. He shall also plot the creep movement for the load hold as a function of the logarithm of time.

4.Lift-Off Readings . Lift-off readings shall be taken and recorded directly after testing on all tiebacks. The load required to relieve the load from the tieback head shall be measured and recorded. If the lift -off load is not within 5% of the lock -off load the anchorage shal l be reset and another lift -off reading taken.

5.Lift-Off Tests . Lift-off tests shall be performed on rock tiebacks only. Locations for lift -off tests shall be selected randomly by the Engineer prior to the commencement of any tieback testing. For each tieback subjected to a lift -off test, the Contractor shall leave an adequate length of tendon protruding over the anchorage to permit jacking. Lift-off tests shall be performed at least 24 hours but no more than 7 days after the tieback has been set to lock -off load. The results of all lift -off tests shall be recorded. If the lift -off load is not within 10% of the lock -off load, the anchorage shall be reset and another lift -off test performed according to the requirements in this specification.

6.Acceptance Criteria . For all grouted tiebacks:

211-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. All tiebacks and components shall be free of detrimental corrosion.

b.Lift-off readings shall show a load within 5% of the specified lock -off load.

c.Lift-off tests shall show a load within 10% of the specified lock -off load.

d.The total movement at the maximum test load shall exceed 80% of the theoretical elastic elongation of the unbonded length, from the alignment load to the test load. For performance or proof tested tiebacks with a 10 minute load hold, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.04 in. between 1 and 10 minutes. For performance or proof tested tiebacks with a 60 minute load hold, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.08 in. per log cycle of time. For creep tested tiebacks, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.08 in. per log cycle of time. For unacceptable tiebacks, the Contractor shall submit a written proposal containing a suggested course of action. The action to be taken will be subject to written approval by the Department. Tiebacks which do not meet the total movement criteria shall no t be permitted to carry any load. Conditional Acceptance Criteria: Tiebacks which meet the total movement criteria but do not meet the creep rate criteria may be accepted by the Department and locked -off at a load equal to ½ P f. To determine P f (failure load), allow the load to stabilize for 10 minutes after the tieback has failed. The load after stabilization is the failure load. A supplemental tieback shall be installed and tested at a location approved by the Department. The combined test capacity of the tiebacks shall equal or exceed 1.5 times the original design load. That is: Where: P = the design load for the original tieback sP = the design load for the supplemental tieback fP = the failure load for the original tieback For tiebacks that do not meet the lift -off reading (or test) criteria, the anchorage shall be reset and another lift -off reading (or test) taken.

211-4 Method of Measurement .

211-4.01 Soil Nail Wall System. A SNWS will be measured in square feet of face area measured in a

vertical plane between the payment lines shown in the contract documents.

211-4.02 Grouted Tieback System. A GTS will be measured by the number of grouted tiebacks

installed.

211-4.03 Grouted Tieback Creep Test. A GTS Creep Test will be measured by the number of tests

performed. f s P P = P 5.0 5.1 5.1 +

211-5 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 211-5 BASIS OF PAYMENT .

211-5.01 Soil Nail Wall System. The unit bid price shall include the cost of all labor, materials, and

equipment required to satisfactorily complete the work including the wall drainage network, the temporary shotcrete construction facing and preproduction verification tests, verification tests, and proof tests of the soil nails along with successful completion of quality assurance tests indicating that the material conforms to the specification. Excavation will be paid for separately to the temporary shotcrete - soil interface and to the limits shown in the contract documents. Permanent wall facing will be paid for separately.

211-5.02 Grouted Tieback System. The unit bid price shall include the cost of all labor, materials, and

equipment required to satisfactorily complete the work including performance tests, proof tests, lift -off readings and lift -off tests of the tiebacks along with successful completion of quality assurance tests indicating that the material conforms to the specification. For tiebacks which do not meet all the acceptance criteria but do meet the conditional acceptance criteria, the original tieback and any required supplemental tiebacks(s) are, in sum, considered to be one tieback for payment purposes. No payment will b e made for any additional wall connections required for installation of supplemental tiebacks. Permanent wall facing will be paid for separately.

211-5.03 Grouted Tieback Creep Test. The unit bid price shall include the cost of all labor, materials,

and equipment required to satisfactorily complete the work. Payment will be made under: Item No. Item Pay Unit 211.01 Soil Nail Wall System (Temporary) Square Feet 211.02 Soil Nail Wall System (Permanent) Square Feet 211.10 Grouted Tiebacks (Temporary) Each 211.11 Grouted Tiebacks (Permanent) Each 211.12 Creep Test for Grouted Tiebacks Each SECTION 212 – ROCK SLOPE REINFORCEMENT AND CATCHMENT SYSTEMS (Last Revised January 2019)

212-1 DESCRIPTION. This work shall consist of furnishing and installing rock slope stabilization

techniques or roadside protective measures in conformance with payment lines, type, size, and at the locations specified in the contract documents.

212-1.01 Definitions.

A.General. As outlined in Section 203 Excavation and Embankment , all rock slopes shall be thoroughly scaled and cleaned of unsound material and loose masses of rock. This section provides requirements for specific techniques developed to address situations where a hazardous rock slope situation still exists after stri pping and scaling in order to control a rockfall within a designated rockfall catchment area.

B.Rock Fall. A rockfall is the movement of rock from a slope that is so steep the rock continues to move down slope. The movement may be by free falling, bouncing, rolling or sliding.

C.Rock Catchment Area. The rockfall catchment area is defined as the area between the edge of roadway pavement and the base of an adjacent rockslope that is used to restrict rockfall from reaching the roadway. The term catchment area is synonymous with ditch, rockfall ditch, roc kfall catch ditch

212-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 and rock fallout area. The catchment area width is the horizontal distance between the roadway edge of pavement and the base (toe) of a rockslope.

D.Rock Catchment Fences. Rock catchment fences are techniques to control rockfalls within the R.O.W. Rock catchment fences are wire or cable mesh draped from support columns situated to define the catchment area. The catchment fence, or impact section, attenuates the rockfall ener gy to capture the falling rock and maintain it within the catchment area.

E.Rock Mesh Slope Protection. Rock mesh slope protection is a technique to control rockfalls within the R.O.W. Rock mesh slope protection is the placement of wire or cable mesh on a slope face. The mesh controls the descent of falling rock, which accumulates near the base of the slope within the catchment area.

212-2 Materials .

212-2.01 Wire Rope Rock Catchment Fence . The rock catchment fence system, as obtained from the

manufacturer, shall have a tested capability of retaining a rock impact of 155 kip -ft of kinetic energy. The result of demonstration tests shall be furnished as required by the Engineer.

A.Net Assembly. Provide a fence consisting of a net conforming to §710 -06 Rock Slope Net and Wire Mesh Assemblies, Net Assembly. Cover all nets with chain link mesh fencing material of a minimum 11 gauge, 2 in. zinc coated mesh, conforming to the requirements of §710 -02 Galvanized Steel Fence Fabric .

B.Wire Ropes. Provide the following wire ropes:

1.Net Supporting Wire Rope. Provide net supporting wire rope conforming to §710 -27 Rock Slope Wire Ropes, Net Supporting Wire Rope.

2.Seam Rope. Provide seam rope conforming to §710 -27 Rock Slope Wire Ropes , Seam Rope for Wire Rope Rock Catchment Fence.

3.Tieback Restraining Cables. Provide tieback restraining cables conforming to §710 -27 Rock Slope Wire Ropes , Tieback Restraining Cable.

4.Anchor Cables. Provide anchor cables conforming to §710 -27 Rock Slope Wire Ropes , Anchor Cable. Braking elements in the tieback restraining cable shall incorporate a protective, crushable sleeve as recommended by the manufacturer.

C.Support Columns. Fabricate the net support columns from W8 x 48 wide flange members conforming to the requirements of §715 -18 Soldier Piles .

D.Miscellaneous Appurtenances. All steel bolts, nuts and washers shall conform to the requirements of §723 -60 Anchor Bolts . All miscellaneous appurtenances such as wire rope clips, thimbles, bolts, etc., shall be galvanized as supplied by the manufacturer.

212-2 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 212-2.02 Chain Link Rock Catchment Fence .

A.Fence Fabric. Provide aluminum coated steel fence fabric a minimum of 6 gauge, chain link type with twist selvage edges, conforming to the requirements of §710 -04 Aluminum Coated Steel Fence Fabric , except for gauge. Vinyl coated steel fence fabric shall be 6 gauge, chain link type with twist selvage edges, conforming to the requirements of §710 -03 Vinyl Coated Steel Fence Fabric , Class A Wire Diameter, except color. The color shall be black unless otherwise specified in the contract documents.

B.Cables. Provide galvanized guide rail cables a minimum ¾ in. in diameter, consisting of 3 strands (7 wires per strand) conforming to the requirements of §710 -22 Cable Guide Railing and having a minimum tensile strength of 25 kips.

C.Posts. Provide No. 11 steel rebar posts conforming to the requirements of §709 -01 Bar Reinforcement, Grade 420 . The rebar posts shall be galvanized in accordance with the requirements of §719 -01 Galvanized Coatings and Repair Methods, Type I. Exposed cut ends shall be field repaired in accordance with §719 -01 Galvanized Coatings and Repair Methods . No. 11 steel rebar posts shall also conform to the requirements of §709 -04 Epoxy -Coated bar Reinforcement , except color. The color shall be as specified on the plans or by the Engineer.

D.Hook Bar Anchors. Provide No. 9 stainless steel hook bar anchors conforming to the requirements of §709 -13 Stainless Steel Bar Reinforcement. Hook bar anchors shall have a 180° hook with an outside diameter of 11 in.

E.Grout. Provide grout to fill the annular space around the No. 11 steel rebar posts, No. 9 hook bar anchors and for backfilling below the anchor angle, conforming to the requirements of §701 -05 Concrete Grouting Material .

F.Anchor Angles. Provide 2 ft. long sections of anchor angles of 8 in. by 6 in. by 1 in.steel angle. The steel shall conform to the requirements of §715 -01 Structural Steel and shall be galvanized in accordance with §719 -01 Galvanized Coatings and Repair Methods, Type I. The anchor angle shall have two 2 in. diameter holes (for the bolts) bored through the 8 in. side. The holes shall be centered 4 in. in from each end along a line 3 in. in from the edge opposite the angle. The anchor angle shall also have three 7/8 in. diameter holes drilled on 4 in. centers along the centerline, with the middle hole located in the center of the 6 in. side for attachment of the steel turnbuckles.

G.Resin Rock Bolt Assembly. Provide 1 ¼ in. nominal diameter, 5 ft. long, resin rock bolt assembly conforming to the requirements of §731 -03 Rock Bolt Assembly except resin packages of one setting time only shall be utilized for installation of the rock bolt assembly.

H.Miscellaneous Appurtenances.

1.Thimbles. Provide galvanized thimbles for ¾ in. guide rail cable conforming to the requirements of §710 -22 Cable Guide Railing and as shown in Detail F of the Standard Sheet

212-02 Chain Link Rock Catchment Fence .

2.Clips. Provide galvanized cable clips for ¾ in. guide rail cable conforming to the requirements of §710 -22 Cable Guide Railing and as shown in Detail F of the Standard Sheet 212 -02 Chain Link Rock Catchment Fence .

212-2 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. Turnbuckles. Provide galvanized steel turnbuckle cable end assemblies conforming to the requirements of §710 -22 Cable Guide Railing and as shown in Detail G of the Standard Sheet

212-02 Chain Link Rock Catchment Fence .

4.Cable Splices. Provide galvanized cable splices conforming to the requirements of §710 -22 Cable Guide Railing and as shown in Detail H of the Standard Sheet 212 -02 Chain Link Rock Catchment Fence .

5.Wedges. Provide wedges for cable splices and cable ends conforming to the requirements of §710 -22 Cable Guide Railing and as shown in Detail X of the Standard Sheet 212 -02 Chain Link Rock Catchment Fence .

6.Wire Ties. Provide galvanized steel wire ties (12 gauge).

7.U Bolts. Provide galvanized and Epoxy -coated 3/8 in. x 2 ½ in. throat by 4 ½ in. depth “U” bolts as shown in Detail’s C1 & C2 of the Standard Sheet 212 -02 Chain Link Rock Catchment Fence with 1/8 in. thread length to clamp ¾ in. guide rail cables to No. 11 rebar posts.

212-2.03 Wire Mesh Slope Protection .

A.Wire Mesh. Provide wire mesh conforming to §710 -06 Rock Slope Net and Wire Mesh Assemblies, Wire Mesh.

B.Cables. Provide galvanized mesh support cables having a minimum diameter of ¾ in., 6 x 19 Independent Wire Rope Core (IWRC) construction (or equivalent), conforming to the requirements of §710 -22 Cable Guide Railing .

C.Anchors. Provide galvanized ¾ in. diameter wire rope anchors conforming to the requirements of §710 -22 Cable Guide Railing . Furnish anchor centralizers consisting of plastic, steel or any material not detrimental to the anchor. Do not use wood.

D.Grout. Provide grout conforming to the requirements of §701 -05 Concrete Grouting Material .

E.Miscellaneous Appurtenances.

1.Seam Wire Rope. Provide seam rope conforming to §710 -27 Rock Slope Wire Ropes, Seam Rope for Wire Mesh Slope Protection.

2.Steel Rings. Provide 1 in. x 4 in. steel rings conforming to the requirements of Federal Specification RR -C71D Type VI.

3.Clips. Provide ¾ in. wire rope clips conforming to the requirements of §710 -22 Cable Guide Railing .

4.Thimbles. Provide ¾ in. thimbles conforming to the requirements of §710 -22 Cable Guide Railing .

212-2 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 212-2.04 Wire Mesh Drape .

A.Wire Mesh Drape. Provide wire mesh drape conforming to the requirements of §710 -06 Rock Slope Net and Wire Mesh Assemblies, Rock Slope Wire Mesh Drape Assembly.

B.Cables. Provide galvanized mesh support cables a minimum ¾ in. in diameter, consisting of 3 strands (7 wires per strand) conforming to the requirements of §710 -22 Cable Guide Railing and having a minimum tensile strength of 25 kips.

C.Miscellaneous Appurtenances. Provide appurtenances, galvanized as supplied by manufacturer, as follows:

1.Tie Wire. Provide 1/12 in. minimum diameter steel tie wire.

2.Hog Rings. Provide 1/8 in. minimum diameter (11 gauge) hog rings or other steel fasteners.

3.Steel Rings. Provide welded forged steel rings with a stock diameter of 1 in. and a maximum inside diameter of 4 in.

D.Resin Rock Bolt Assembly. Provide 1 ¼ in. nominal diameter, 6 ½ ft. long (min.), resin rock bolt assembly conforming to the requirements of §731 -03 Rock Bolt Assembly except resin packages of one setting time only shall be utilized for installation of the mesh support and cable anchor rock bolts.

212-2.05 Temporary Rock Catchment Barrier.

A.Precast Concrete Barrier Units. Provide precast concrete barrier units consisting of three (3) components: precast concrete column supports, precast temporary concrete barriers, and precast concrete beams as detailed on the Standard Sheet 212 -05 Temporary Rock Catchment Barrier .

1.Precast Concrete Column Supports. Provide precast concrete column supports conforming to the requirements of §704 -05 Precast Concrete Barrier and to the dimensions and details “F”, “G”, “H”, “I”, and “N” on the Standard Sheet 212 -05 Temporary Rock Catchment Barrier . Additional joint connection details shall be as shown on Standard Sheet 619 -01 Temporary Concrete Barrier . Each column support shall have cast -in-place a 6 in. x 6 in. x ¼ in. structural steel tube to be used for support of the wire rope rock fence. The tube steel shall conform to the requirements of ASTM A500, Grade B or C, and shall conform to the dimensions and detail “N” on the Standard Sheet 212 -05 Temporary Rock Catchment Barrier .

2.Precast Temporary Concrete Barriers. Provide precast temporary concrete barriers conforming to the requirements of §704 -05 Precast Concrete Barrier and to the dimensions, joint connections, material details, and anchoring details shown on Standard Sheet 619 -01 Temporary Concrete Barrier .

3.Precast Concrete Beams. Provide precast concrete beams conforming to the requirements of §704 -05 Precast Concrete Barrier and to the dimensions and details “K”, and “M” shown on the Standard Sheet 212 -05 Temporary Rock Catchment Barrier . The Engineer will inspect all precast concrete barrier unit components upon delivery to the project site for conformance to specifications. Any barrier unit component having damage and/or defects in the concrete and/or joint connections will be rejected.

212-2 06

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 The precast concrete barrier units shall form a smooth and continuous barrier when joined together. Any sections damaged or misaligned while in service shall be corrected or replaced.

B.Net Support Columns. Fabricate the net support columns from W5 x 16 wide flange members conforming to the requirements of §715 -18 Soldier Piles Each support column shall have four (4) pairs (eight holes) of 1 in. diameter holes drilled on the side facing the rock slope. Two (2) holes shall be situated 3 in. from the top of the post and the remaining three (3) pairs spaced equally approximately 40 in. apart. After any required drilling, welding and/or cutting, all support columns and related hardware shall be hot dipped galvanized in accordance with the requirements of §719 -01 Galvanized Coatings and Repair Methods, Type I.

C.Net Support Ropes. Provide net support ropes conforming to §710 -27 Rock Slope Wire Ropes, Net Supporting Wire Rope.

D.Wire Rope Netting. Provide wire rope netting conforming to §710 -06 Rock Slope Net and Wire Mesh Assemblies, Net Assembly. Two (2) aluminum stop sleeves shall be used at all locations where two individual wire ropes are joined together. The 8 in. x 8 in. mesh size shall be fabricated using high strength, hot dipped, galvanized steel clips, which are attached so that they are non -moveable. Nets damaged during clipping shall be rejected by the Engineer.

E.Chain Link Fence Fabric. Provide a minimum of 9 gauge chain link fence fabric conforming to the requirements of §710 -02 Galvanized Steel Fence Fabric . The galvanized chain link fence fabric shall be 12 ft. high and have a 2 in. mesh size. The chain link fence fabric shall be continuous between wire rope net panels.

F.Synthetic Fabric Layer. Provide a synthetic fabric, 10 ½ ft. in height conforming to the requirements of §737 -01A Geotextile Bedding.

G.Cushion Sand. Provide sand conforming to the requirements of §703 -06 Cushion Sand .

H.Miscellaneous Material. Provide miscellaneous hardware such as shackles, thimbles, wire clips, bolts, etc. which shall be hot dipped galvanized in accordance with §719 -01 Galvanized Coatings and Repair Methods, Type I.

212-2.06 Move Temporary Rock Catchment Barrier . None Specified.

212-3 Construction Details .

212-3.01 Wire Rope Rock Catchment Fence . Assemble the wire rope rock catchment fence as detailed

on the Standard Sheet 212 -01 Wire Rope Rock Catchment Fence . Submit to the Engineer for approval not less than two weeks prior to the installation of the wire rope rock catchment fence. Do not begin work prior to approval. Provide the following:

A.Proposed start date, completion date and detailed construction sequence.

B.Proposed anchor drilling method and equipment including hole diameter, method of keeping holes open, and hole clean out procedures.

212-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 C. Proposed anchor installation procedure including grout placement procedures, grouting equipment, and the procedure for setting the wire rope anchor centralizers.

D.Method of verifying anchor capacity and equipment setup including details of the jacking frame and appurtenant bracing. Include the calibration data for the stressing device. The calibration shall be performed by an independent testing laboratory within 60 calendar days of the submittal date. Install grouted wire rope anchors with accompanying centralizers at the top of the rock slope on 12 ft. centers or as indicated by Engineer. Mix grout per manufacturer’s instructions. Wait a minimum of 7 days after grouting before applying any load to the anchors. Proof test each anchor in accordance with §212 - 3.03 A. Anchor Testing. Fasten all net braiding with high strength, corrosion resistant clips or other fasteners to produce a permanent, non -movable joint. Damage to the wire rope resulting from the installation of the clips, insofar as it affects the integrity of the system, in the opinion of the Engineer, shall be cause for rejection of the net panel. Cut the chain link material to fit each wire rope netting panel. Attach the chain link mesh fencing material to the inside face of the wire rope nets with clips to extend a minimum of 3 ft. beyond the bottom of the fence. Provide and install one braking element per top and bottom net supporting rope per 20 ft. net section. Position the braking element not more than 3 ft. from the column. Use seam ropes to fasten adjacent wire rope nets and the nets to the net support wire ropes, with at least 1 wrap per 16 in. The column spacing shall be 20 ft. Install a tie -back restraining cable to extend from the top of each column in a direction perpendicular to the length of the fence and on the slope side of the fence. Install a braking element in each cable not more than 3 ft. from the column. For a fence whose length is 120 ft. or less, both end columns shall have a lateral restraining cable without the braking element. This cable shall extend from the top of the column at an angle of 60° from the vertical to the ground. For a fence which is lo nger, install lateral restraining cables at every multiple of 120 ft., or approximately midway for a fence less than 240 ft. Paint the fence installation where specified, with the appropriate material and color as directed by the Engineer.

212-3.02 Chain Link Rock Catchment Fence . Assemble the chain link rock catchment fence as detailed

on the Standard Sheet 212 -02 Chain Link Rock Catchment Fence . Install galvanized No. 11 steel rebar posts in 2 in. diameter vertical holes drilled to a minimum depth of 2 ft. into rock. Post spacing shall be 8 ft. Pour a sufficient amount of concrete grouting material into the hole before inserting the post to allow overflow after insertion. Install anchor angles for terminal sections. The location of the anchor angles shall be in line with the corresponding fence section and shall be determined by the angle (60° minimum) between the top longitudinal cable and the end post. The angle between a ny longitudinal cable and the end post shall not exceed 90°. Drill bolt holes for anchor angles into the rock spaced 16 in. on -center to a depth of 4 ft. The bolt hole diameter shall be compatible with the bolt/drill hole/resin cartridge diameter, as recom mended by the bolt manufacturer, but in no case shall the bolt hole diameter exceed the resin cartridge diameter by more than 3/8 in. Install the anchor angle within 90°± 15° to the axis of the rock bolt and in intimate contact with the rock surface for it s entire contact area.

A.Acceptable methods of leveling the rock surface include the following:

1.Chipping the rock surface.

212-3 02

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Applying a special mix supplied by the bolt manufacturer for leveling purposes.

3.A combination of chipping and leveling. Clean out the bolt hole to its full depth with air or water. Place the appropriate amount of resin in the hole. Insert the bolt into the hole and rotate at approximately 100 rpm while pushing the bolt down through the resin cartridges to the bottom of the hole by a means approved by the Engineer. Rotate the bolt in this position for 30 to 60 seconds to insure mixing of the resin in the hole. Do not rotate the bolt longer than the setting time of the resin. Leave the bolts undisturbed in the hole for the tim e required for the resin to harden. Place the anchor angle over the bolts on the prepared surface and add the appurtenances. Tension the bolts to 40 kips by means of hollow -ram hydraulic jack, or as ordered by the Engineer. Support the base of the jack at 90°± 2° to the axis of the bolt. If a failure of the bolt or anchorage occurs, a determination of the cause of failure will be made by a Departmental Engineering Geologist. Correct, as ordered by the Engineer, at no cost to the State, failures attributable to causes other than failure of the rock in the anchorage zone. The State reserves the right to sample and test delivered materials. Install No. 9 stainless steel hook bar anchors on the uphill side of the fence, one hook bar anchor at each post located in a direction normal to the fence alignment. The location of the hook anchor on the ground surface shall be determined by the angle (6 0°± 5°) between the tie -back cable and the post at the top longitudinal cable. Construct hook bar anchorage according to depth of overburden. Install No. 9 stainless steel hook bar anchors at intermediate fence sections. The location of the hook bar anchors shall be in line with the corresponding fence section and shall be determined by the angle between the longitudinal cables and the intermedi ate anchorage post. This angle shall be between a minimum of 60°± 5° and a maximum of 90°. Construct hook bar anchorages according to depth of overburden. Secure longitudinal cables to anchor angles at terminal sections with steel turnbuckle cable end assemblies. Secure longitudinal cables at intermediate fence sections to hook bar anchors with one (1) thimble, and four (4) cable clips per cable loop. The ma ximum distance between terminal sections, and/or intermediate anchorage sections, shall be 200 ft. Secure ¾ in. longitudinal guide rail cables to rebar posts with “U” bolts so as to have minimum sag without bending posts. Cable splices shall be staggered a minimum of 20 ft. on adjacent cables. Splices shall be spaced a minimum of 100 ft. on the same cab le.

B.Recommended installation sequence:

1.Start with lowest longitudinal cable working from one terminal anchorage toward another or toward an intermediate anchorage, if used.

2.Draw cable taut and secure with “U” bolt to posts.

3.Complete tightening entire length of lower cable between anchorages before starting next higher cable. Install aluminum fence fabric on uphill side of posts. Attach fence fabric to longitudinal cables with 12 gauge galvanized steel wire ties at 1 ft. intervals. Fence fabric splices shall be overlapped a minimum of four chain link rows. Attach fabric section s by tying both ends of the overlap at 1 ft. intervals, or by a method approved by the Engineer. Install vinyl coated fence fabric on roadway side of posts. Attach fence fabric to longitudinal cables with 9 gauge vinyl coated steel wire ties at 1 ft. intervals. Fence fabric splices shall be overlapped a minimum of four chain link rows. Attach fabric s ections by tying both ends of the overlap at 1 ft. intervals, or by a method approved by the Engineer.

212-3 03

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Bottom of fence fabric shall be in contact with the ground surface. Add fence fabric material as necessary. Added material shall be overlapped a minimum of four chain link rows. Tie both ends of the overlap at 1 ft. intervals, or as approved by the Enginee r. Attach tie -back cables on uphill side of rebar posts after longitudinal cables have been tightened and chain link fence fabric has been installed. Tie -back cables shall have a maximum sag of ¾ in. measured at the center.

212-3.03 Wire Mesh Slope Protection . Assemble the wire mesh slope protection as detailed on the

Standard Sheet 212 -03 Wire Mesh Slope Protection . Design the grouted wire rope anchors so that the design load (P) is at least equal to 30 kips. Submit shop drawings to the Engineer for approval not less than two weeks prior to the installation of the wire mesh slope protection. Do not begin work prior to approval.

A.Provide drawings including the following:

1.Proposed start date, completion date and detailed construction sequence.

2.Details of the wire mesh and anchor layout on the existing slope.

3.Proposed anchor drilling method and equipment including hole diameter, method of keeping holes open, and hole clean out procedures.

4.Proposed anchor installation procedure including grout placement procedures, grouting equipment, and the procedure for setting the wire rope anchor centralizers.

5.Method of verifying anchor capacity and equipment setup including details of the jacking frame and appurtenant bracing. Include the calibration data for the stressing device. The calibration shall be performed by an independent testing laboratory within 60 calendar days of the submittal date. Install grouted wire rope anchors with accompanying centralizers at the top of the rock slope on 12 ft. centers or as indicated by Engineer. Mix grout per manufacturer’s instructions. Wait a minimum of 7 days after grouting before applying any load to the anchors. Proof test each anchor in accordance with §212 - 3.03 B. Anchor Testing. Connect vertical wire rope tag lines to the anchors. Connect the horizontal support cable(s) to the vertical tag lines with steel rings as shown on the attached drawing for this specification. Do not draw cable taut. Maintain a minimum cable sag of ¾ in. o n the horizontal support cable between vertical tag lines. Attach the mesh to the horizontal support cable by a continuous weave through each of the mesh openings with galvanized 5/16 in. seam wire rope, as shown on the attached drawing for this specification. Install the wire mesh in vertical strips. Overlay horizontal and vertical laps a minimum of 1 ft. and connect with a continuous weave through each of the mesh openings with galvanized 5/16 in. seam wire rope along the edge of the upper mesh strip. The mesh shall be installed in such a manner that the end of a roll curls into the rock face. Install the wire mesh to cover the specified area of rock face.

B.Anchor Testing. Proof test each anchor. Perform the proof test by incrementally loading and unloading the anchors to 1.5 times the design load (P) in accordance with Table 212 -1 Wire Mesh Slope Protection Proof Test Load Schedule . Record the anchor movements to the nearest 0.025 mm at each load increment.

212-3 04

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 212 -1 WIRE MESH SLOPE PROTECTION PROOF TEST LOAD SCHEDULE Load1 Observation Period AL Minimum of 1 minute2 0.25 P Minimum of 1 minute2 0.50 P Minimum of 1 minute2 0.75 P Minimum of 1 minute2 1.00 P Minimum of 1 minute2 1.25 P Minimum of 1 minute2 1.50 P (Load Hold)2 10 minutes (or 60 minutes depending on total movement3) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2Hold each load increment, except for the 1.5 P load, until the deflection stabilizes. 3The load hold portion of the proof test is a maximum test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used t o monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If the total movement between 1 minute and 10 minutes exceeds 1/24 in., the test load shall be held for an additional 50 minutes. Total movements shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. No part of the temporary yoke or load frame shall bear within 3 ft. of the anchor. Plot the movement versus load for each increment. An anchor will be accepted by the Engineer if the creep rate at 1.5P does not exceed 1/24 in. between the 1 and 10 minute readings or for a load hold time of 60 minutes, the creep rate does not exceed 1/12 in. per log cycle of time. If an anchor fails the proof test, install a new anchor at no cost to the State.

212-3.04 Wire Mesh Drape . Assemble the wire mesh drape as detailed on the Standard Sheet 212 -04

Wire Mesh Drape . Install untensioned resin rock bolts at the top of the rockslope on 50 ft. centers (maximum) or as shown in the contract documents. Proof test the first rock bolt per resin lot number to 20 kips in accordance with §212 -3.03 B. Anchor Testing. Place ¾ in. diameter guide rail cable horizontally across the top of the rock slope, secured by 1 ¼ in. diameter resin rock bolts. Maintain a minimum cable sag of 2 ft. to 3 ft. between rock bolts. Do not draw cable taut. Splices of the guide rail cable wi ll not be allowed. Fold the mesh over or under the guide rail cable a minimum of 1 ft. and connect the horizontal lap with galvanized tie wire with a continuous weave through each of the mesh openings. Install the wire mesh in vertical strips, each lapped over the other by a minimum of 1 ft. Connect the adjacent vertical strips by either a continuous weave of galvanized tie wire along the edge of the outer mesh strips only, or with hog rings or metal tie s on a 6 in. staggered pattern along the edges of both panels. When used, overlay horizontal laps a minimum of 1 ft. and connect with a continuous weave of galvanized tie wire along the edge of the upper mesh strip. Install the wire mesh to cover the area of rock face identified in the contract documents. Repair all damaged galvanized surfaces in accordance with §719 -01 Galvanized Coatings and Repair Methods .

212-3 05

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 212-3.05 Temporary Rock Catchment Barrier . Assemble and maintain the temporary rock catchment barrier as detailed on the Standard Sheet 212 -05 Temporary Rock Catchment Barrier .

A.Precast Concrete Barrier Units. Each run, or bay, of precast concrete barrier units (precast concrete column support, precast temporary concrete barrier and precast concrete beam) shall be fastened together to form a continuous chain. After placement, each successive unit shall be moved longitudinally to remove any slack in the connecting joint. The units at each end of a run or bay shall be connected as shown on Standard Sheet 619 -01 Temporary Concrete Barrier . To reduce movement of the barrier in areas where limited deflection is desired, one of the anchoring methods shown on Standard Sheet 619 -01 Temporary Concrete Barrier shall be used. Where shown in the contract documents, the ends of the barrier run shall be fitted with an impact attenuation device or a tapered end section and flared back. The empty space within each concrete barrier unit shall be filled with sand for the full height (32 in.) of the unit. The back of the concrete barrier units shall also be covered with sand to the full height of the unit. The sand shall then be laid back at the angle of repose of the material to a minimum sand thickness of 18 in. as shown in detail “E” on Standard Sheet 212 -9 Temporary Rock Catchment Barrier . The cost of installing and removing the sand, including the final cleaning of the pavement and shoul der, shall be included in the bid price for this Item. The Contractor shall provide and maintain delineation of temporary barriers. This delineation shall make the barrier visible to approaching traffic, as well as to traffic which is adjacent to the barrier. The Contractor shall have the choice of using one o r more of the following: warning lights, delineators, pavement marking, reflective tape placed on the barrier, reflective paint, or any other device subject to the approval of the Engineer. The delineation devices shall be maintained dirt and snow free, an d be visible throughout the term of the contract including shutdown periods.

B.Net Support Columns. The W5 x 16 posts shall be installed in the 6 in. x 6 in. x ¼ in. structural steel tubes cast in the precast concrete column support units. The columns shall be inserted flush with the bottom of the precast concrete column supports.

C.Net Support and Lateral Anchor Ropes. The 5/8 in. net support wire ropes shall be installed as shown in detail “B” on Standard Sheet 212 -05 Temporary Rock Catchment Barrier . The net support wire rope shall have maximum sag of 2 in. At both end sections and at every 125 ft. section of temporary catchment barrier (five precast concrete barrier units) install lateral anchors as shown in detail “C” on Standard Sheet 212 -05 Temporary Rock Catchment Barrier . The wire rope loop at a ¾ in. shackle connection sha ll be secured with three (3) wire rope clips as shown in detail “J” on Standard Sheet 212 -05 Temporary Rock Catchment Barrier .

D.Rock Catchment Fence Fabric. The rock catchment fence fabric (wire rope net, chain link fence fabric and synthetic fabric) shall be attached to the support rope after the concrete barrier units have been installed. The wire rope net panels shall be attached to the support ropes with ¾ in. shackles spaced approximately 3 ft. apart. The chain link fence fabric, 12 ft. in height, shall be attached to the wire rope net with hog rings or twist ties. The area between two a djacent wire rope net panels shall be covered with chain link fence fabric. The layer of synthetic fabric, with a minimum height of 10 ½ ft., shall be attached to the chain link fence.

212-3.06 Move Temporary Rock Catchment Barrier . Move and reset the temporary rock catchment

barrier in accordance with the requirements of §212 -3.05 Temporary Rock Catchment Barrier.

212-4 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 212-4 METHOD OF MEASUREMENT .

212-4.01 Wire Rope Rock Catchment Fence . Wire rope rock catchment fence will be measured as the

number of linear feet of fencing, measured from center -to-center of end posts.

212-4.02 Chain Link Rock Catchment Fence . Chain link rock catchment fence will be measured as the

number of linear feet of fence, measured along the top of the fence between the terminal posts. An allowance of 10 linear feet will be added for each terminal section anchorage and for each intermedia te section anchorage installed.

212-4.03 Wire Mesh Slope Protection . Wire mesh slope protection will be measured as the number of

square feet of rock face satisfactorily covered. No measurement will be made of wire mesh used in any overlap.

212-4.04 Wire Mesh Drape . Wire mesh drape will be measured as the number of square feet of rock face

satisfactorily covered. No measurement will be made of wire mesh used in any overlap.

212-4.05 Temporary Rock Catchment Barrier . Temporary rock catchment barrier will be measured as

the number of linear feet of barrier, measured along the centerline of the uppermost concrete barrier surface, from one end anchor to the other.

212-4.06 Move Temporary Rock Catchment Barrier . Moving temporary rock catchment barrier will

be measured as the number of linear feet of barrier moved, measured along the centerline of the uppermost concrete barrier surface, from one end anchor to the other.

212-5 Basis of Payment .

212-5.01 Wire Rope Rock Catchment Fence . The unit price bid per linear feet for wire rope rock

catchment fence shall include the costs of furnishing all labor, material and equipment necessary to complete the work.

212-5.02 Chain Link Rock Catchment Fence . The unit price bid per linear feet for chain link rock

catchment fence shall include the costs of furnishing all labor, material and equipment necessary to complete the work.

212-5.03 Wire Mesh Slope Protection . The unit price bid per square feet for wire mesh slope protection

shall include the costs of furnishing all labor, material and equipment necessary to complete the work, including anchor testing and disposal of any material removed from the slope.

212-5.04 Wire Mesh Drape . The unit price bid per square feet for wire mesh drape shall include the

costs of furnishing all labor, material and equipment necessary to complete the work, including anchor testing and disposal of any material removed from the slope.

212-5.05 Temporary Rock Catchment Barrier . The unit price bid per linear feet for temporary rock

catchment barrier shall include the costs of furnishing all labor, material and equipment necessary to erect, maintain, and remove the required barrier, including any required connection devices, end treatments, delineation or guiding devices, and devices for pinning and connecting temporary precast concrete barrier units. After placement, 90% of the item unit price will be paid. The remaining 10% will be paid when the rock catchment barrier has been removed.

212-5 06

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 212-5.06 Move Temporary Rock Catchment Barrier . The unit price bid per linear feet for moving temporary rock catchment barrier shall include the costs of furnishing all labor, material and equipment necessary to remove, transport, erect, and maintain the required barrier, including any required connecti on devices, end treatments, delineation or guiding devices, and devices for pinning and connecting temporary precast concrete barrier units. Movements necessary to maintain, realign, or replace damaged units will not be considered as moving temporary rock catchment barrier and shall be done at no additional cost to the State. Payment will be made under: Item No. Item Pay Unit 212.0106 Wire Rope Rock Catchment Fence (Medium Impact – 6 ft.) Feet 212.0108 Wire Rope Rock Catchment Fence (Medium Impact – 8 ft.) Feet 212.0110 Wire Rope Rock Catchment Fence (Medium Impact – 10 ft.) Feet 212.0112 Wire Rope Rock Catchment Fence (Medium Impact – 12 ft.) Feet 212.0201 Chain Link Rock Catchment Fence Feet 212.0202 Vinyl Coated Chain Link Rock Catchment Fence Feet 212.03 Wire Mesh Slope Protection Square Feet 212.04 Wire Mesh Drape Square Feet 212.0501 Temporary Rock Catchment Barrier (10 ft.) Feet 212.0502 Move Temporary Rock Catchment Barrier (10 ft.) Feet SECTIONS 213 THRU 299 (VACANT)

302-2 01

NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Section 300 BASES AND SUBBASES SECTION 301 (VACANT) SECTION 302 - BITUMINOUS STABILIZED COURSE

302-1 DESCRIPTION. This work shall consist of furnishing and placing a course of bituminous

stabilized granular material and stabilized reclaimed asphalt pavement shoulder in conformance with this specification, the payment lines, and typical sections shown on the plans or as specified by the Engineer.

302-2 Materials .

302-2.01 General.

A.The Contractor has the following options in furnishing a bituminous stabilized course:

1.Option A. Furnish a granular material conforming to the requirements of Option A under §302 -2.03, mixed with an asphalt emulsion conforming to §702 -3201. Requests to use any asphalt emulsion other than that specified must be approved by the Director, Geotechnical Engineering Bureau. The written request must state the type of asphalt emulsion for the proposed use and be accompanied by a sample (one quart minimum) of such. The Geotechnical Engineering Bureau wil l require at least fourteen days to act upon the request, after receipt of the request and the sample.

2.Option B. Furnish a 3/4, 1 or 1 1/2 inch asphalt, mixed and placed in conformance with the Materials and Construction Details specified in Section 40 4, Asphalt Pavements, except as modified herein.

3.Option C. Furnish a granular material conforming to the requirements of Option C under §302 -2.03, mixed with the appropriate P.G. Binder specified in the contract and placed in accordance with the requirements of Section 40 4 except as modified herein. The amount of P.G. Binder for this option will be as ordered by the Engineer, but shall range between 6 and 8 percent by weight. Unless otherwise indicated by a Special Note in the Proposal , this option will be permitted only in Nassau and Suffolk Counties.

B.Before any Bituminous Stabilized Course is prepared, the Contractor shall take one of the following two actions:

1.Notify the Engineer in writing as to which option is selected to furnish material under. Only this option will then apply for the entire project unless written approval is received from the Engineer.

2.Submit to the Engineer for approval, a plan of the project delineating the areas where each option will apply. Exceptions to the approved plan during the course of the work shall be subject to advance written approval by the Engineer.

Source: New York Standard Specifications, 2024 Edition. Pages 4–121 of 1,264.

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210 REMOVAL AND DISPOSAL OF ASBESTOS -CONTAINING

302 BITUMINOUS STABILIZED COURSE