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.
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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
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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
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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
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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
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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
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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.
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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
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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.
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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.)
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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.
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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
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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.
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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 .
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 scena rio 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.
204-4 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
211-3 01
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:
211-3 01
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
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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.
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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.
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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.
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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:
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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
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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
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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.
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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
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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
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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)
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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:
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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.
302-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 302-2.02 Tests and Control Methods. Materials tests and quality control methods pertaining to the work of this Section will be performed in conformance with the procedures contained in the appropriate Department publications which are current on the date of advertisement for bids. These publications are availab le upon request to the Regional Director or the Director, Geotechnical Engineering Bureau.
302-2.03 Granular Material Requirements for Options A and C. All borrow sources of granular
materials for Options A and C shall be managed in accordance with the applicable provisions of Section 203, Borrow .
A.Gradation Requirements. The material for Options A and C shall conform to Table 302 -1.
B.Soundness. Granular materials will be accepted on the basis of a Magnesium Sulfate Soundness Loss after 4 cycles of 20 percent or less, unless other values are specified by a Special Note in the Proposal . TABLE 302 -1 GRADATION OF OPTIONS A & C, % PASSING BY WEIGHT Sieve Option 2 in 1 in 1/2 in 1/4 in # 10 # 40 # 100 # 200 A 100 30-65 5-40 0-10 C 100 85-100 65-85 55-75 20-40 5-18 4-12
C.Plasticity Index. The plasticity index shall not exceed 5.0 for the granular material unless otherwise stated in the Proposal by a Special Note.
302-3 Construction Details .
302-3.01 Weather Limitations for Option A. This work will not be permitted on a subbase or subgrade
containing frost, nor when the temperature of the surface on which the mixture is to be placed is below 45°F . All material placed under this section during any calendar year shall be mixed after March 1 of that year. No material shall be placed from the last Saturday of September to May 15, except with written permission of and under such special limitations and conditions as may be imposed by the Deputy Chief Engineer (Tec hnical Services).
302-3.02 Equipment for Mixing Option A. All equipment for this work shall be subject to approval of
the Engineer at all times. No work under this section will be permitted until all equipment and the processing facilities are established, inspected and approved. Mixing shall be done with a rotating paddle shaft pugmill, providing suitable pressure -kneading action in mixing. Mixing by blading, shoveling and/or scooping will not be permitted. The materials shall be mixed either at a central twin shaft pugmill mixing plant by the plant mix method, or on the roadbed (or some other area approved by the Engineer) by a traveling twin shaft pugmill, whichever equipment the Contractor elects to use. The mixer shall be either a continuous or a batch type pugmill, designed to accurately proportion either by volume or by weight, so that when the granular material and bituminous material are incorporated in the mix, a thorough and uniform coating of the granu lar material will result. The pugmill mixer shall be provided with weighing, volumetric or other gauging equipment which shall be capable of providing accurate control at all times of the amount of granular material entering the mixer per time interval. Th e mixer shall be equipped to mechanically interlock the bituminous feed with the granular material feed, such that uniformity of the mixture is assured at all times. A water pump with meter shall be available to add water to the granular material, just pri or to the addition of the bituminous material. The mixer shall be equipped with a positive displacement meter for totalizing the quantity of
302-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 bituminous material applied to the mixing chamber. A by -pass valve shall be placed on the bituminous line between the positive displacement meter and the spray bar in the pugmill to permit determination of the accuracy of the positive displacement meter. T he Contractor shall furnish a clean 55 gallon drum having one end completely open, and a length of flexible hose to permit filling from the by -pass valve on the bituminous line. Traveling pugmill mixing equipment shall not be operated at speeds greater than those recommended by the manufacturer for the depth of treatment and quantity of material used. Where the materials are mixed at a central twin shaft pugmill mixing plant, the pugmill mixing chamber shall extend at least 4 feet beyond the last point where the granular material, binder, and water are fed into the mixer, so that all materials will be completely and thoroughly mixed in the pugmill for a distance of at least 4 feet . The pugmill paddles shall be of a type adjustable for angular position on the shaft, and shall be reversible to allow retardation of the flow of the mixer, in order to control the mixing time. A dam or baffle, if approved in writing by the Director, Geotechnical Engineering Bureau may be used for the purpose of retarding flow. A mechanically operated discharge hopper of at least 1 cubic yard capacity shall be provided. Sufficient clearance for a ten wheel dump truck shall be provided beneath the discharge hopper to permit calibration.
302-3.03 Stockpiling and Sampling for Option A. Before mixing with the bituminous material, the
granular material shall be stockpiled, sampled and tested for approval as stipulated in §302 -2.02.
302-3.04 Mixing for Option A. The proportion of bituminous material that shall be mixed with the
granular material will range between 16 and 19 gallons per cubic yard , loose (uncompacted) measure. The actual proportion within this range, however, shall not be less than that determined by the Geotechnical Engineering Bureau and specified by the Engineer after the stockpiled granular material is sampled and tested. In com puting the rate of application, the loose measure volume shall be determined by level filling a truck, having a minimum capacity of 8 cubic yards , with granular material. No mixing will be allowed until the temperatu re of the granular material is 45°F or higher. The moisture content of the granular material, based on the material passing 3/4 inch sieve, just prior to the addition of the bituminous material, shall be in the range of 4 to 8 percent. The acceptable moisture content within this range shall be determined by the Engineer. All granular material removed from stockpiles for introduction into continuous twin shaft or traveling twin shaft pugmill mixers shall be by side excavation for the full height of the stockpile unless otherwise approved in writing by the Director, Geotechn ical Engineering Bureau. If mixed in a traveling plant, the method of transporting and introducing granular material from approved stockpiles into the mixer shall be as approved by the Engineer. The application temperature of the bituminous material shall be designated by the Engineer and be within the range of 130°F to 170°F. After the granular material and bituminous material have been introduced into the pugmill, the mixing shall continue for a length of time necessary to uniformly coat the particles and to obtain a homogeneous mixture. The discharge gates in a central plant shall not remain open during production of the stabilized mixture and shall only be opened in order to empty the hopper after the hopper becomes full. The discharged mixture may be immediately transported directly to the grade or stockpiles for later use. The material shall be transported to the stockpile by dump truck haul. If the Contractor wishes to utilize a method other than dump truck haul to construct stockpiles, a request shall be submitted to the Director, Geotechnical Engineering Bureau. The reque st shall include the proposed method and type of equipment to be used. Approval, if granted, will be based on the opinion of the Director, Geotechnical Engineering Bureau as to the capabilities of the proposal to provide a stockpile of uniformly mixed, uncontaminated material. If granted, such a waiver will remain in force on ly so long as all conditions for which the waiver is granted remain unchanged and a satisfactory material results.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2
302-3.05 Transporting, Spreading, Compacting and Finishing of Option A. If a central mixing plant
is used, the mixture shall be transported from the mixing plant or stockpiles to the point of use in pneumatic tired vehicles, having tight bodies previously cleaned of all other materials. Approved mechanical spreading equipmen t shall be used for placing. The mixture shall be spread in a thickness sufficient to produce the final compacted thickness shown on the plans. The maximum compacted thickness of any layer shall not exceed 4 inches . After spreading, the mixture shall not be compacted until properly cured. Adequate curing shall be the responsibility of the Contractor, who shall take into account all factors, including weather and time of the year. Material that cannot be properly and a dequately compacted to a stable condition shall be removed and replaced at no expense to the State. Compaction of the course shall be in accordance with the applicable provisions of §40 4-3.07, Compaction. Successive layers shall not be placed until the underlying layer has been satisfactorily compacted and approved by the Engineer.
302-3.06 Traffic. The movement of highway traffic and construction equipment over this course may be
permitted at locations designated by and in a manner under such restrictions as are ordered by the Engineer. Any damage occurring to the course as a result of traffic shal l be repaired at no expense to the State as ordered by the Engineer.
302-3.07 Care of Adjoining Pavement. Where this course constitutes a base course for a shoulder, the
Contractor shall organize the work and conduct the various operations so as to keep the surface of the adjacent pavement clean at all times, or shall bear the full expense of cleaning the pa vement as ordered by the Engineer.
302-3.08 Tolerance. Where used as a base course supporting other pavement courses, the final surface
elevation of this course shall not vary more than 1/4 inch above or below the design grade elevation at any location. Where used as a shoulder base course, the surface elevation of this course shall not vary more than 1/4 inch above or below, true grade at any location.
302-3.09 Maintenance. The Contractor shall be required to maintain the bituminous stabilized course in
good condition and in a manner satisfactory to the Engineer from the time work is begun until all work has been completed and accepted. Maintenance by the Contractor shall i nclude immediate repairs of any defects, regardless of cause, that may occur.
302-3.10 Repairs. Repairs to the bituminous stabilized course shall be made in a manner that will assure
restoration of a uniform surface and durability of the part repaired. A stabilized course that is either faulty, damaged or with low areas shall be repaired by replacing the stabilized course material to the full depth of treatment. When the extent of damage is essentially at the surface of the course and where the areas are low, the Contractor may elect to repair the course with a surface application of an approved, suitable, top course bituminous concrete mix, in lieu of a full depth material replacement.
302-4 METHOD OF MEASUREMENT. The quantity of Bituminous Stabilized Course to be measured
for payment, will be the number of cubic yards of compacted material computed from the payment lines shown on the plans, the specifications, or as ordered by the Engineer.
302-5 BASIS OF PAYMENT. The unit price bid per cubic yard shall include the cost of furnishing all
labor, materials and equipment, including bituminous material and water necessary to complete the work. Any work by the Contractor required for the maintenance or repair of bituminous stabilized course prior to acceptance of the contract, shall be done at the Contractor's expense.
304-1 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 302.01 Bituminous Stabilized Course Cubic Yard SECTION 303 (VACANT) SECTION 304 - SUBBASE COURSE
304-1 Description .
304-1.01 General. The work consists of furnishing, placing and compacting a subbase course of the
specified type in conformity with the lines, grades, thicknesses and typical sections shown in the contract documents.
304-1.02 Optional Type. When the Optional Type subbase item is specified, select any of the four (4)
options as follows:
A.Option A. Subbase construction consisting of two (2) separate layers of Type 4 and Type 3 Subbase Course.
B.Option B. Subbase construction consisting of a single layer of Type 1 Subbase Course.
C.Option C. Subbase construction consisting of a single layer of Type 2 Subbase Course.
D.Option D. Subbase construction consisting of a single layer of Type 4 Subbase Course.
304-1.03 Definitions. Deleterious: Any material that does not consist of concrete, asphalt, glass, brick,
stone, sand, gravel, blast furnace slag, or other materials deemed acceptable, when these materials are used in subbase in conformance with the specification requirements, OR any material which will adversely affect the performance of the product either during handling, during construction, or in its final application.
304-2 MATERIALS. Provide subbase material meeting the requirements of §733 -04 Subbase Course.
Provide a subbase material meeting the specification requirements and is within the Contractor’s capabilities to place and fine grade to the required tolerances. Should the subbase course become unstable at any time prior to the placement of the overlying course, correct the unstable condition at no additional cost to the State. Perform any required modification prior to placing the material on the grade. RAP will not be allowed as an acceptable alternate to Types 1, 3 and 4 at intersection locations or in areas with a high percentage of truck traffic as shown in the contract documents, unless Portland Cement Concrete pavement is to be installed as part of the pavement structure. A high percentage of trucks is defined to be 10% or more. For interstates and other freeways, a DDHV of 250 vph is used to indicate a high percentage of trucks.
304-3 Construction Details .
304-3.01 General. Notify the Engineer in writing of which placement option, material option (if
applicable) and/or material type is proposed for use, at least 14 calendar days prior to performing the work. If it is proposed that more than one option or type is to be used, s ubmit a plan to the Engineer describing where each option or type is proposed for use. This plan must be approved by the Engineer prior to incorporating it into the project. The State reserves the right to disapprove the use of more than
304-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 one option on a project. Use uniform subbase types and materials within the limits of the roadbed as defined in §101 -02 Definition of Terms .
A.Winter Earthwork. For Contractors choosing to proceed with earthwork construction operations requiring soil compaction from November 1st thru April 1st, provide the Engineer with a Winter Earthwork submittal, with a copy to the Regional Geotechnical Engineer, in accordance with §203 - 3.01 A. Winter Earthwork Submittal . In all work incorporated into the final product, the Contractor shall not place material that is frozen, or place fill material on frozen ground. Winter earthwork restrictions for subbase material are such that construction operations may only proceed if the air temperature, ground temperature, and material temperature is above 32° F. Therefore, the Winter Earthwork submittal shall provide details o f how standard subbase material will be placed utilizing the modified methods and procedures to adjust for the weather influence on the compaction operations.
304-3.02 Placement .
A.Place the upper course material on the grade in a manner to minimize segregation, using equipment and procedures approved by the Engineer. Do not perform uncontrolled spreading from piles dumped on the grade.
B.The maximum compacted layer thickness shall be as shown in the contract documents. In confined areas, the maximum compacted layer thickness is 6 in. The minimum loose lift thickness is 1.5 times the maximum particle size.
C.Place Type 1 with a minimum compacted layer thickness of 6 in.
D.Do not place Type 3 material within 4 in. of the bottom of a pavement course
E.Do not place materials blended with glass in contact with synthetic liners, geogrids, geotextiles or other geosynthetics. Ensure that glass incorporated into subbase is thoroughly mixed so that glass constitutes no more than 30 percent by weight anywhere i n the subbase. When placing material under Option A, place and compact each material in a separate lift.
304-3.03 Compaction. When the moisture content is within the limits for proper compaction, compact
the material in accordance with the requirements of §203 -3.03 C. Compaction . Density tests are not required for the acceptance of these courses. If a subbase course is disturbed by frost action prior to paving, re -compact the subbase.
304-3.04 Traffic and Contamination. The movement of highway traffic over the final surface of the
subbase may be permitted at locations designated by, and under such restrictions as shown in the contract documents, provided such movements take place prior to the final finishing of this cours e to the specified tolerance. Do not allow highway traffic to move over subbase containing glass. The movement of construction equipment on this course may be permitted at locations designated by and under such restrictions as ordered by the Engineer. At l ocations where permission is granted for such movement, place and maintain the temporary surface of the course, upon which the construction traffic is running, at least 2 in. above the final surface of the course. Just prior to paving and after all constru ction traffic not required for the removal has ceased, remove the 2 in. protective layer, and prepare and compact the exposed surface of the course to the specified tolerance. No payment will be made for furnishing, placing, maintaining, removing and disposing of the 2 in. thick protective layer. Include the cost thereof in the price bid for Subbase Course.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 If the subbase is damaged or mixed with the subgrade or any other material due to the Contractor’s operation, remove such material and replace it with the appropriate subbase material at no additional cost to the State.
304-3.05 Tolerance. Place Types 1, 2 or 4 so that after compaction the top surface of the course does not
extend more than ¼ in. above nor more than ¼ in. below true grade for the course at any location. Place Type 3 course so that the finished surface does not extend above t he true grade and surface for this course at any location.
304-4 Method of Measurement .
304-4.01 Subbase Course. The quantity is the number of cubic yards of material, computed from
payment lines shown in the contract documents.
304-5 Basis of Payment .
304-5.01 Subbase Course. The unit price bid for this work includes the cost of furnishing all labor,
material and equipment necessary to complete the work. Include the cost of adding water in the price bid unless the item for applying water is included in the contract. No direct p ayment will be made for losses of material resulting from compaction, foundation settlement, erosion, or any other cause. No deductions will be made for the volumes occupied by manholes, catch basins and other such objects. No additional payment will be made for the protective layer, as stated in 304 -3.04. Progress payments will be made after the subbase course has been properly placed and compacted. Payment will be made at the unit price bid for 75% of the quantity. The balance of the quantity will be paid for after the final finishing to the required toler ance and just prior to the placing of the next course. Payment will be made under: Item No. Item Pay Unit 304.11 Subbase Course, Type 1 Cubic Yards 304.12 Subbase Course, Type 2 Cubic Yards 304.13 Subbase Course, Type 3 Cubic Yards 304.14 Subbase Course, Type 4 Cubic Yards 304.15 Subbase Course, Optional Type Cubic Yards SECTIONS 305 AND 306 (VACANT) SECTION 307 - HYDRATED LIME STABILIZED SUBGRADE
307-1 DESCRIPTION. Hydrated lime stabilized subgrade shall consist of the in -place subgrade soil
mixed uniformly with hydrated lime and moistened, compacted and cured in accordance with these specifications, the plans and as specified by the Engineer.
307-2 Materials .
307-2.01 Lime Stabilization. Materials for lime stabilization shall meet the requirements of the
following: Water 712-01 Hydrated Lime 712-04
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Hydrated lime which has slaked prior to mixing, for any reason, shall not be incorporated in the work.
307-2.02 Surface Treatment. When a surface treatment is required to protect the completed lime
stabilized course as specified in §307 -3.11, the materials for surface treatment shall meet the following requirements: Asphalt Emulsion - (RS-2) 702-3101 Coarse Aggregate - 1A size 703-02
307-3 Construction Details .
307-3.01 Equipment. No work will be permitted until all necessary equipment is on hand, inspected and
approved by the Engineer.
A.Scarifiers. A grader -scarifier, heavy disc harrow, heavy plow or rotary pulverizing mixer shall be used for the initial scarification of the soil. The equipment shall be capable of scarifying the soil to the full depth of stabilized treatment.
B.Mixers. A rotary pulverizing mixer or heavy plow shall be used for all mixing of the hydrated lime with the subgrade soil. The use of a heavy plow will be permitted only if the rotary pulverizing mixer is not capable of adequately mixing the lime -soil mixture to the full depth of treatment. Rotary mixers shall be equivalent to the Seaman Duo -Stabilizer Model DS730 or the Brothers Master Mixer Model LSPRM84A.
C.Lime Spreaders. Spreading equipment shall be capable of uniformly distributing the lime without excess loss and at a specified rate.
D.Compactors. Compaction equipment shall be selected as specified in Section 203, Compaction .
E.Shaping. Shaping of the stabilized course shall be accomplished with a motor -grader or equivalent equipment capable of shaping the surface to the required tolerances specified.
F.Finish Rolling. A smooth steel wheel tandem roller weighing between 8 to 10 tons shall be used for the finish rolling.
G.Water Equipment. Water shall be added to the soil with a pressure distributor or other suitable equipment capable of uniformly distributing the required amount.
307-3.02 Weather Limitations. Lime stabilization of the subgrade shall not be done when the subgrade
temperature is below 40°F , nor in the period from October 15 to May 15, except by written permission of and under such special limitations as set forth by the Deputy Chief Engineer (Technical Services). The hydrated lime shall not be mixed with frozen subgrade soil or when the sub grade contains frost. Lime shall not be applied when wind conditions, as determined by the Engineer, are such that blowing lime becomes objectionable or hazar dous to traffic, workers, and adjacent property owners.
307-3.03 Protection and Safety. Before lime is spread, the Contractor shall take necessary precautions
and provide necessary equipment to protect all personnel and adjacent properties from lime dust created by the lime application and mixing operations. Safety goggles and lightweight f ilter masks shall be provided by the Contractor to all working personnel and shall be worn at all times during these operations.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 307-3.04 Preparation of Foundation. Prior to the addition of any lime to the subgrade, the area to be stabilized shall be graded and shaped in close conformity to the typical sections, lines and grades as shown on the plans or as specified by the Engineer. Where the depth of lime stabiliza tion exceeds 6 inches , the subgrade soil in excess of the 6 inches depth shall be removed, placed in windrows and processed as an additional lift.
307-3.05 Scarifying. The subgrade soil shall be scarified 6 inches deep to the width required for
stabilization. The scarified material shall be partially pulverized by making one pass through the area with a pulverizing rotary mixer. The pulverizing portion of the scarifying operation may be deleted in some areas, where , as determined by the Engineer, the subgrade soils are excessively wet and sticky so that pulverizing with a rotary mixer is impractical.
307-3.06 Application of Lime. The hydrated lime shall be applied to the scarified material by an
approved method and at the rate stipulated in the plans or as specified by the Engineer. A lime slurry, applied by an approved method and suitable equipment, will be permitted. Spreading equipment shall uniformly distribute the lime without excess loss. No equipment except that used for spreading and mixing shall be permitted to pass over the spread lime until it is mixed. The Engineer may require the spread l ime to be sprinkled with water to reduce dusting.
307-3.07 Primary Mixing. After the required amount of lime has been uniformly spread, it shall be
mixed into the subgrade to the full depth of treatment using a traveling rotary mixing machine or heavy plow. A minimum of three passes will be required to assure uniform incorporat ion of the hydrated lime. Water shall be added at the rate of up to 500 gallons/ ton of lime as required for the proper consistency. The primary mixing operation shall be completed within four hours after application of the lime. At this time, all of the lime shall be thoroughly and uniformly incorporated into the subgrade to the full depth of treatment in such a manner that the result is a homogeneous, friable mixture of subgrade soil and lime, free from clods or lumps exceeding 2 inches in size. Where the required depth of stabilization exceeds 6 inches , the windrowed material in excess of the 6 inches depth shall be spread to the requ ired lift thickness and processed, by the addition of lime and primary mixing, as specified for the first layer. Each additional layer, where required, shall be processed similarly. Immediately after the primary mixing operations are completed for the full depth of treatment, the surface of the subgrade shall be shaped and lightly sealed with a pneumatic tired or smooth steel wheel roller. The surface shall be crowned so as to proper ly shed water if rain occurs.
307-3.08 Curing. Following primary mixing operations, the stabilized course shall be allowed to cure
for at least 24 hours plus any additional time required for the lime to properly react with the subgrade soil. Curing periods in excess of 24 hours shall be as determine d and specified by the Engineer. During the curing period, the surface of the material shall be kept moist to prevent drying and cracking, and maintained in a properly sealed and crowned condition as specified by the Engineer.
307-3.09 Secondary Mixing. Immediately after the completion of the curing period, the stabilized
course shall again be completely mixed and pulverized to the full depth of stabilization by a rotary pulverizing mixer. Secondary mixing shall continue for at least three passes or un til, as determined by the Engineer, the material is properly mixed and blended. Adjustments in water content shall be made during the secondary mixing operation to obtain the proper moisture content required for compaction.
307-3.10 Compaction, Shaping and Finishing. Compaction of the mixture shall begin immediately
after completion of the secondary mixing operations and after the proper moisture content for compaction has been obtained. Compaction shall be in accordance with the requirements of Section 203, Compaction . After compaction and shaping, the surface of the course shall be finished -rolled by a smooth steel wheel tandem roller weighing between 8 to 10 tons. The secondary mixing, compaction,
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 shaping and finishing operations shall be completed within eight hours after the start of the secondary mixing. The surface of the finished stabilized subgrade course shall not extend above design grade at any location. The thickness of the complete hydrated lime stabilized subgrade will be determined from measurements made in test holes located at random intervals not to exceed 500 feet . The measured thickness shall not deviate from that shown on the plans or specified by the Engineer, by more than plus 1 1/2 inches or minus 1 inch . Areas of hydrated lime stabilized subgrade not meeting the specified thickness requirements shall be reconstructed. The subbase course material shall be placed and compacted within two days after the lime stabilized subgrade course has been compacted, shaped and finished at that location. The surface of the treated subgrade shall be kept continuously moist up to the ti me of subbase material placement.
307-3.11 Surface Treatment Option. The Contractor may elect to defer placement of the subbase
materials up to two weeks by placing a bituminous membrane, cationic asphalt emulsion, over the treated subgrade. The bituminous membrane must be placed within two days after the stabilized subg rade has been compacted and finished. The stabilized subgrade must be kept continuously moist prior to application of the bituminous membrane. The bituminous material shall be applied at a uniform rate of 0.2 gal/sy of treated subgrade. Where traffic is to operate on the treated subgrade, the bituminous membrane shall be chipped with a uniform coating of Size 1A aggregate applied at a rate of 15 lb/ sy of treated subgrade.
307-4 Method of Measurement .
307-4.01 Hydrated Lime Stabilized Subgrade. The quantity of hydrated lime stabilized subgrade to be
paid for will be the number of cubic yards of lime stabilized subgrade computed within the payment lines shown on the plans or otherwise specified in writing by the Engineer.
307-4.02 Furnishing and Applying Hydrated Lime. The quantity of hydrated lime to be paid for will
be the number of tons of hydrated lime furnished and applied. Lime that has slaked prior to application and additional lime applied because of reduced lime content resulting from excessive thickness of the lime stabilized layer will not be measured for payment.
307-5 Basis of Payment .
307-5.01 Hydrated Lime Stabilized Subgrade. The unit price bid per cubic yard shall include the cost
of furnishing all labor, equipment and materials necessary to complete the work, except that furnishing and applying water and hydrated lime will be paid for separately. No payment will be made for the asphalt emulsion or 1A stone chips, nor for any maintenance, repairs or reconstruction of the stabilized subgrade made before acceptance, nor for any losses of material which may result from compaction, erosion or any other causes.
307-5.02 Furnishing and Applying Hydrated Lime. The unit price bid for hydrated lime shall include
the cost of all material, labor and equipment necessary to furnish, store, handle and apply hydrated lime in accordance with these specifications. Payment will be made under: Item No. Item Pay Unit 307.01 Hydrated Lime Stabilized Subgrade Cubic Yard 307.02 Furnishing and Apply ing Hydrated Lime Ton
308-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 308 - SOIL CEMENT COURSE
308-1 DESCRIPTION. This work shall consist of furnishing and placing a course of Portland cement
stabilized soil in accordance with these specifications and in reasonably close conformance to the lines, grades, and typical sections shown on the plans or as ordered by the E ngineer.
308-2 MATERIALS. Materials used for this item shall conform to the following Sections of these
Specifications: Portland Cement, Type 2 701-01 Asphalt Emulsion (RS -2) 702-3101 Coarse Aggregate - 1A size 703-02 Water 712-01 Calcium Chloride 712-02 Soil shall be graded from coarse to fine, free of topsoil, organic matter, and substances deleterious to the normal hardening of the soil cement mixture, and shall be subject to the approval of the Engineer at all times. The soil will be sampled by the Eng ineer prior to use and submitted to the Geotechnical Engineering Bureau to determine both its suitability and the cement content to be used. Frozen soil or soil containing frost shall not be used. The soil material shall be stockpiled, sampled and tested before mixing in conformance with material tests and quality control methods contained in the appropriate Department publications which are current on the date of advertisement for bids. These publi cations are available upon request to the Regional Director or the Director, Geotechnical Engineering Bureau.
308-3 Construction Details .
308-3.01 Equipment. No work under this item will be permitted until all equipment and facilities
involved are established, inspected and approved by the Engineer. The materials shall be mixed in a central twin -shaft pugmill mixing plant or mixed on the roadbed by a traveling pugmill, whichever equipment the Contractor elects to use. Traveling pugmill mixing equipment shall not be operated at speeds greater than thos e recommended by the manufacturer for the depth of treatment and quantity of materials to be mixed. Where the materials are mixed in a central twin -shaft pugmill mixing plant, the mixing area of the pugmill shall extend at least 4 feet beyond the last point where the soil, cement, or water are fed into the mixer, so that all materials will be completely and thoroughly mixed in the pugmill for a distance of at least 4 feet . The paddles of the pugmill shall be adjustable for angular position on the shaft, and shall be reversible to retard the flow of mixture in order to control the mixing time. Where the ma terials are mixed at a central twin -shaft mixing plant, a hydraulically or mechanically operated discharge hopper of at least 1 cubic yard capacity shall be provided. Sufficient clearance for a ten -wheel dump truck shall be provided underneath the hopper. The central mixer shall be either a continuous or batch type pugmill, and shall be designed to accurately proportion the mix either by volume or by weight. The pugmill mixer shall be provided with weighing, volumetric or other gauging equipment, which shal l be capable of providing accurate control at all times of the amounts of soil and cement entering the mixer per time interval. The mixer shall be equipped with a method of mechanically interlocking the cement feed with the soil feed so that uniformity of the mixture will be assured at all times. A water pump and meter arrangement shall be available for addition of water to the soil and cement. The water supply line shall have a 90° T connection with a valve immediately downstream of the flow meter for cali bration purposes. The meter shall be calibrated at least once a year under the direction of Department personnel.
308-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 A smooth steel wheel roller and a self -propelled pneumatic tired or self -propelled vibratory compactor shall be used for compaction. The minimum number of passes shall be determined by the Engineer, after field tests, and shall be such as to produce the sp ecified minimum density for the full depth of the course. Cleated or tracked equipment will not be permitted on the soil cement course. In areas inaccessible to pneumatic tired compactors, or where maneuvering space is limited, impact rammers and/or vibrat ory equipment may be used provided the required density is obtained. Equipment suitable for storing, handling, weighing, measuring, proportioning, controlling and applying or spreading the cement shall be used. Equipment suitable for accurately metering, controlling and applying the water shall be used. If a pugmill mixer is used, all necessary water for mixing shall be added in the pugmill. If a rotary mixer is permitted and used, water for mixing shall be added through a spray bar in the mixing chamber.
308-3.02 Weather Limitations. Soil Cement Course shall not be placed between October 15 and May
15 nor when the a ir temperature in the shade is 40°F or lower. Soil cement course shall not be placed upon a frozen surface.
308-3.03 Preparation of Foundation. Before soil cement operations are begun, the area upon which the
soil cement course is to be placed shall be graded, shaped, and compacted as required in conformance with the grades, lines, thicknesses and typical sections shown on the plans or as ordere d by the Engineer. The subgrade and any preceding course shall be compact and suitable to support the construction and compaction equipment without settlement or displacement. Soft or yielding subgrade shall be corrected and made stable before the soil cement course is place d.
308-3.04 Application of Calcium Chloride and Cement. Where required by a Special Note in the
Proposal , the specified quantity of calcium chloride ordered by the Engineer in flake form shall be uniformly added to the soil before adding the cement. Portland cement, in the amount ordered by the Engineer, shall be added uniformly to the soil material. The amount of cement ordered by the Engineer will range generally between 8 percent and 10 percent by weight. The percentage of moisture in the soil, at the time of cement application, shall not exceed the quantity that will permit a uniform mixture of soil and cement during mixing operations and shall not exceed the optimum moisture content for the soil cement mi xture, as determined by the Engineer. Where a traveling pugmill mixer is used, cement that has been displaced or removed from the windrow regardless of cause, shall be replaced before mixing is started, at the Contractor's expense.
308-3.05 Mixing and Spreading. Immediately prior to mixing, the soil shall have a minimum
temperature of 40°F . After the cement has been applied to the soil, it shall be immediately mixed with the soil. Mixing shall continue until the cement has been thoroughly blended with the soil to prevent the formation of cement balls when the water is applied. Immediately a fter the soil and cement have been thoroughly mixed, the full amount of water shall be applied uniformly and mixing shall be continued until an intimate an d homogeneous blend of soil, cement and water has been obtained. When water application and mixing have been completed, the percentage of moisture in the mixture based on oven -dry weights, shall not be below, nor more than 2 percent above, the specified optimum moisture content determined by the Engineer. In order to minimize segregation of the mix, the discharge gates shall be kept closed until the hopper is filled to at least one -half of its capacity. After the hopper is emptied, the gates shall be closed until the hopper is refilled. The material shall then be disc harged into clean trucks and transported directly to the grade. The soil cement shall be spread on an accepted subgrade or preceding course immediately after mixing. If mixed in a central plant, approved mechanical spreading equipment shall be used and not more
308-3 06
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 than 30 minutes shall elapse between the time of mixing the cement and the start of the compaction operation. In case of rain between the time of adding cement and final finishing, the Engineer shall be the sole judge of what areas involved are satisfactory and what areas are not acceptable. Areas not acceptable to the Engineer shall be removed to the full depth o f the soil cement course and properly replaced at the Contractor's expense for all labor, materials and equipment involved.
308-3.06 Compaction. Prior to the beginning of compaction, the mixture shall be in a loose condition
for its full depth on the subbase course. As an immediate continuation of mixing operations, and after an initial breakdown pass with a smooth steel wheel roller, the loose mixture then shall be uniform ly compacted, by a self -propelled pneumatic tired or self propelled vibratory compactor, to the specified density. All areas and portions of this course shall be thoroughly and uniformly compacted for the full thickness of the course to a minimum dry densi ty of 95 percent of the maximum density. During compaction, water shall be applied to the surface as determined and ordered by the Engineer, to maintain the optimum moisture content.
308-3.07 Finishing. During the compaction operations, shaping will be required to obtain the required
surface and cross -section. During shaping operations it may be necessary to lightly scarify and broom - drag the surface in order to remove ridges or depressions in excess of the permitted tolerance. The resulting surface shall then be rolled with a smooth steel wheel roller, weighing not less than 10 tons , or pneumatic tire rollers, or both. The final rolling shall be done by a smooth steel wheel roller. Several applications of water may be required to keep the surface at the proper moisture content, as ordered by the Engineer, during the finishing operation. Water shall be applied by the pressure spray bar method. Compaction and finishing shall be done in such a manner as to produce, in not longer than 2 1/2 hours after completion of mixing, a smooth, dense surface, free of surface compaction planes, cracks, ridges or loose material. Immediately after rolling, the surface of the course shall be tested for trueness, transversely and longitudinally. The finished surface of the course shall not extend above, nor be greater than 1/2 inch below, true grade and surface at any location. Surface finishing shall be completed in daylight hours. Any portion of this course which has a density less than that specified shall be corrected or removed and replaced to its full depth to meet these specifications, at the Contractor's expense.
308-3.08 Construction Joints. At the end of each day's construction, a straight transverse and/or
longitudinal construction joint shall be formed by cutting back into the completed work to form a true vertical face, which shall be properly maintained until the abutting section is com pleted.
308-3.09 Curing and Surface Treatment. After the soil cement course has been finished as specified
herein, it shall be continually protected against drying by the application of water, until the bituminous seal is applied. At least 48 hours shall elapse between the completion of the finishing operations and the application of the bituminous seal. At the time the bituminous seal is applied, the soil cement surface shall be dense, free of all loose and extraneous material, and shall contain sufficient moisture to prevent penetration of the bituminous material. Water shall be applied in sufficient qua ntity to fill the surface voids of the soil cement immediately before the bituminous seal is applied. The bituminous seal shall be uniformly applied to the surface of the completed soil cement at the rate of approximately 0.15 to 0.30 gal/sy with approved heating and distributing equipment. The exact rate and temperature of application to give complete coverage without excessive run -off will be as determined and ordered by the Engineer. No traffic, nor placement of an overlying course, will be permitted ove r the soil cement course within 5 days from the application of the bituminous seal. Where this course is utilized for maintaining traffic, the application of the bituminous material shall be immediately followed by the application of approved cover aggreg ate of
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1A size at the rate of 20 to 30 lb/sy . The aggregate will be broomed and rolled as ordered by the Engineer. When the air temperature may be expected to reach the freezing point, sufficient protection from freezing shall be given the soil cement for 7 days after its construction and until it has hardened to the satisfaction of the Engineer.
308-3.10 Traffic. No traffic or hauling equipment other than that necessary for sealing, chipping or for
placing the next course will be permitted over this course, unless specifically permitted by a Special Note in the Proposal .
308-3.11 Maintenance. The Contractor shall be required, within the limits of the contract, to maintain
the soil cement in good condition and in a manner satisfactory to the Engineer from the time he first starts work until all work has been completed and accepted. Maintenance by the Contractor shall include immediate repairs of any defects, regardl ess of cause, that may occur. This work shall be done by the Contractor at its own expense, and repeated as often as may be necessary to keep the course continuously intact. Repairs are to be made in a manner to insure restoration of a uniform surface and durability of the part repaired. Faulty and damaged work, regardless of cause, shall be replaced for the full depth of the course by the Contractor at its own expense. Any low areas, regardless of cause, shall be remedied by replacing the material for the full depth of the course and not by adding a thin layer of soil cement to the completed work.
308-4 METHOD OF MEASUREMENT. The quantity to be paid for under this item will be the
number of cubic yards of material computed within the payment lines shown on the plans or otherwise ordered in writing by the Engineer, and completed in accordance with the plans and specifications. The thickness of the surface treatment will not be included in the volume meas ured for payment.
308-5 BASIS OF PAYMENT. The unit bid price per cubic yard for this item will include the cost of
furnishing all labor, equipment and materials necessary to complete the work, except that furnishing Portland cement, calcium chloride (where required), bituminous material, water equipment and applying water, will b e paid for separately under their respective items. No direct payment will be made for any maintenance, repairs and replacements made before acceptance, nor for any losses of material which may result from shrinkage, compaction, foundation settlement, waste, overflow, erosion, leakage or any other causes: t he cost of such will be included in the price bid for this item. Payment will be made under: Item No. Item Pay Unit 308.01 Soil Cement Course Cubic Yard SECTIONS 309 THRU 399 (VACANT)
401-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Section 400 ASPHALT MIXTURE AND PAVEMENT SECTION 401 - PLANT PRODUCTION (Last Revised January , 2023)
401-1 DESCRIPTION. The contractor is responsible for Quality Control (QC). QC is defined as all
activities required to produce asphalt mixture that meets all specification requirements. The contractor shall incorporate a Quality Control system for all plant production of asphalt mixture and assume responsibilities for all QC activities at the production facilities. The contractor shall produce the asphalt mixture according to the specifications herein and provide production documentation. Quality Adjustment Factors (QAFs) will be used to assess asphalt mixture production quality and these factors will be applied to calculate a quality payment adjustment. The Department is responsible for Quality Assurance (QA). QA is defined as all activities performed by the Department to assure that asphalt mixture production meets the specification requirements. The Department will determine quality payment adjustments for each day’s production using a daily QAF obtained from the calculations of the average absolute values for volumetric and non -volumetric mixes in accordance with Materials Procedure (MP) 401, Quality Control and Quality Assurance Procedures for Quality Control Asphalt Mixture Production. The daily QAFs measure production variation from the mean of the specification limits.
401-2 MATERIALS. The provisions of §40 4-4, Materials , apply and are as modified herein. Produce
asphalt mixture in accordance with the requirements outlined in this specification, including all applicable Test Methods and Materials Procedures. Asphalt mixture designs must be accepted by the Department prior to any asphalt production. The Department reserves the right to suspend any mixture design when the mixture produces unacceptable paving results or exhibits properties that will affect the anticipated pavement performance.
401-2.01 Asphalt Mixture Designs. Formulate and submit an asphalt mixture design to the Regional
Materials Engineer (RME) that satisfies all design criteria outlined in MM 5.16, Asphalt Mixture Design and Mixture Verification Procedures . When the submitted asphalt mixture design is assigned verification status, the design must be verified during production. Notify the RME at least 24 hours prior to the start of verification status production. When producing under verification status, make necessary adjustm ents to control the process. Apply daily QAFs to both verification and production status mix designs. Mixtures produced under verification status are allowed for use on State projects. For any asphalt permeable base and shim mixtures required by the contract documents, formulate and submit to the RME a job mix formula that satisfies the General Limits imposed by Table 401 -1, Composition of Asphalt Mixtures .
401-2.02 Aggregates. Aggregate must be from a source approved by the Department. Use fine aggregate
that consists of materials conforming to the requirements of §703 -01, Fine Aggregate . In addition, fine aggregate may consist of screenings, free from deleterious materials and manufactured from sources of stone, gravel, or slag meeting the requirements of §703 -02, Coarse Aggregate .
401-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Use coarse aggregate that consists either of crushed stone, crushed gravel, or crushed slag conforming to the requirements of §703 -02, Coarse Aggregate and MM 5.16. Use slag aggregate on State projects only when an alternate pay item which takes the mix yield differential into account is included on the plans or in the itemized proposal. When coarse aggregates for the mixture are from more than one source or of more than one type of material, proportion and blend them to provide a uniform mixture. TABLE 401 -1 COMPOSITION OF ASPHALT MIXTURES Mixture Requirements Permeable Base Shim Type 2 Type 5 Screen Sizes General Limits % Passing1 Job Mix Tolerance % General Limits % Passing1 Job Mix Tolerance % 2 in 100 --- --- --- 1½ in 75 – 100 ±7 --- --- 1 in 55 – 80 ±8 --- --- ½ in 23 – 42 ±7 --- --- ¼ in 5 – 20 ±6 100 --- 1/8 in 2 – 15 ±4 80 – 100 ±6 No. 20 --- --- 32 – 72 ±7 No. 40 --- --- 18 – 52 ±7 No. 80 --- --- 7 – 26 ±4 No. 200 --- --- 2 – 12 ±2 Asphalt Content, %2,3 2.5 – 4.5 NA 7.0 – 9.5 NA Mixing and Compaction Temperature Range ºF 225 – 300 250 – 325 NOTES: 1.All aggregate percentages are based on the total weight of the aggregates. 2.The asphalt content is based on the total weight of the mix. When using slag aggregates in the mix, the asphalt content shall be increased accordingly, a minimum of 25 percent for an all slag mix. 3.Use the PG binder listed in the proposal or as designated by the Regional Materials Engineer following the guidance specified in the Comprehensive Pavement Design Manual, Chapter 6, Section 6.2.5 – Performance Graded Binder Selection .
A.Coarse Aggregate Type F1 Conditions. Use one of the following types of coarse aggregate.
1.Sandstone, granite, chert, traprock, ore tailings, slag or other similar noncarbonated materials.
2.Gravel, or a natural or manufactured blend of the following types of materials: limestone, dolomite, gravel, sandstone, granite, chert, traprock, ore tailings, slag or other similar materials, meeting the following requirements:
401-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. 12.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 30.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 90.0% of plus 3/8 inch particles must be non -carbonate.
b.9.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 30.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 90.0% of plus No. 4 particles must be non -carbonate.
c.6.3 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus No. 8 particles must comprise a minimum of 30.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 90.0% of plus No. 4 particles must be non -carbonate.
B.Coarse Aggregate Type F2 Conditions. Use one of the following types of coarse aggregate.
1.Limestone, dolomite, or a blend of the two having an acid -insoluble residue content of not less than 20.0%.
2.Sandstone, granite, chert, traprock, ore tailings, slag or other similar noncarbonate materials.
3.Gravel, or a natural or manufactured blend of the following types of materials: limestone, dolomite, gravel, sandstone, granite, chert, traprock, ore tailings, slag or other similar materials, meeting the following requirements:
a.12.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% o f plus 3/8 inch particles must be noncarbonate.
b.9.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% of plus No. 4 particles must be noncarbonate.
c.6.3 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus No. 8 particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% of plu s No. 4 particles must be non -carbonate.
C.Coarse Aggregate Type F3 Conditions. Use one of the following types of coarse aggregate.
1.Limestone or a blend of limestone and dolomite having an acid -insoluble residue content of not less than 20.0%.
2.Dolomite.
3.Sandstone, granite, chert, traprock, ore tailings, slag or other similar noncarbonate materials.
401-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Gravel, or a natural or manufactured blend of the following types of materials: limestone, dolomite, gravel, sandstone, granite, chert, traprock, ore tailings, slag or other similar materials, meeting the following requirements:
a.12.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% o f plus 3/8 inch particles must be noncarbonate.
b.9.5 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus 1/8 inch particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% of plus No. 4 particles must be noncarbonate.
c.6.3 Nominal Maximum Size Aggregate Mixes. Noncarbonate plus No. 8 particles must comprise a minimum of 10.0% of the total aggregate (by weight with adjustments to equivalent volumes for materials of different specific gravities). A minimum of 20.0% of plu s No. 4 particles must be non -carbonate.
D.Coarse Aggregate Type F9 Conditions. Use coarse aggregate meeting the requirements of §703 - 02, Coarse Aggregate .
401-2.03 Mineral Filler. Use m ineral filler conforming to the requirements of §703 -08, Mineral Filler .
401-2.04 Performance -Graded Binder. Use the Performance -Graded Binder (PG Binder) in the
production of these mixtures that meets Section 702 – Bituminous Materials . Initial acceptance of the PG Binder is based on the primary source appearing on the Department’s Approved List for Bituminous Material Primary Sources, A. Performance -Graded Binders for Paving. Acceptance of the PG Binder is contingent upon satisfactory t est results from samples taken, as required by the Department’s procedural directives, at the location where the material is incorporated into the work. A primary source is defined as a firm that samples, tests, and certifies by Production Lot that the PG Binder is in conformance with the specifications. The procedural directives for sampling, testing, and certifying the PG Binder, and for achieving and maintaining approved list status, are available from the Materials Bureau. The temperature of PG Binder delivered to the Asphalt Mixture Production Facility shall not exceed 350°F, unless the PG Binder supplier recommends it.
401-2.05 Reclaimed Asphalt Pavement. Reclaimed Asphalt P avement (RAP) shall meet the
requirements of MM 5.16.
401-3 Construction Details.
401-3.01 Quality Control. Perform all sampling and testing in accordance with Materials Procedure
401. Document all QC test results and records in a legible manner and provide them to the State at the end of each production season or when requested by the RME. Asphalt Mixture produced without the required sampling, testing and documentation may be rejected.
401-3.02 Production Facility Laboratory. Maintain an approved production facility site laboratory to
perform all required asphalt mixture sampling and testing according to MP 401.
401-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 401-3.03 Plant Lots and Sublots. Determine plant lots and sublots on a daily basis in accordance with MP 401.
401-3.04 Quality Control Sampling and Testing. Obtain and test QC samples as outlined in MP 401.
401-3.05 Production Control. Produce asphalt mixture according to MP 401. Make necessary process
control adjustments during production according to MP 401.
401-3.06 Production Quantities. Whenever production is made for the Department, notify the Regional
Materials office by 3:00 p.m. the business day before the day of production. Maintain a record of each day’s production quantity for each mix design supplied to the project site daily. Retain these records at the production facility. These records must be available to the Department’s representative for review. Ship all production quantities as outlined in §401 -3.07 Documentation .
401-3.07 Documentation. Record all QC test data for each plant on the appropriate forms provided by
the Department according to MP 401. Also, keep a copy of the plant automation printout at the plant facility for each mix type produced and make them available for review at all times. Transmit a summary of all test data weekly to the RME. Provide a delivery ticket indicating the total quantity in tons being delivered with each delivery vehicle supplying asphalt mixture . The method of determining the delivered quantity is subject to the approval of the RME. Make one legible copy of the delivery ticket available to the Department’s paving inspector prior to the placement of the mixture showing the following minimum information:
A.Ticket number
B.Plant identification
C.Contract number
D.Site Manager Mix ID (as outlined in MP 401)
E.Mix Code (as outlined in MP 401)
F.Quantity of material in vehicle
G.Date and Time The quality assurance technician (QAT) will determine the quality adjustment factor (QAF) for each day’s production in accordance with MP 401. The Engineer will use the Daily QAF to calculate the payment adjustment for each day’s production according to §40 4-4 Method of Measurement .
401-3.08 Asphal t Mixing Plant. Asphalt mixing plants must meet the requirements in MP 401.
401-3.09 Asphalt Mixture Holding Bins. Asphalt mixtures may be held in holding bins which meet the
requirements in MP 401.
401-3.10 Evaluation of Lots Represented by 0.85 QAF. When any material results in a QAF of 0.85,
the Engineer will evaluate the subject material to determine if it will be left in place. The Engineer may require the Contractor to core the pavement to determine if the in -place density is acceptable at no additional cost to the State. When cores are required, the Engineer will divide the pavement area being
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 evaluated into 4 sublots in accordance with the requirements of §40 4-3.08, Pavement Density Samples. The material will be left in -place when either of the following sets of conditions is met.
A.The calculated plant air voids used for payment are greater than 5.5% and less than or equal to 7.0%, the asphalt content, based on automation, is within 0.2% of the production target, the Contractor achieved field density of 93% minimum and there are no defects such as, but not limited to, cracking, raveling, rutting, shoving, or bleeding.
B.The calculated plant air voids used for payment are greater than or equal to 1% and less than 1.5%, the validated QC and QA plant air void test results, according to MP 401, average 1.5% to 5.5%, the asphalt content, based on automation, is within 0.2% of the production target, the contractor achieved field density of 93% minimum, and there are no defects such as, but not limited to, cracking, raveling, rutting, shoving, or bleeding.
C.If the material does not meet the above conditions or it is unknown, such as for mixes accepted based on gradation or if QA testing was not required, the Engineer will determine if the material in question may remain in -place considering, but not limited t o, the following:
1.Type of material produced
2.The layer in which the material was placed
3.The location and traffic volume
4.Laboratory test results
5.Field test results, such as density If the subject material is left in -place, it will be assigned a QAF of 0.85. If determined the subject material will not be left in -place, the Contractor shall remove and replace the material at no additional cost to the State.
401-4 METHOD OF MEASUREMENT. The quantity will be the number of tons delivered as
determined from the automated proportioning system, the delivery vehicle weigh system, or the asphalt mixture holding bin weigh system. The measurement or calculation will be the quantity based on the measured amount and reported to the nearest 0.01 of a ton. SECTION 402 - VACANT SECTION 403 - VACANT SECTION 404 - ASPHALT PAVEMENTS
404-1 DESCRIPTION. These specifications apply to all plant mixed asphalt produced at a production
facility under Section 401 Plant Production This work will consist of providing, placing, and performing density monitoring of one or more courses of asphalt pavement constructed on the prepared foundation in accordance with the contract documents or as directed by the Engineer.
404-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-2 – MATERIALS.
404-2.01 General. Aggregate, Performance Graded (PG) Binder, and Warm Mix Asphalt Technology
shall be from suppliers listed in the Department’s Approved List for Fine and Coarse Aggregates, Performance Graded (PG) Binders and Warm Mix Asphalt Technology for Asphalt Paving, respectively. Mineral filler shall meet the requirements of §703 -08. A PG Binder grade and the mix design gyration will be specified by Special Note in the contract documents. The use of the WMA Technology shall comply with the latest technology supplier’s approved “Production, Testing, and Compaction Details” .
404-2.02 Composition of Mixtures. Asphalt mixture shall meet the requirements of §401 -2 of the
Standard Specifications and the mixture design procedure in Materials Method (MM) 5.16, Asphalt Mixture Design and Mixture Verification Procedures . The Contractor shall be responsible for the quality and performance of the mixture created from approved components.
404-3 Construction Details .
• Mix Temperature. The desired asphalt mixture temperature shall be within the mixing and compaction range as recommended by the WMA technology provider and shall not exceed 295°F at the point of discharge of the haul vehicle, unless a higher temperature is approved by the Regional Materials En gineer. • Pre-pave Meeting. The Engineer will conduct a pre -pave meeting prior to any asphalt mixture placement. The attendees at this meeting will include the Regional Materials Engineer, Paving Superintendent, Chief Inspector or Paving Inspector(s), Asphalt Plant Representative, Density Gauge Operator (depending on the compaction method used), and a Work Zone Traffic Control (WZTC) representative. The participants should be prepared to discuss the steps necessary to complete the work successfully. • Participants will review all aspects of the requirements including, but not limited to, the following: o Warm Mix Technology dosage rates o Asphalt mixture target temperatures o Anticipated mixture production, delivery rate, and paving speed. o Seasonal considerations with operations o Equipment and setup o Mix codes to assure correct mixture is delivered o Gauge operator certification o Proper construction practice to provide quality product
404-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 o WZTC Activities • Certified Gauge Operator. When a density gauge is used to monitor pavement density, the Contractor shall provide a certified operator with a current Density Gauge Inspector Certification from the Associated General Contractors (NY Chapter), or its equivalent*, as determined by the Director of the Materials Bureau. *Equivalence: Operators that possess a current Paving Inspector Certification from Northeast Transportation Technician Certification Program (NETTCP) and pass the current Density Gauge Inspector Certification exam shall be considered to have an equivalent certification.
404-3.01 Temperature and Seasonal Limitations .
A.Surface Temperature.
1.Surface Temperature. Asphalt mixture shall be placed only when the pavement surface temperature is equal to or greater than those specified in Table 404-1 Temperature Requirements.
2.Temperature Measurement. The Contractor shall furnish a surface thermometer capable of reading surface temperature to the nearest 1°F for the exclusive use of the Engineer. The Engineer will measure pavement surface temperatures on the surface where the mixture is to be placed. The controlling temperature will be the average of three readings taken at locations 25 feet apart utilizing a surface thermometer covered by insulation for 10 minutes or until a constant temperature is reached.
B.Seasonal Limits. Top Course on mainline and shoulders shall be placed between April 1 and November 30 for the counties of Dutchess, Orange, Putnam, Rockland, Westchester, Nassau, Suffolk, and the City of New York. For all other counties, Top Course shall be placed between April 15 and October 31. When placing asphalt Top Course outside the seasonal limitations, the Contractor shall provide a limited warranty against defects in such work. Performance of the warranty should be in accordance with Materials Pro cedure (MP) 404 -01, Warranty Requirements for Asphalt Top Course . Unless specified elsewhere in this specification or contract documents, these seasonal limits do not apply for any other asphalt pavement course placement.
C.Temporary Asphalt Placements. Asphalt mixture placement for temporary detours, which will not become part of the permanent pavement, are not subject to the temperature and seasonal limitations, but must be approved by the Engineer when placed outside temperature and seasonal limits. Any damaged areas identified by the Engineer on the temporary asphalt placements shall be repaired within one workday after the notification.
D.Miscellaneous Asphalt Placements. The Engineer may allow the placement of asphalt mixtures for curbs, driveways, sidewalks, gutters, and other incidental construction below the minimum TABLE 404-1 TEMPERATURE REQUIREMENTS Nominal Compacted Lift Thickness Surface Temperature Minimum ≤ 1 in 50°F 1 in < Thickness ≤ 3 in 45°F > 3 in 40°F
404-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 temperature and outside the seasonal limits to expedite the completion of the work.
E.Scheduling Asphalt Placement. The Contractor shall schedule paving operations such that all asphalt mixture placements are completed within the temperature and seasonal limitations. Should paving operations not be completed within temperature and seasonal limitations, the Contractor shall provide all temporary materials and work necessary such as shimming of castings and protrusions, drainage of the roadway, providing acceptable rideability, and ot her work for adequate work zone traffic control. This shall be at no additional cost to the State. When the approved schedule indicates that Base or Binder course, which will be permanently incorporated into the work, is to be left open to traffic over the winter, the Contractor shall apply joint adhesive to all the joints in accordance with Section 418 Asphalt Pavement Joint Adhesive . When the anticipated top course is not placed within the seasonal limits as scheduled, the Contractor shall apply joint adhesive over the exposed joints in the Binder course at least 2 inches wide centered on the exposed joint at no additional cost to the State. The Contractor shall repair damaged areas to the Base or Binder course left over the winter prior to placing subsequent course(s) at no additional cost to the State.
404-3.02 Pavers. The paver shall be capable of spreading and finishing courses of asphalt mixture in lane
widths, shoulders, or similar construction applicable to the specified typical section and thicknesses shown on the plans. When a paver is found to be defective, either before or during its use, it shall be repaired or replaced immediately. The paver shall meet the following requirements:
A.Self-powered with an activated screed or strike -off assembly.
B.Capable of operating at forward speeds consistent with satisfactory placement of the mixtures.
C.Have a receiving hopper with enough capacity for uniform spreading operation and with automatic flow controls to place the mixture uniformly in front of the screed.
D.Heat the screed or strike -off assembly as necessary to produce a finished surface of the required smoothness and texture without tearing, shoving, or gouging the mixture.
E.When screed extensions are necessary for placement of mainline pavement, the extensions shall be of the same design as the main screed.
F.The auger and tunnel extensions shall be mounted on the paver when the screed is extended more than 1 foot for fixed paving widths wider than 12 feet.
G.When used for placing the initial paving course, Base, Binder, and Top Courses, the paver shall be equipped with automatic transverse slope and longitudinal grade screed controls that can be operated from either side of the paver. The controls shall automatically adjust the screed and increase or decrease the mat thickness to compensate for irregularities in the existing surface. The controls shall also be capable of maintaining the proper transverse slope and be readily adjustable so transitions and super -elevated curves can be satisfactorily paved. The controls shall be c apable of operating from suitable fixed or moving references as prescribed in §404 -3.06 Spreading and Finishing . The transverse slope and longitudinal grade screed controls of the paver may be manually adjusted according to the requirements of §404 -3.06 Spreading and Finishing. Automatic screed controls are not required for shoulders, temporary detours, behind curbs, where existing grades at roadway intersection or drainage structure must be met, or in other areas where its use is impractical.
404-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.03 Hauling Equipment. Transport trucks shall have clean, smooth, tight metal beds with waterproof covers for transporting asphalt mixtures to the work site. A waterproof cover shall be mounted in such a manner that it covers the entire load and overlaps the vehicle’s sideboards and back by a minimum of 6 inches and is fastened except for live-bottom trucks that has a channelized tarp system. The inside surface of the vehicle body may be lightly coated with a release agent listed on the Approved List for Release Agents. The use of petroleum products or solvents as release agents is prohibited. All hauling equipment is subject to the approval of the Engineer.
404-3.04 Rollers. Contractor shall use vibratory, oscillatory, static steel wheel type, or pneumatic tire
rollers capable of compacting asphalt pavement and weighing at least 8 tons. The Engineer will inspect rollers prior to the start of paving operations to determine acceptability. The rollers should be in good mechanical condition, and capable of operating at speeds slow enough to avoid displacement of the mixture. Rollers that result in excessive crushing of aggregate shall not be used. All rollers shall have either a sticker or a plate installed on the roller indicating the recommended settings for amplitude, frequency, and tire pressure (pneumatic) for the thickness of pavement being rolled. Vibratory rollers shall be set up such that they produce a minimum of 12 impacts per foot during the compaction process.
404-3.05 Conditioning of Existing Surface. The Contractor shall use the provisions of Section 633
Conditioning Existing Pavement Prior to Asphalt Overlay to clean the surface of the existing pavement prior to the application of new asphalt mixture or when specified in the contract documents, to fill joints and cracks, and perform repairs. Any foreign material resulting from construction operations shall be cleaned at no additional cost to the State. For filling the wheel ruts, the Contractor shall use Shim Course or 6.3 Top Course unless a specific asphalt mixture is specified. The mixture used for filling ruts shall be compacted with a minimum of three passes of a pneumatic rubber tire roller. If the true and leveling (T&L) course is specified in the contract documents using a specific mixture type, the Contractor shall place the course(s) with a minimum variable thickness to bring the surface of the existing pavement to the same transverse slope and longitudinal grade required for the finished pavement surface. If the mixture type is not specified, the Contractor shall use Table 404 -2 Mixture Selection for T&L Course , to select the appropriate mixture type. The selection of the mixture shall be such that dragging of stones at the thin edge is minimized, including when constructing wedges for super -elevation. If dragging is excessive in any T&L course, a different T&L mixture shall be selected for the application. The surface of this course will be tested in the same manner prescribed in §404 -3.10 Surface Tolerance , except that the allowable variation from the true surface after compaction shall not exceed ⅜ inch.
404-3.06 Spreading and Finishing
A.Tack Coat. The Contractor shall apply tack coat, in accordance with Section 407 Tack Coat , between all asphalt pavement lifts regardless of the duration between the lifts. Tack coat is not TABLE 404-2 MIXTURE SELECTION FOR T&L COURSE Compacted Thickness Range (in) Mixture Type Thickness ≤ 1 6.3 Top Course or Shim 1 ½ < Thickness ≤ 2 9.5 Top Course 2 < Thickness ≤ 2 ½ 12.5 Top Course 2 ½ < Thickness ≤ 4 19.0 Binder Course 3 < Thickness ≤ 5 25.0 Binder Course 4 < Thickness ≤ 6 37.5 Base Course
404-3 06
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 required on the surface of Permeable Base courses. Paving over a tack coat should not commence until the emulsion has broken (goes from brown to black) or is tacky when touched.
B.Joint Adhesive. The Contractor shall apply joint adhesive in accordance with Section 418 Asphalt Pavement Joint Adhesive to all pavement joints butting against the new asphalt placement including curbs, median barriers or similar. The application of joint adhesive is for Top Course only unless it is specified for other courses in the contract documents or as required under §404 -3.01E Scheduling Asphalt Placement.
C.Asphalt Mixture Temperature. Asphalt mixture temperature shall not exceed 295°F at the point of discharge of the haul vehicle unless a higher temperature is approved by the Regional Materials Engineer.
D.Asphalt Mixture from Multiple Plants. Asphalt mixture from multiple plants shall not be supplied to a single paver.
E.Reference Line. The Contractor shall erect and maintain a taut reference line positioned at or near the pavement centerline or edge to guide the paver when the initial asphalt pavement course is laid for new or reconstructed pavement. The reference line shall be supported at approximately 25 -foot intervals on tangent sections and at closer intervals on curves. The line shall be tensioned sufficiently to remove any sagging. A moving reference of at least 30 feet can be used in lieu of a reference line with approval of the Engineer. The moving reference may be a floating beam, ski, or other suitable type such that the resulting pavement course surface is even. A short ski or shoe may also be used for the initial course with the approval of the Engineer if a satisfactory fixed reference such as a curb, gutter, or other reference is adjacent to the pavement. A short ski may be used over any course in an adjacent lane that is used as the reference. If the proposed floating beam or the short ski does not produce the results similar to those obtained using a taut reference line, the use of the devices shall be discontinued, and a taut reference line shall be erected.
F.Asphalt Mixture Placement. The paver shall be used to place the asphalt mixture either over the entire width or over a partial width that is practical. The paver speed shall be coordinated with the rate of delivery of the mixture to provide a steady and continuous placement of the mixture without interruption. The Contractor shall provide details of the anticipated mixture delivery rate and the anticipated paver speed at the pre -pave meeting. The asphalt mixture shall be placed on a clean, dry, tack-coated surface. If the areas to be paved are less than 1,000 square feet or small and scattered, the asphalt mixture may be spread by hand or other method approved by the Engineer. For these areas, the mixture shall be dumped and spread such that the compacted thickness meets the thickness specifications located in the contract documents.
G.Top Course Texture and Color. The Top Course asphalt mixture shall be supplied from a single plant for the duration of the work such that the pavement surface has a uniform color and texture, except when a contract includes multiple paving sites, or the paving length is more than 5 miles and supply from multiple plants to either end of the paving length is practical. In that case, the above requirement will apply to each paving site and locations at either end of the paving length as approved by the Engineer. Limits of each site will be subject to approval by the Engineer. If a plant breaks down, another plant may supply mixture if the aggregate used for producing the asphalt mixture is from the same source, with the concurrence of the Engineer. When echelon paving is utilized, multiple plants may be used to supply mixture provided the aggregate used is from the same source. The provisions of §404 -3.06 D Asphalt Mixture from Multiple Plants apply.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 H. Wet Surface. Asphalt mixture shall not be placed on any wet surface. Wet surface is defined as one that is moistened, covered, or soaked with water.
404-3.07 Compaction. The Contractor shall compact the asphalt mixture sufficiently using the
appropriate compaction method to achieve pavement densities of at least 93%, expressed as a percentage of the mixture’s maximum theoretical density (MMTD). The asphalt mixture shall be compacted using rollers meeting the requirements of §404 -3.04 Rollers . A minimum of two rollers, one for breakdown and one finish roller, shall be used unless the asphalt mixture placement is on a bridge deck, bridge approaches, or other areas where one roller may be sufficient to achieve the required density. When paving multiple lanes simultaneously, the required number of rollers shall be increased proportionately for each additional full lane width unless otherwise approved by the Engineer. The asphalt mixture shall be compacted immediately after placement, and when the mixture is in the proper condition such that the rollers do not cause displacement, cracking, or shoving. Initially, all courses shall be compacted with the roller traveling parallel to the centerline of the pavement, beginning at each edge, and working toward the center. The super -elevated curves shall be compacted starting at the low-side edge and working toward the higher edge. Any displacement caused by the roller, or any other causes, shall be corrected immediately using rakes and additional asphalt mixture as required. The roller wheels shall be properly moistened with water, water mixed with small quantities of detergent, or other approved material, to prevent adhesion of the mixture to the rollers. The use of petroleum products or solvents are not allowed to prevent adhesion. The asphalt mixture along forms, curbs, headers, walls, and other areas not accessible to rollers shall be compacted with mechanical tampers, a trench roller, or a small vibratory roller with the approval of the Engineer. The Contractor shall remove and replace any asphalt mixture that becomes loose and broken, mixed with dirt, or is in any way defective and the new mixture shall be compacted to conform to the surrounding area. Any areas showing an excess or deficiency of asphalt material shall be corrected immediately. Vibratory compaction is not allowed when asphalt mixture is placed on a structural bridge deck or other structures with less than 2 feet of cover over the structure or when specified in contract documents. The Contractor shall repair all damages which may occur to the highway components and adjacent property, including buried utility and service facilities, at no additional cost to the State. Steel wheel rollers running on static mode, pneumatic rollers or oscillatory rollers shall be used on the bridge decks. The Contractor shall monitor pavement density for 60 and 70 Series compaction using density gauges meeting the provisions of §404 -3.07E Density Gauges . The density gauge operator shall possess a current Density Gauge Inspector Certification from The New York State Associated General Contractors, or its equivalent, as determined by the Director, Materials Bureau. Any asphalt placement under 60 and 70 Series monitored by a gauge operator whose certification is revoked for reasons outlined in the New York State Inspector Certification Program Manual under “Decertification”, shall be evaluated in accordanc e with §404 -3.14 Pavement Evaluation , using the results of pavement samples taken in accordance with §404 -3.08 Pavement Density Samples.
A.50 Series Compaction Method. All material placed on the traveled way and ramps that are 1500 feet or greater in length, shall be subject to a pavement density Quality Adjustment Factor (QAF). A paving lot is defined as a day’s placement of at least 200 tons. Each paving lot shall be equally divided into sublots in accordance with Materials Procedure (MP) 404 -02 Asphalt Pavement Density Determination, based on the quantity placed. When the quantity placed is less than 200 tons in a day, pavement samples are not required and the density QAF for that day will be 1.00 provided the procedures used to obtain pavement densities in these areas are similar to the previously placed pavement sections. For quantity of more than 200 tons but less than or equal to 2000 tons in a day, the Engineer will divide the lot int o 4 equal sublots. When the quantity exceeds 2000 tons, the Engineer will select one additional pavement core location for up to every 500 tons over 2000 tons, up to a
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 maximum of 8 cores for a lot. Ramps less than 1500 feet in length and shoulders will not be considered part of the traveled way and are not subject to coring. The Engineer will mark a pavement core location in each sublot in accordance with §404 -3.08A Pavement Cores once the compaction operation is completed, excluding the first 300 feet of the day’s placement. The Contractor shall extract pavement cores at the marked locations in each sublot and fill the pavement core holes before the road is open to traffic in accordance with §404 -3.08 B Filling Core Holes . The pavement cores shall be extracted no later than the end of the following day’s placement. The Contractor shall deliver the sealed pavement cores to the Regional Materials Laboratory in accordance with §404 -3.08 E Sample Delivery . The Regional Laboratory will test core samples and determine the percent density using the maximum theoretical density samples taken in accordance with §404 -3.08 C Loose Mix Samples . The results of this analysis will be used to determine the pavement density Quality Adjustment Factor (QAF) in accordance with MP 404-02 and submitted to the Engineer prior to the end of the next business day upon the delivery of the samples . The Engineer will apply the pavement density QAF to the material placed on that day in accordance with §404.4 Method of Measurement , Table 404-6, Quality Adjustment Factors for 50 Series . When two consecutive lots are found to have a density QAF equal to or less than 0.85, the Contractor shall stop paving operations and provide a corrective action plan. The Contractor shall compact material on shoulders, widening, crossovers, bridges, and ramps with a uniform full-width section of less than 1500 feet in length using the same roller pattern as traveled way. If the shoulder subbase is structurally insufficient to sustain the level of compaction such that the shoulder shows sign of distress during compaction, the compaction effort shall be decreased until no further damage occurs to the shoulder or subbase.
1.Multiple Paving Lots: When the work includes multiple paving operations such as simultaneous paving at different site locations and/or echelon paving, each paving operation shall be considered a lot and evaluated separately. When asphalt pavement is placed continuously during a calendar day or more, a new paving lot will be defined when the paving crew shift change occurs.
B.60 Series Compaction Method. This method requires the Contractor to monitor pavement density using a density gauge and pavement cores. The Contractor shall construct the pavement to achieve a pavement density of at least 93% of the mixture’s maximum theoretical density (MMTD).
1.First day of Paving. The Contractor shall construct the pavement using an interim Project Target Density (PTD). The interim PTD will be 94.5% of the MMTD. The first 300 feet shall be used to adjust the paving operation. The Contractor shall take density readings at every 200 feet along the length of the pavement for each paver pass, in accordance with MP 404 -02. The density gauge readings shall be recorded on the appropriate BR form based on the type of gauge used. The Contractor shall ensure the density gauge readings meet the PTD. If the density readings at two consecutive locations fall below 97% of the PTD or if the moving average of the last 10 density readings falls below 98% of the PTD, the Contractor shall adjust the PTD.
a.At the end of the first day’s placement, or when the paving operation is stopped as mentioned above, the Engineer will randomly select and mark 4 pavement core locations in accordance with §404 -3.08, excluding the first 300 feet.
b.The Contractor shall take density gauge readings, in accordance with MP 404 -02 at each pavement core location prior to extracting the cores. The Contractor shall fill Form BR 109 with density gauge readings, gauge type, model, and the serial number.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 c. The Contractor shall extract pavement cores at the marked location in each sublot and fill the core holes before the road is opened to traffic. The density gauge readings and sealed pavement cores shall be delivered to the Regional Materials Laboratory in accordance with §404 -3.08 Pavement Density Samples .
d.The Regional Materials Laboratory will determine the percent density using representative samples taken in accordance with §404 -3.08 C Loose Mix Samples . The results of this analysis will be used to determine the actual Project Target Density (PTD) and the pavement density Quality Adjustment Factor (QAF). The results will be submitted to the Engineer prior to the end of the next business day following the delivery of the samples.
e.The Engineer will apply the pavement density QAF to the material placed on that day in accordance with §404 -4 Method of Measurement , Table 7, Quality Adjustment Factors for 60 Series. When the quantity placed is less than 200 tons in a day, the density QAF for that day will be 1.00.
2.Routine Paving : The Contractor shall compact the pavement using the calculated PTD. If the calculated PTD differs from the previous PTD by more than 2 lbs/ft3, the Engineer will establish a new PTD. Density readings shall be taken every 200 feet along the length of the p avement for each paver pass, in accordance with MP 404 -02. The density gauge readings shall be recorded on the appropriate BR form based on the type of gauge used. The minimum density reading shall be at least 97% of the PTD at a single test location and 9 8% of the PTD calculated as a moving average of the last 10 test locations. If density readings over two consecutive locations fall below 97% of the PTD or if the moving average of the last ten (10) density readings falls below 98% of the PTD, the Contract or shall stop routine paving operations. The Engineer will randomly select four (4) cores over the entire day’s paving. The Contractor shall take density gauge readings at each location, fill out Form BR 109, extract the cores, and deliver the cores to t he Regional Laboratory.
3.Coring Frequency: The Engineer will select 4 core locations every third day of paving after the first day of paving, in accordance with MP 404 -02, excluding the first 300 feet. On non - coring days, the Engineer will request pavement samples for density verification of asphalt pavement placed under the following situations at no additional cost to the State.
a.Insufficient number of density readings recorded, either at a specific location or at the required frequency.
b.Paving completed after the only density gauge on site breaks down.
c.Gauge readings do not seem to accurately represent the asphalt pavement density. The Contractor shall extract the cores and deliver them to the Regional Materials Laboratory for analysis in accordance with §404 -3.08E. The Regional Materials Laboratory will determine the PTD and the pavement density QAF. The Engineer will apply the QAF in accordance with §404 -4 Method of Measurement , Table 7 to the material placed on that day. Density on shoulders, ramps, widening and crossovers shall be monitored with the same density gauge to ensure the PTD is achieved. If the shoulder subbase is structurally insufficient to
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 sustain the level of compaction such that they show signs of distress, the Contractor shall decrease the compaction effort until no damage occurs to the shoulder or subbase.
4.Multiple Paving Lots: Will be in accordance with 404-3.07A. 50 Series Compaction Method, Multiple Paving Lots.
C.70 Series Compaction Method. The Contractor shall construct a test section in accordance with the provisions of Test Section below, prior to the placement of asphalt mixture. The placement of asphalt mixture, including the construction of the test section, shall not begin unless both a density gauge and a certified operator are present.
1.Test Section. On the first day of paving, the Contractor shall place and compact a test section on the mainline with a maximum of 1,500 linear feet in one lane to establish the Project Target Density (PTD) using the “peak” method. The location of the test section will be approved by the Engineer. The Contractor shall use the same equipment and procedures to be used in the construction of the remainder of the course. The first 300 feet of the test section shall be used to stabilize the paving operation. Initially, the mixture shall be compacted with a breakdown roller. The Engineer will select three random locations in accordance with MP 404 -02 and mark these sites so that subsequent density testing can be performed at the same locations. The Contractor shall make necessary vibratory and static passes to “peak” the pavement density such that the density gauge reading shall yield a density of at least 93% of the MMTD. The Contractor shall take density readings at the three selected sites after every additional machine pass until a “peak” density is achieved. A “peak” density is achieved when the increase in density is less than 2 lbs/ft3 and it typically occurs when pavement is compacted at 175ºF or less. The Contractor shall stop further compaction if the pavement shows signs of distress. The PTD is the average of the highest density readings from each of the random locations. The calculated PTD shall be used to monitor the pavement density. The Engineer may request pavement cores to verify the PTD in accordance with MP 404 -02. The Contractor shall begin routine paving only after the PTD has been established. Density readings shall be taken every 200 feet along the length of the pavement for each paver pass, at locations randomly selected by the Engineer, in accordance with MP 404 -02. The readings shall be recorded on the appropriate BR form based on the type of gauge used. The minimum density reading shall be at least 97% of the PTD at a single test location and 98% of the PTD calculated as a moving average of the last 10 test locations. If density gauge readings over two consecutive locations fall below 97% of the PTD or if the moving average of the last 10 density gauge readings falls below 98% of the PTD, stop routine paving operations and construct a new test section. Density on shoulders, ramps, widening and crossovers shall be monitored with the same density gauge to ensure the PTD is achieved. The appropriate BR form based on the gauge shall be used to record the density readings in accordance with MP 404 -02. If the shoulder subbase is structurally insufficient to sustain the level of compaction such that they show signs of distress, the Contractor shall decrease the compaction effort until no damage occurs to the shoulder or subbase. The Engineer may request pavement samples for density verification of asphalt placed under the following situations at no additional cost to the State.
a.Insufficient number of density readings recorded, either at a specific location or at the required frequency.
b.Paving completed after the only density gauge on site breaks down.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 c. Gauge readings do not seem to accurately represent the asphalt pavement density.
D.80 Series Compaction Method. The Contractor shall place and compact asphalt mixture using roller passes required in Table 404-3, Number of Machine Passes . The number of passes listed in Table 404- 3 may be increased or decreased by the Engineer to obtain adequate density. The Contractor shall complete all breakdown roller passes before the mat temperature falls below 230°F. Ruts, ridges, roller marks, or other irregularities from the surface shall be removed using static rolling. All the turning of the rollers shall be performed on material which has at least one roller pass to minimize damage. The Engineer may approve alternate compaction procedures for areas where the specified procedures are not applicable. Oscillatory rollers may be used for either rolling option. TABLE 404-3 NUMBER OF MACHINE PASSES Pavement Courses and Lift Thicknesses Static Compaction3 Vibratory Compaction2 Steel Wheel Rollers Pneumatic Rollers Vibratory Passes Static Passes ≥3” 8 4 4 4 >1” to < 3” 6 3 3 3 ≤ 1” 4 2 2 2 Type 5 Shim 2 - - - Permeable Base1 2 - - -
1.For the Permeable Base course, compact the mixture between 140°F and 230°F.
2.A vibratory pass is defined as one movement of a roller over the pavement with both drums vibrating and a static pass is defined as one movement of a roller over the pavement without both drums vibrating.
3.Where Static Compaction is required, an Oscillatory Roller used in oscillation mode may be used in lieu of a pneumatic roller.
1.Static Compaction. The Contractor shall compact the asphalt mixture using a 3-roller train. The rollers shall make passes at a uniform speed not to exceed 3 mph. The asphalt mixture shall be compacted with steel -wheel rollers operating in a static mode with each pass overlapping the previous roller pass by one-half the width of the roller followed immediately with a pneumatic rubber -tired roller. A steel -wheel roller shall be used for finish rolling the asphalt mixture to remove all shallow ruts, ridges, roller marks, and other irregularities from the surface. When the compaction procedure fails to produce acceptable results, the procedure shall be adjusted to obtain the desired results.
2.Vibratory Compaction. The Contractor shall compact the asphalt mixture using a minimum of two rollers, one for breakdown and one finish roller, unless the asphalt mixture placement is on a bridge deck, bridge approach, or other area where one roller may be sufficient to achieve the required density. When paving multiple lanes simultaneously, the required number of rollers shall be increased proportionally for each additional full lane width. The rollers shall make passes at a uniform speed to achieve a minimum of 12 impacts per foot. The Contractor shall furnish a vibrating reed tachometer for the exclusive use of the Engineer. The vibrating reed tachometer shall meet the following requirements:
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 a. A frequency range of 1,000 vpm to 4,000 vpm
b.A minimum reed interval of 50 vpm between 1,000 vpm and 2,000 vpm
c.A minimum reed interval of 100 vpm between 2,000 vpm and 4,000 vpm. The settings on the rollers shall be set to produce a minimum of 12 impacts per foot during the compaction process. Impacts are defined as the number of times a drum hits the pavement within one foot of travel. The Engineer will determine the impacts by using the following formula: VPM = Frequency of the roller (vibration per minute) Speed = Speed of the roller (feet per minute) When satisfactory compaction is not obtained, or damage occurs to highway components and/or adjacent property using vibratory compaction equipment, the use of the vibratory compaction method shall be ceased, and the remainder of the work shall be completed using static compaction methods in accordance with 404 -3.07-D - 1. Static Compaction . This will be at no additional cost to the State. If the number of roller passes are not being made or the roller setup does not provide the minimum impacts per foot consistently, the Contractor shall stop the paving operation and adjust the process as necessary to meet the requirements, and then restart the operation with the approval of the Engineer.
E.Density Gauges. The density gauges used for monitoring pavement density in accordance with MP 404 -02 shall meet the following requirements:
1.Nuclear Density Gauge. A Safety Control plan shall be submitted at least two weeks prior to using the gauge. The nuclear density gauge shall meet the following requirements:
a.Consist of a radioactive source, scaler, and other basic components housed in a single backscatter unit.
b.Calibrated at least every two years.
c.Operated by personnel trained in the principles of nuclear testing and safety practices.
2.Non-nuclear Density Gauge. The non-nuclear density gauge shall meet the following requirements:
a.Capable of functioning in the temperature and moisture levels experienced during asphalt paving.
b.Capable of determining the density of asphalt pavements by measuring changes in the electromagnetic field resulting from the asphalt compaction process.
c.Calibrated at least every two years.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.08 Pavement Density Samples
A.Pavement Cores. The Engineer will select pavement core locations randomly in accordance with MP 404 -02 and outline a 10-inch diameter circle. The Contractor shall extract 6-inch diameter pavement cores from within the 10 -inch diameter circles outlined by the Engineer. The Engineer will not designate pavement core locations before the rolling operation is completed and all compaction equipment has moved off the sublot designated for coring. The Contractor shall notify the Engineer immediately if a pavement core is in a location that is believed to not represent the sublot. If necessary, the pavement may be cooled so that the core samples are not damaged during coring. If the pavement core sample does not de-bond during coring, the Contractor shall not attempt to separate the core sample from the underlying layers. The Regional Materials Laboratory (RML) will separate the pavement core layer required for testing from the underlying material by sawing, if necessary. The pavement cores shall be extracted and delivered to the Regional Laboratory no later than the end of the following day’s placement.
1.Companion Cores - Taking companion cores in the testable area is not allowed.
2.Quality Control Cores - The Contractor may take up to 2 cores within the first 300 feet at the beginning of the first day’s paving. Testing these cores shall be Contractor’s responsibilities and the results can be used for quality control (QC) purpose only . Any additional days of coring for QC must be approved by the Engineer.
B.Filling Core Holes. The Contractor shall fill the pavement core holes with a similar asphalt mixture immediately after extracting the cores or before opening the lane to traffic. Any standing water in the core holes shall be removed prior to backfilling. The core hole shall be filled in layers of 3 inches or less and each layer must be sufficiently compacted. The use of a shovel or similar method to compact the asphalt pavement is not allowed.
C.Loose Mix Samples.
1.50 Series - The Contractor shall take two loose mix samples either at the plant or at the project site for each day of paving on the traveled way. The samples must represent each day’s placement and the mixture maximum theoretical density (MMTD) shall be determined from them. The Contractor shall provide the MMTD results determined by the plant Quality Control Technician (QCT) and Quality Assurance Technician (QAT) to the Regional Materials Engineer with the pavement core samples. The Department may take loose mix samples from the paver using MP 404 -03 and use the results to supplement the daily MMTD when the QAT is not assigned at the plant. .
2.60 Series - The Contractor shall provide the plant Quality Control Technician (QCT) and Quality Assurance Technician (QAT) MMTD results to the Regional Materials Engineer for each day of paving on the traveled way. The Department may take loose mix samples from the paver using MP 404 -03 and the results used to supplement the daily MMTD when the QAT is not assigned at the plant.
3.Joint Density - The MMTD results representing the traveled way placement for 50 or 60 Series shall be used to determine percent density of the joint cores.
D.Securing Pavement Cores. The Engineer will secure and seal the pavement cores in accordance with MP 404 -02 once they have been extracted from the pavement.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 E. Sample Delivery. The Contractor shall deliver the pavement samples to the Regional Materials Laboratory no later than the end of the following day’s placement. If these samples are not submitted for any paving lot within the required duration, a QAF of 1.00 or less will be assigned for that lot if a QAF is applicable. When, for any reason, a delay occurs in the delivery of the lot samples for three consecutive lots, the Engineer will stop paving operations until the samples are delivered and tested.
F.Unacceptable Pavement Cores. The pavement cores will not be tested by the Department if they are damaged during extraction, or during transport to the Regional Materials Laboratory, or missing security seals. In that case, the Engineer will select new pavement core location(s) within a foot forward of the original location(s) at the same offset. The Contractor shall extract pavement cores from the newly identified location(s).
G.Pavement Density Core Test Results. Upon receipt of test results of the pavement cores provided by the Regional Materials Laboratory, the Contractor shall notify the Engineer within two (2) working days if the results are not representative of the pavement density. The notification shall include details as to which specific test results are not representative, and the reasons for such notification.
404-3.09 Joints. The finished pavement at all joints shall comply with the surface tolerance requirements
and exhibit the same uniformity of texture and compaction as other sections of the pavement course. Rollers shall not pass over the unprotected edges of a freshly laid mixture unless approved by the Engineer. All joints, excluding the tapered wedge joint, shall be constructed such that the exposed edge has the required lift thickness, and the alignment of the pavement course is straight, unless the exposed joint will not be part of the joint. If the edge of the newly placed pavement course is not straight or smoothly curved, the Contractor shall sawcut the edge by using a power saw or other approved tools to cut a neat straight edge . Prior to placing the adjacent course, a joint adhesive shall be applied in accordance with §404 -3.06 Joint Adhesive , to all pavement edges to provide bonding with the newly laid pavement. Successive asphalt pavement courses shall be placed over an underlying course such that all longitudinal joints are offset no more than 6 inches from the longitudinal joint of the lower pavement course, unless otherwise approved by the Engineer. Pavement courses on existing PCC pavement shall be placed such that all longitudinal joints are stacked on top of the joint of the underlying PCC pavement.
A.Transverse Joints. The asphalt pavement courses shall be placed as continuously as possible to limit the number of transverse joints. The transverse joints in adjacent lanes shall be staggered at a minimum of 10 feet. The transverse joint shall be formed by cutting back the previous placement to expose the full depth of the course. The paver shall be set such that material laid overlaps the previously placed edge by 2 to 3 inches at a thickness of approximately 25% of the compacted thickness of the course. Broadcasting the overlapped material ont o the fresh mat is not allowed. If the overlap is excessive, the extra material shall be trimmed uniformly along the joint. The coarse particles in the overlap material shall be removed and discarded, if necessary. The transverse joint shall be compacted in static mode with the roller parallel to the joint and perpendicular to traffic. Boards of proper thickness shall be placed at the edge of the asphalt pavement for the off -pavement movement of the roller. The first pass shall be made with the roller operating on the previously laid material with 6 to 8 inches of its drum(s) overlapping onto the uncompacted asphalt mixture. If a vibratory roller with pneumatic drive wheels is used, the first pass with one of the pneu matic wheels shall be aligned directly on the joint and the drum operating in static mode. The successive passes shall be made with the roller drum(s) moving approximately one foot onto the hot material per pass until half the width of the roller is on the hot mat.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Longitudinal Joints. The longitudinal joints in the asphalt Top Course shall correspond with the edges of the proposed traffic lanes. Other joint arrangements will require approval of the Engineer. For 70 and 80 Series, the dual -drum vibratory roller shall be operated in a vibratory mode, unless static rolling is required, to construct the longitudinal joint. Rollers shall be as close to the paver as practical. The first pass shall be made traveling toward the paver and operating on the hot mat with 6 to 8 inches of the roller drum overlapping onto the cold mat. The second pass shall be made to the joint with the roller traveling back away from the paver along the same path. If a single -drum vibratory roller with pneumatic drive wheels is used, the roller shall be operated in vibratory mode and following the same procedure as the dual -drum roller. The exception to this is that the roller will be aligned on the joint so that the pneumatic drive wheels travel on the joint. All turning movements of the roller shall be made on previously compacted material. After applying two roller passes on the longitudinal joint, the roller shall proceed to the low side of the lane and compact as described in §404 -3.07 Compaction . The longitudinal joint shall be constructed such that the compacted thickness of the newly placed mat shall not exceed ¼ inch of the adjacent mat. When the joint is constructed with an overlap, the overlap shall not exceed 2 inches. For all asphalt pavement courses other than Top Course, the longitudinal pavement joint shall not be exposed more than 100 feet at the end of the working day when traffic is maintained on the roadway during paving operations. For Top Course of 2.5 inches or less, refer to §404 -3.09D Exposed Longitudinal Joint . The longitudinal joint shall be constructed using one of the two options below:
1.Option A - Butt Joint. This method shall be used for the placement of all pavement courses except when the Option B – Tapered Wedge Joint requirements are met and is selected.
2.Option B - Tapered Wedge Joint. This method shall be used for 12.5 and 9.5 pavement courses with thickness of 2.5 inches or less, not to be used with a 6.3 pavement course. The asphalt mixture for the first pass shall be placed with an attachment to the paver to provide a sloping wedge with a vertical step -down of 1 inch at the longitudinal pavement joint. A wedge of material that is from the bottom of the step-down to the existing surface at a slope of 1 on 8 or flatter. The vertical step-down shall be ½ inch minimum after compaction of the mat. TAPERED WEDGE JOINT
C.Joint Density For 50 and 60 Series. Longitudinal joints in asphalt top course between travel lanes for 50 and 60 Series compaction methods are subject to a performance measure based on the core density testing. The Contractor shall select the joint construction method to provide optimum density at the joint. 1” VERTICAL STEPDOWN FIRST PASS SECOND PASS 1 ON 8 SLOPE OR FLATTER
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Cores will be taken from the total length of the joint matched daily. The number of cores extracted shall be in accordance with Table 404 -4 Longitudinal Joint Cores for 50 & 60 Series . The Engineer will randomly mark core locations centered over the constructed joint in accordance with MP
404-02 using the X coordinates only. A matched joint of 1500 feet or less is not subject to coring. The
Contractor shall extract cores on the same day the joint is matched or before the completion of next day’s placement. The cores shall be extracted in accordance with §404 -3.08A Pavement Density Samples and delivered to the Regional Laboratory. The Regional Materials Engineer will determine the core density using the mixture’s maximum theoretical density specified in §404 -3.08C. TABLE 404-4 LONGITUDINAL JOINT CORES FOR 50 & 60 SERIES Daily Joint Length (feet) No. of Cores 1,500 < Length ≤ 10,000 4 10,000 < Length ≤ 20,000 6 Length > 20,000 8
D.Exposed Longitudinal Joint . The exposure of longitudinal joints is not allowed over the weekends, holidays, or when there are other concerns, such as pending wet weather. The joint for the Top Course with a thickness of 2.5 inches or less may be exposed to traffic for no more than 24 hours with the following conditions:
1.Tapered wedge joint shall be used for 12.5 and 9.5 asphalt pavement and a butt joint shall be used for 6.3 asphalt pavement.
2.The warning signs shall be posted in accordance with § 619-3.02 Basic Work Zone Traffic Control.
3.If the exposed longitudinal pavement joint becomes damaged due to rounding of the notched wedge, the joint shall be saw-cut prior to placing the adjacent lane.
4.Joint adhesive shall be applied to the exposed joint prior to placement of the adjacent lane in accordance with §404 -3.06 Joint Adhesive .
404-3.10 Surface Tolerance. The Contractor shall construct each pavement course to a ¼ inch surface
tolerance. The Engineer may test the surface with a 16 -foot straight edge or string line placed parallel to the centerline of the pavement and with a 10 -foot straight edge or string line placed transversely to the centerline of the pavement. Variations exceeding ¼ inch shall be appropriately corrected or the pavement be removed and replaced at no additional cost to the State.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.11 Thickness Tolerance. The Contractor shall construct the pavement such that the final compacted thickness is as near to the nominal thickness as is practical, and within the tolerances specified below. The Engineer may request pavement cores to determine the thickness of the completed pavement course for final acceptance and payment. The Contractor shall provide work zone traffic control and take pavement cores in accordance with §404 -3.08 Pavement Density Sample, at no additional cost to the State. The Engineer may use another acceptance method such as yield calculations to determine the final thickness for acceptance and payment. Asphalt mixture placed as a Truing and Leveling (T&L) course as described in §404 -3.05 Conditioning of Existing Surface shall not be considered in pavement thickness determinations. The allowable tolerance for asphalt mixture specified under a single pay item is as follows:
A.Nominal pavement lift thicknesses of 4 inches or less, 1/4 inch or less.
B.Nominal pavement lift thicknesses over 4 inches, 1/2 inch or less. The tolerance for the total thickness of all asphalt pavement courses shall be 1/4 inch. When asphalt pavement is placed on newly constructed subbase material, an additional tolerance of 1/4 inch will be allowed both in the nominal thickness of the course placed directly on the subbase and the total pavement thickness. No payment shall be made for any material placed in excess of the permissible tolerance.
404-3.12 Paver and Equipment Cleaning. Tools and equipment used for asphalt placement shall not be
cleaned on the pavement surface, or near streams, ponds, drainage structures or other areas that are tributaries to waterways. The designated area approved by the Engineer shall be used for cleaning all paving equipment and tools. If petroleum products are used for cleaning, the use of tarpaulins, sand pails, pails or other methods shall be used to collect all liquid product produced by cleaning operations to prevent any contaminates from spilling or being accidentally released into the environ ment. Hand sprayers or other similar devices may be used to minimize the amount of petroleum product applied. Any sand, soil and/or collected petroleum products from cleaning operations shall be properly disposed of as petroleum contaminated soil at no additional cost to the State.
404-3.13 Shoulder Edge Wedge. The Contractor shall construct a shoulder edge wedge as detailed in the
contract documents. The asphalt mixture shall be placed on the pavement shoulders where the outside edge of Top and Binder Course consist of an angle of 35° or flatter measured from finished grade to the preceding course surface. The shoulder edge wedge shall be constructed using a device attached to the screed to minimize hand work. The top of the tapered section shall be at the end of the shoulder width such that the tapered section will be an additional width of material outside of the paved shoulder width.
404-3.14 Pavement Evaluation. The Engineer will evaluate mixtures either placed or produced outside
the specification limits which results in low quality adjustment factors.
A.Plant Production. When plant production QAF is 0.85, the Engineer will evaluate the pavement section in accordance with §401 -3.10 Evaluation of Sublots Represented by 0.85 QAF to decide whether to keep it in place or not.
B.Pavement Density. When a QAF of a paving lot for 50 Series and 60 Series compaction method is calculated to be 0.60, the Engineer will evaluate the lot to determine if it can be left in place. The type of material produced (i.e. Binder, Top) and the location of use (i.e., mainline or a non-critical area) will be primary considerations in the determination of whether the asphalt pavement can be left in place. If it is determined that the asphalt mixture can be left in place, the Engineer will apply a QAF of 0.60. If the asphalt mixture cannot be left in place, the Engineer will instruct the Contractor to remove and replace the mixture at no additional cost to the State.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404-3.15 Pavement Defects. Upon completion of the asphalt mixture placement, the Engineer will ensure there are no visible defects in the pavement, such as ruts, ridges, roller marks, cracking, tearing, segregation, bleeding, or any other irregularities. The Contractor shall correct any defects that become apparent or replace the defective pavement at no additional cost to the State.
404-4 Method of Measurement
404-4.01 Asphalt. The quantity of asphalt mixture to be measured for payment will be measured in tons
and rounded to the nearest 0.01 tons. Requirements of §401 -4 shall apply.
404-4.02 Plant Production Quality Adjustment. Plant Production Quality Adjustments will be measured
in Quality Units determined for each day’s production using the daily Quality Adjustment Factor (QAF) for plant production. Also, this will be determined in accordance with §401 -3.07 Documentation . Quality Units for plant production quality adjustments will be calculated using the formula below. Quality Units = (Quality Adjustment Factor - 1.00) x Asphalt Placed (Tons) No plant adjustment will be made for temporary pavement, shim, permeable base items, and other miscellaneous items.
404-4.03 Pavement Density Quality Adjustment. Pavement Density Quality Adjustments will be
measured in Quality Units determined for each day’s production using the daily Quality Adjustment Factor (QAF) for pavement density. The quantity of asphalt mixture subject to adjustment will be determined from quantity placed on the mainline. The pavement density QAF will not apply to asphalt mixture placed on ramps with a uniform full width section less than 1500 feet, shoulders, widening, crossovers, and bridges. Payment in these areas will be a QAF of 1.00 based on satisfactory placement and compaction. When shoulders and mainline are placed together, the mainline quantity may be determined using typical sections shown in the contract documents. Quality Units for pavement density quality adjustments under 50 and 60 Series compaction methods will be calculated using the formula below. No pavement density quality adjustments will be made under 70 and 80 Series compaction methods. Quality Units = (Quality Adjustment Factor - 1.00) x Asphalt Placed (Tons)
A.50 Series Compaction QAF. The Engineer will determine the Percent Within Limits (PWL) for a paving lot in accordance with MP 404 -02 and determine the QAF in accordance with Table 404 -5 Quality Adjustment Factors for 50 Series and use the QAF to calculate the Quality Units for the accepted asphalt mixture quantity. A payment adjustment will be made using the Quality Unit Index Price to all the material placed on the traveled way for the day the pavement cores represent.
1.PWL Segment will be calculated for each of the density ranges in Table 404-6 Density Segment Pay Factors , using the standard deviation and average density for the lot. TABLE 404-5 QUALITY ADJUSTMENT FACTORS FOR 50 SERIES Percent Within Limits (PWL) Quality Adjustment Factor (QAF) PWL ≥93 > 93 1.05 PWL ≥93 (PWL Segment x Pay Factor Segment )1
404-4 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 404-6 DENSITY SEGMENT PAY FACTORS Density Segment Segment Pay Factor 88 – 90 0.60 90 – 91 0.70 91 – 92 0.80 92 – 93 0.90 93 – 94 1.00 94 – 100 1.05
B.60 Series Compaction QAF. The Engineer will determine QAF in accordance with Table 404 -7 Quality Adjustment Factors for 60 Series and use the QAF to calculate the Quality Units for the accepted asphalt mixture quantity. A payment adjustment will be made using the Quality Unit Index Price to all the material placed on the traveled way for the day the pavement cores represent. TABLE 404-7 QUALITY ADJUSTMENT FACTORS FOR 60 SERIES Average Pavement Core Density Quality Adjustment Factor Density≥93.0 1.00 88.0 ≤ Density < 93.0 QAF = 0.08 * Avg Core Density – 6.441 Density < 88.0 0.60
1.Quality Adjustment Factor rounded to two decimal places using ASTM standard.
404-4.04 Joint Density Quality Adjustment. The Engineer will determine the density of each joint core
and calculate the average percent of the mixture’s maximum theoretical density (%MMTD) of the longitudinal joint cores. The Engineer will measure the length of longitudinal joints, in linear feet, and determine the number of segments. A segment is defined as a 528-foot section of a joint. A partial segment of 264 feet or greater (≥ 0.5 of a segment) will be considered a full segment. The Engineer will determine the segment Quality Units (QU) from Table 404-8 Quality Adjustment for Longitudinal Joint Density based on the average density of the joint cores and calculate the total Quality Units using the formula below. Quality Units = Segment QUs X # of Segments A payment adjustment will be made using the Quality Unit Index Price to the longitudinal joint length on the traveled way for the day the joint cores represent. TABLE 404-8 QUALITY ADJUSTMENT FOR LONGITUDINAL JOINT DENSITY Average Core Density, % MMTD Segment Quality Units (QU) Density ≥ 93.0 4 86.0≤ Density <93.0 QU = 1.143*Avg Core Density – 102.31 Density <86 -4
1.Quality Unit rounded to a whole number using ASTM standard.
404-5 BASIS OF PAYMENT. The unit price bid for all asphalt mixture shall include the cost of all
labor, materials, and equipment necessary to satisfactorily complete the work, including cleaning of pavement, extracting the pavement cores, filling, and compaction of all core holes. Application of tack
404-4 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 coat, joint adhesive, and repairs of pavement, and filling of cracks will be paid separately except when the joint adhesive is applied under §404 -3.01E. Payment of Quality Adjustments will be made based on the number of Quality Units multiplied by the fixed index price for Quality Adjustment to asphalt Items listed in the contract documents for the quantity placed on the day the Quality Units represent. Payment will be made under: Item No. Item Pay Unit 404.011901 Type 2 F9, Asphalt -Treated Permeable Base Course Ton 404.017901 Truing & Leveling F9, Asphalt, 70 Series Compaction Ton 404.018901 Truing & Leveling F9, Asphalt, 80 Series Compaction Ton 404.058901 Shim Course F9, Asphalt Ton 404.068101 6.3 F1 Top Course Asphalt, 80 Series Compaction Ton 404.068201 6.3 F2 Top Course Asphalt, 80 Series Compaction Ton 404.068301 6.3 F3 Top Course Asphalt, 80 Series Compaction Ton 404.095101 9.5 F1 Top Course Asphalt, 50 Series Compaction Ton 404.095201 9.5 F2 Top Course Asphalt, 50 Series Compaction Ton 404.096101 9.5 F1 Top Course Asphalt, 60 Series Compaction Ton 404.096201 9.5 F2 Top Course Asphalt, 60 Series Compaction Ton 404.096301 9.5 F3 Top Course Asphalt, 60 Series Compaction Ton 404.097101 9.5 F1 Top Course Asphalt, 70 Series Compaction Ton 404.097201 9.5 F2 Top Course Asphalt, 70 Series Compaction Ton 404.097301 9.5 F3 Top Course Asphalt, 70 Series Compaction Ton 404.098101 9.5 F1 Top Course Asphalt, 80 Series Compaction Ton 404.098201 9.5 F2 Top Course Asphalt, 80 Series Compaction Ton 404.098301 9.5 F3 Top Course Asphalt, 80 Series Compaction Ton 404.098901 9.5 F9 T&L or Shoulder Course Asphalt, 80 Series Compaction Ton 404.125101 12.5 F1 Top Course Asphalt, 50 Series Compaction Ton 404.125201 12.5 F2 Top Course Asphalt, 50 Series Compaction Ton 404.126101 12.5 F1 Top Course Asphalt, 60 Series Compaction Ton 404.126201 12.5 F2 Top Course Asphalt, 60 Series Compaction Ton 404.126301 12.5 F3 Top Course Asphalt, 60 Series Compaction Ton 404.127101 12.5 F1 Top Course Asphalt, 70 Series Compaction Ton 404.127201 12.5 F2 Top Course Asphalt, 70 Series Compaction Ton 404.127301 12.5 F3 Top Course Asphalt, 70 Series Compaction Ton 404.128101 12.5 F1 Top Course Asphalt, 80 Series Compaction Ton 404.128201 12.5 F2 Top Course Asphalt, 80 Series Compaction Ton 404.128301 12.5 F3 Top Course Asphalt, 80 Series Compaction Ton 404.128901 12.5 F9 T&L or Shoulder Course Asphalt, 80 Series Compaction Ton 404.125901 12.5 F9 Binder Course, 50 Series Compaction Ton 404.126901 12.5 F9 Binder Course, 60 Series Compaction Ton 404.127901 12.5 F9 Binder Course, 70 Series Compaction Ton 404.195901 19 F9 Binder Course Asphalt, 50 Series Compaction Ton 404.196901 19 F9 Binder Course Asphalt, 60 Series Compaction Ton 404.197901 19 F9 Binder Course Asphalt, 70 Series Compaction Ton 404.198901 19 F9 Binder Course Asphalt, 80 Series Compaction Ton 404.255901 25 F9 Binder Course Asphalt, 50 Series Compaction Ton 404.256901 25 F9 Binder Course Asphalt, 60 Series Compaction Ton 404.257901 25 F9 Binder Course Asphalt, 70 Series Compaction Ton 404.258901 25 F9 Binder Course Asphalt, 80 Series Compaction Ton
405-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 404.376901 37.5 F9 Base Course Asphalt, 60 Series Compaction Ton 404.377901 37.5 F9 Base Course Asphalt, 70 Series Compaction Ton 404.378901 37.5 F9 Base Course Asphalt, 80 Series Compaction Ton 404.418901 9.5 F9 Temporary Top Course Asphalt, 80 Series Compaction Ton 404.428901 12.5 F9 Temporary Top Course Asphalt, 80 Series Compaction Ton 404.438901 19 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.448901 25 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.458901 37.5 F9 Temporary Binder Course Asphalt, 80 Series Compaction Ton 404.000011 Plant Production Quality Adjustment to Asphalt Items Quality Unit 404.000021 Pavement Density Quality Adjustment to Asphalt Items Quality Unit 404.000031 Longitudinal Joint Density Quality Adjustment to Asphalt Items Quality Unit SECTION 405 - COLD MIX BITUMINOUS PAVEMENT (OPEN GRADED)
405-1 DESCRIPTION. This work shall consist of constructing one or more courses of cold mix
bituminous pavement on a prepared base in accordance with these specifications and in substantial conformance with the lines, grades, thicknesses, and typical cross -sections shown o n the plans or established by the Engineer.
405-2 Materials
405-2.01 Bituminous Material. The bituminous materials required for mixing and for sealing shall meet
the requirements of section 702, Bituminous Materials. The type and grade of bituminous material shall be that indicated on the plans or in the proposal.
405-2.02 Aggregates. The aggregates shall be Department approved aggregates meeting the
requirements of § 703 -02, Coarse Aggregates, for the sizes specified. Screened gravel shall not be permitted unless specified on the plans or in the proposal.
405-2.03 Composition of Mixtures. The bituminous cold mix shall be composed of a mixture of
aggregate and bituminous material as ordered and approved by the Engineer. The mix shall be proportioned as specified in Table 405 -1, Composition of Cold Bituminous Mixtures. TABLE 405 -1 COMPOSITION OF COLD BITUMINOUS MIXTURES Sieve Size Mixes Type 1 General Limits % passing1 Type 2 General Limits % passing1 Type 3 General Limits % passing1 2 in - - 100 1 1/2 in - 100 75-100 1 in 100 90-100 50-80 1/2 in 90-100 15-45 0-15 1/4 in 15-45 0-10 - 1/8 in 0-10 - - No. 200 0-1.0 0-1.0 0-1.0 Bituminous Material2,3 4.7-7.0 4.0-6.0 3.5-5.5 Description Open, Coarse Texture Open, Coarse Texture Open, Coarse Texture Typical Uses Surface Course Intermediate Base Course
405-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1 Percentage based on total aggregate weight.
2.Total Emulsion Percentage based on total mix weight. 3 When crushed air -cooled blast furnace slag aggregate is selected, the above bituminous material content shall be increased approximately 25%.
405-3 Construction Requirements
405-3.01 Weather Limitations. Bituminous material or mixture shall not be applied on any soft
surfaces, when the surface is wet, when the temperature of the surface on which the mi xture is to be placed is below 45°F , or when other weather conditions would prevent proper construction of the pavement.
405-3.02 Equipment. The following equipment shall be required:
A.Either central pugmill mixer and bituminous paver or Travel plant mixer
B.Bituminous material distributor
C.Steel wheeled roller, 8-12 Ton or Approved vibratory roller
D.Chip spreader
E.Power broom
F.Motor grader, if required
G.Miscellaneous equipment to perform the work All equipment and the condition of the equipment for this work shall be subject to approval of the Engineer at all times. Mixing shall be done with a rotating twin paddle shaft pugmill providing suitable pressure -kneading action in mixing. Mixing by blading, shoveling and/or scooping will not be permitted. The materials shall be mixed either by the travel mix plant method or in a central pugmill mixer. The mixer shall be either a continuous traveling type, central continuous or batch type pugmill designed to accurately proportion wither by volume or by weight, so that when the aggregate and bituminous materials are incorporated in the mix, a thorough and uniform coating will result. The mixer shall be equipped to mechanically or electrically interlock the bituminous feed with the aggregate feed such that uniformity of the mixture is assured at all times. The pugmill mixer, either traveling or central type, shall be provided with weighing, volumetric or other gauging equipment which shall be capable of providing accurate control at all times of the amount of aggregate entering the mixer per time interval. On the central continuous type pugmill a mechanic ally operated discharge hopper of at least 1 cubic yard capacity shall be provided. The mixer shall be equipped with a positive displacement metering system capable of totalizing the quantity of bituminous material applied to the mixing chamber.
405-3.03 Preparation of the Base. The roadway surface to be covered shall be free from holes,
depressions, bumps, waves and corrugations. Any unsuitable surface areas shall be repaired by replacement of the unstable materials or by patching with a material to produce a tight surface hav ing the same elevation as the surrounding surface. The roadway surface shall be broomed when ordered by the Engineer to remove loose material.
405-3 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 405-3.04 Mixing and Spreading. The aggregate and asphalt shall be thoroughly mixed so that the bituminous material is uniformly distributed throughout and all aggregate particles are uniformly coated. The mixture shall be deposited on the prepared base either in a windrow at the back of the travel mixer or mechanically spread in a uniform layer so as to produce the specified thickness after compaction. If deposited in a windrow, it shall be spread over the entire roadway surface by motor grader or other approved spreader to produce the specified thickness after compaction. The maximum allowable compacted thickness shall be 2 inch es for the Type 1 mix (Table 405 -1) and 4 inches for the Type 2 and Type 3 mixes (Table 405 -1).
405-3.05 Compaction. After spreading, the mixture shall be thoroughly and uniformly compacted with a
self-propelled steel -wheeled roller or an approved vibratory roller to obtain a thoroughly compacted pavement. The number of roller passes to achieve the desired compaction shall be approved by the Engineer.
405-3.06 Surface Testing. The finished surface of the pavement shall be tested with a 16 foot straight
edge laid parallel with the center line of the pavement. Any area exceeding a 1/4 inch variation from the surrounding area shall be satisfactorily corrected or removed and replaced.
405-3.07 Pavement Sealing. Either prior to initial compaction or immediately after compacting the mix,
No. 1A size key stone meeting the requirements of § 703 -02, Coarse Aggregates, shall be uniformly spread upon the surface at the rate of 10 to 15 lb/sy and the course rolled. No. 1 size key stone meeting the requirements of § 703 -02, Coarse Aggregates, at the rate of 10 to 20 lb/ sy, may be used for key stone on the base course mixes. After placement of the No. 1A size key stone, the pavement shall be opened to traffic for a mini mum of 3 days before placing the seal coat. Prior to the application of the seal coat, the pavement surface shall be thoroughly swept and cleaned of all excess material. The seal coat shall be bituminous material asphalt emulsion meeting the requirements of § 702 -3101 or § 702 -4101 applied at the r ate of 0.3 to 0.5 gal/sy (Type 1 mix, Table 405 -
1.or 0.5 to 0.65 gal/sy (Type 2 mix, Table 405 -1). This shall be immediately followed by an application of No. 1A cover aggregate at the rate of 15 to 20 lb/sy which shall then be rolled. In the case where multiple lifts of Cold Mix Bituminous Pavements are used, only the surface of the top course shall require a seal coat. In multiple lift construction, each lift requires an application of key stone to fill voids in the mat.
405-4 METHOD OF MEASUREMENT. The bituminous cold mix pavement shall be meas ured by the
number of tons of compacted aggregate, including key and cover stone, placed in accordance with the specifications. The liquid bituminous material shall be measured by the liter.
405-5 BASIS OF PAYMENT. The unit price bid per ton shall include the preparation of base, the cost
of furnishing all the aggregate, the mixing, placing, compaction and all labor and equipment necessary to complete the work. The bituminous material will be paid for under its appropriate item. Payment will be made under: Item No. Item Pay Unit 405.01 Cold Mix Bituminous Pavem ent (Open Graded) Ton SECTION 406 ASPHALT PAVEMENT WITH POLYMER FIBERS
406-1 DESCRIPTION. The work shall include the production and placement of warm mix asphalt with
polymer fibers.
407-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 406-2 MATERIALS. Material requirements shall be as specified in the special specifications.
406-3 CONSTRUCTION DETAILS. The construction requirements shall be as specified in the special
specifications.
406-4 METHOD OF MEASUREMENT. As specified in the special specifications.
406-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 407 - TACK COAT
407-1 DESCRIPTION. This work shall consist of preparing and treating an existing Portland cement
concrete surface or asphalt pavement surface with tack coat in accordance with the Contract documents and as directed by the Engineer.
407-2 MATERIALS. The tack coat shall meet the applicable requirements of §702. Use of alternative
tack coat material requires prior approval by the Director, Materials Bureau.
407-3 Construction Details.
407-3.01 Equipment. A distributor shall be used for applying tack coat. The distributor shall be capable
of applying the tack coat uniformly on variable widths of surface up to 15 feet. The distributor equipment shall include a quantity measuring system and a thermometer for measuring temperature of tank contents. Prior to being used on a project, this equipment shall be calibrated in accordance with ASTM D 2995 Standard Practice for Estimating Application Rate of Bituminous Distributors or an equivalent calibration procedure acceptable to the Engineer . The Engineer will witness the equipment calibration or require the Contractor to provide documentation certifying the calibration. Distributors shall be equipped with circulation spray bars which shall be adjustable both laterally and vertically. An attached bristle broom that drags on the pavement behind the spray bars may be attached to the distributor. If the broom is used, it shal l be adjustable laterally and vertically so that the full width of the applied tack coat is bristled uniformly into the pavement surface. A bituminous material sampling valve shall be attached to the distributor. The distributor tank shall be equipped with an agitator that is capable of ensuring the tack coat remains homogeneous. Tack coat stored in the distributor tank shall be heated and maintained at a temperature between 85ºF and 160ºF. Hand operated spray units will be permitted only in areas where the use of a distributor is impractical. The Engineer will determine the final acceptance of all equipment used for applying the tack coat.
407-3.02 Application of Tack Coat. The tack coat contained in the distributor tank shall be
homogeneous. The tack coat shall be applied to a prepared clean pavement. Material shall be applied uniformly across the width of the designated area. The tack coat shall not be applied on a wet pavement surface or when the pavement surface temperature is below 40°F. The application rate shall be as determined in Table 407 -1 Tack Coat Application Rates . These are recommended application rates for tack coat on various surface types and may be modified by the Engineer.
407-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 407 -1 – TACK COAT APPLICATION RATES Surface Type Application Rate (gal/yd2) Diluted Tack Coat Straight Tack Coat New Asphalt Pavement 0.05 - 0.06 0.03 - 0.04 Milled Surfaces and Existing Asphalt Pavement 0.08 - 0.10 0.05 - 0.06 Portland Cement Concrete 0.08 - 0.10 0.05 - 0.06 Vertical Surfaces (curbs, drainage structures, and appurtenances) 0.09 - 0.11 0.06 - 0.07
407-3.03 Sampling. The Engineer will request samples from the Contractor at the frequency listed in
Materials Method 702 -2 Asphalt Emulsion - Quality Assurance . The Engineer will witness the Contractor sampling the material. The sample will represent all material from the same certified lot, placed that day.
407-4 METHOD OF MEASUREMENT. The quantity to be measured for payment will be in gallons of
tack coat measured at 60ºF to the nearest gallon. The following formula will be used to calculate material quantity at 60ºF: Volume @ 60ºF = Volume D x [1 - (ΔT x 0.00025)] ΔT = Delivered Temperature (ºF) - 60 Volume D = Quantity at Delivered Temperature (gallons)
407-5 BASIS OF PAYMENT. The unit price bid per gallon for tack coat shall include the cost of all
labor, materials, and equipment necessary to satisfactorily complete the work. The Regional Materials Engineer will evaluate material represented by failing samples. If the Engineer elects to leave the material in place, the Contractor shall receive a pay reduction of 75% of the tack bid price, for the pavement section represented b y the failing sample. Payment will be made under: Item No. Item Pay Unit 407.0102 Diluted Tack Coat Gallon 407.0103 Straight Tack Coat Gallon SECTIONS 408 AND 409 (VACANT) SECTION 410 – CHIP SEAL (Last Revised September, 2016)
410-1 DESCRIPTION. This work shall consist of the construction of a single course chip seal for
pavements and/or shoulders in accordance with the contract documents.
410-2 Materials
410-2.01 Bituminous Materials. The bituminous material shall meet the applicable requirements of
Section 702.
A.Bituminous Material – Pavement and Shoulders. Ensure that the bituminous material is compatible with the selected aggregate; use item 702 -3101P, 702 -3102P or 702 -4101P.
410-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Bituminous Material – Shoulders. For shoulders only, the Contractor shall use item 702 -3301P or 702-4201P.
C.Fog Seal. The Contractor shall provide material meeting the requirements of Section 702, Table 702-7, Diluted Tack Coat; or use an alternate material approved by the Director, Materials Bureau.
410-2.02 Aggregates. The aggregate shall conform to the requirements of §703-02, Coarse Aggregates,
except as modified herein. The aggregate size shall be No. 1ST or No. 1A, as specified. The aggregate’s flakiness index shall meet the requirements of Materials Method 410, Chip Seal Mix Design .
A.Aggregate – Pavement. The aggregate shall meet one of the following requirements:
1.Limestone or a blend of limestone and dolomite having an acid insoluble residue content not less than 20.0%
2.Dolomite.
3.Sandstone, granite, chert, trap rock, ore tailings, or other similar non -carbonate materials.
4.Use gravel or blend two or more of: gravel, limestone, dolomite, sandstone, granite, chert, trap rock, ore tailings, or other similar materials to meet the following requirements:
a.Size 1ST Aggregate. Produce a final blend having noncarbonate plus 1/4 inch particles comprising at least 20.0% of the total aggregate by weight with adjustments to equivalent volumes for materials of different specific gravities.
b.Size 1A Aggregate. Produce a final blend having noncarbonate plus 1/8 inch particles comprising at least 20.0% of the total aggregate by weight with adjustments to equivalent volumes for materials of different specific gravities.
B.Aggregate - Shoulders. The aggregate shall conform to the requirements of §703-02, Coarse Aggregates.
C.Stockpile. Build an aggregate stockpile at a location approved by the Engineer. When blending multiple aggregates, use automated proportioning and blending equipment to produce a uniformly graded stockpile.
410-2.03 Cover Sand. Use cover sand conforming to the requirements of §703-01, Fine Aggregate or
§703-02, Coarse Aggregate except as modified in Table 410 -1 Cover Sand. Table 410 -1 Cover Sand Screen Size Percent Passing 1/8 90-100 No. 200 0-3
410-2.04 Material Sampling and Testing
A.Aggregate Stockpile.
1.Contractor Testing. The Contractor shall perform the following tests and submit the results to
410-2 05
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 the Regional Materials Engineer.
a.Obtain three samples, according to ASTM D75, Standard Practice for Sampling Aggregates . Each sample must contain material from each face of the stockpile.
b.Test samples in accordance with AASHTO T 11, Materials Finer than #200 Sieve in Mineral Aggregates by Washing , and AASHTO T 27, Sieve Analysis of Fine and Coarse Aggregates . Test results shall be based on the average of three tests.
c.When required, sample and test the aggregate in accordance with Materials Method 28, Friction Aggregate Control and Test Procedures .
d.Determine the aggregate’s flakiness index as defined by Materials Method 410, Chip Seal Mix Design .
2.Department Testing and Approval. The Department may elect to sample the aggregate stockpile prior to allowing the Contractor to begin work. Aggregate is subject to quality assurance (QA) testing by the Regional Materials Engineer. Each day of work, the Department will witness and take possession of an aggregate sample obtained by the Contractor. The sample will be taken from the portion of the stockpile to be used in that day’s production, and represent the entire quantity of aggregate placed that day. The Department will evaluate any material failing QA testing to determine if it will be left in place. Material represented by a sample failing QA testing that is left in place will be subject to pay reductions. Samples shall meet appropriate friction values. All chip seal previously placed with material from a stockpile rejected for non -carbonate or acid insoluble residue content will be rejected.
B.Cover Sand. Sampling and gradation testing of cover sand shall be performed according to the requirements of 410 -2.04 A.1. Copies of test results shall be furnished to the Department prior to applying the cover sand.
C.Bituminous Material. Bituminous material is subject to QA testing by the Materials Bureau. The Engineer will evaluate any material failing QA testing to determine if it will be left in place. Material represented by a sample failing QA testing that is left in place will be subject to pay reductions.
410-2.05 Mix Design. Complete a mix design for pavements and/or shoulders in accordance with
Materials Method 410. A shoulder mix design is required when Contractor operations require the shoulder to be treated separately from the mainline. Mix designs shall be submitted to th e Engineer a minimum of two weeks prior to the start of the work.
410-3 Construction Details
410-3.01 General
A.Weather and Seasonal Limitations. Chip Seal shall be placed during the period from May 1st through September 7th. Material shall not be applied to a pavement surface when the:
1.Surface has standing water or is saturated.
2.Surface temperature is less than 60°F.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. Ambient temperature is less than 50°F.
4.Weather conditions would prevent proper construction of the chip seal.
B.Equipment. All equipment shall be maintained in satisfactory working conditions at all times.
1.Sweepers
a.Self -propelled Rotary Power Broom. The self -propelled rotary power broom shall be designed, equipped, maintained and operated so the pavement surface can be swept clean.
b.Self -propelled Pick Up Broom or Vacuum Sweeper. The self -propelled equipment shall be designed, equipped, maintained and operated so that the pavement can be swept clean. Excess aggregate shall be contained in an onboard hopper and disposed of.
2.Bituminous Material Distributor
a.The distributor shall be equipped, maintained, and operated so that bituminous material can be applied uniformly on variable widths up to 15 feet; and at controlled temperature and rates from 0.05 to 0.55 gallons per square yard. Prior to starting work, th e distributor shall be calibrated for transverse and longitudinal application rate by ASTM D 2995, Standard Practice for Estimating Application Rate of Bituminous Distributors , or an equivalent method approved by the Engineer. The Engineer will witness the equipment calibration or require the Contractor to provide documentation certifying the calibration. b.The distributor shall uniformly apply the bituminous material at the specified rate with a maximum allowable variation of 0.02 gallons per square yard.
c.Distributor equipment shall include accurate volume measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with full circulation spray bars adjustable laterally and vertically. The distributor shall be equipped with a bituminous material sampling valve.
3.Aggregate Spreader The aggregate spreader shall be a self -propelled unit capable of uniformly spreading the aggregate at the required rate on a minimum width of 6 inches wider than the width of the lane to be treated. Prior to starting work, the spreader shall be calibrated using ASTM D 5624, Standard Test Method for Determining the Transverse -Aggregate Spread Rate for Surface Treatment Applications . The Engineer will witness the equipment calibration or require the Contractor to provide documentation c ertifying the calibration.
4.Pneumatic Tire Roller Pneumatic tire rollers shall be self -propelled and have oscillating wheels with smooth tread tires and will have a minimum ground contact pressure of 80 psi. The tire pressure for all wheels shall be uniform within ± 5 psi. The rollers shall be operated at a maximum speed of 5 mph. Refer to Table 410 -2 Number of Rollers for the minimum number of rollers required.
C.Surface Preparation. Perform all surface preparations prior to applying the chip seal.
1.Thoroughly clean the entire area to be overlaid of dirt, oil, and other foreign materials. Remove all debris and standing water.
410-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Cover all manhole covers, water boxes, catch basins, and other such utility structures within the area being treated with plastic, building felt, or other material approved by the Engineer. Remove the covers each day.
3.The Contractor shall remove pavement markings.
410-3.02 Chip Seal
A.Application of Bituminous Material. Bituminous material shall be applied in a uniform, continuous spread over the section to be treated and within the temperature range recommended by the manufacturer. The Contractor shall document and report to the Engineer any field changes in application rates from the mix design submittal. Where longitudinal joints are to occur, the application of bituminous material from the initial pass shall extend 6 inches beyond the area to be covered with aggregate. Subsequent passes of the bituminous spreader shall overlap the exposed bituminous material an d the edge of the initial aggregate pass. Uncovered bituminous material shall not be exposed to traffic. All bituminous material shall be covered with aggregate before opening to traffic. The distributor shall be moving forward at proper application speed at the time the spray bar is opened. If any skipped areas or deficiencies occur, the operation shall be immediately stopped. The bituminous material shall not be applied more than 200 feet in advance of the self -propelled aggregate spreader. The distributor, when not spreading, shall be parked so that the spray bar or mechanism will not drip bituminous material on the surface of the roadway.
B.Application of Cover Aggregate. Immediately following the application of the bituminous material, cover aggregate shall be spread at the rate established by the Contractor in the mix design. The Contractor shall document and report to the Engineer any field changes in application rates f rom the mix design submittal. Spreading shall be accomplished in such a manner that construction equipment or other vehicles shall not drive on the uncovered and newly applied bituminous material. Any free bituminous mate rial on the surface caused by a deficient amount of cover aggregate shall be covered by broadcasting additional aggregate over the deficient area. Longitudinal joints shall be parallel to the centerline. Ensure that longitudinal joints will correspond with the edges of the proposed traffic lane. Where any construction joint occurs, the edges shall be broomed back and blended so there are no gaps and the elevations are the same, and free from ridges and depressions. Initial rolling of cover aggregate shall occur within 5 minutes after the application of bituminous material. Cover aggregate shall receive a minimum of three roller passes within 30 minutes of bituminous material application. Use Table 410 -2 Number of Rol lers to determine the minimum number of rollers required: Table 410 -2 Number of Rollers Overlay width (feet) Number of Rollers (minimum) ≤ 6 1 > 6 ≤ 9 2 > 9 ≤ 12 3 > 12 4
C.Sweeping. Prior to opening the roadway to unguided traffic, sweep loose stone from the newly treated surface. Additional sweeping shall be performed as directed by the Engineer during a 5 -day
410-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 period following placement of the chip seal.
D.Opening to Traffic. After chip seal application, controlled traffic may be permitted at the Contractor’s option. Traffic shall be maintained at a speed not to exceed 15 mph for a period of 3 hours after placement of the chip seal by the use of pilot vehicles or an alternative method approved by the Engineer.
1.Traffic Advisory Signs - immediately after completion of the chip seal, the section shall be signed with black on orange W8 -7 LOOSE STONE signs and black on orange 30 MPH W13 -1P advisory speed plaques for a period of seven days. The warning sign and the advisory speed plaque shall be installed on the same post as specified in the MUTCD. The signs shall be posted at ½ mile intervals. The first sign shall be posted in adva nce of the section in accordance with the MUTCD. The day and night visibility of the sign assemblies shall be enhanced by either 18 inch square orange flags for daytime visibility and low intensity Type A flashing warning lights for night visibility or high intensity Type B flashing warning lights for 24 hour visibility. Use Table 410 -3 Pilot Vehicles to determine the number of pilot vehicles required: Table 410 -3 Pilot Vehicles Lane Miles Surfaced In Previous Three Hours Number of Pilot Vehicles < 2 1 ≥ 2 2
E.Application of Fog Seal. Prior to applying fog seal, the surface shall be swept. Follow the requirements of Application of Bituminous Material. The fog seal application rate is 0.05 to 0.15 gallons per square yard.
F.Application of Cover Sand. Within 5 minutes of applying the fog seal, spread the cover sand uniformly over the fog seal at an application rate of 2 -5 pounds per square yard.
G.Opening to Traffic After Fog Seal and Cover Sand. The Contractor shall determine when traffic may be permitted on the treated chip seal. More time may be required for areas with limited exposure to sunlight.
410-4 METHOD OF MEASUREMENT. The quantity of chip seal to be measured for payment will be
square yards of material in place, making no deductions for minor untreated areas such as catch basins and manholes. The bituminous material for the chip seal will be measured by the number of 60°F gallons incorporated in the work. The bituminous material for the fog seal will be measured by the number of 60°F gallons incorporated in the work. The following formula will be used to calculate bituminous material quantity at 60°F: Volume @ 60°F = Volume D x [1 - (ΔT x 0.00025)] Where: ΔT = Delivered Temperature (°F) – 60 Volume D = Quantity Delivered (gallons)
410-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Cover Sand will be measured by the number of square yards of material in place, making no deductions for minor untreated areas such as catch basins and manholes.
410-5 BASIS OF PAYMENT. The unit price bid per square yard for chip seal shall include the cost of
all labor, materials and equipment necessary to perform the work. Pavement cleaning, pavement marking removal, work zone traffic control and pilot vehicles will be paid for separate ly. If QA test results for aggregate exceed the rejection limit in Table 410 -4, the Regional Materials Engineer will evaluate if the material can remain in place. If the material is left in place, the chip seal item will be subject to a reduction in payment ac cording to Table 410 -4: TABLE 410 -4 CHIP SEAL PAY TABLE 1ST Aggregate Pay Reduction Rejection Limit % Passing 1/2 Sieve (100 – X) * 10 < 97 1/4 Sieve (X – 15) * 5 > 20 200 Sieve (X – 1.5) * 50 > 2 Flakiness Index (X – 25) * 5 > 30 1A Aggregate Pay Reduction Rejection Limit % Passing 1/2 Sieve (100 – X) * 10 < 97 1/4 Sieve (90 – X) * 5 < 85 1/8 Sieve (X – 15) * 5 > 20 200 Sieve (X – 1.5) * 50 > 2 Flakiness Index (X – 25) * 5 > 30 X = QA % Passing test value. Negative values indicate full payment. The QA results for the 200 sieve and Flakiness Index will be calculated to the nearest tenth. All other QA values will be rounded to the nearest whole number. Bituminous material used for chip seal will be paid for under a separate item as the number of 60°F gallons of material used. Bituminous material for the fog seal will be paid for under a separate item as the number of 60°F gallons of material used. The Engineer will evaluate any bituminous material failing QA testing to determine if it will be left in place. If the material is left in place, the bituminous material will be subject to a reduction in payment according to Table 410 -5: Table 410 -5 Bituminous Material Pay Table Number of Failing QA Test Results Pay Reduction of Bituminous Material Item 1 15% 2 25% Cover sand will be paid for under a separate item.
411-2 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 410.10 Chip Seal (1A) Square Yard 410.20 Chip Seal (1ST) Square Yard 410.30 Bituminous Material (Chip Seal) Gallons 410.40 Bituminous Material (Fog Seal) Gallons 410.50 Cover Sand Square Yard 410.60 Pick Up Broom or Vacuum Sweeper Each SECTION 411 - STABILIZED GRAVEL SURFACE COURSE (Last Revised January, 2020)
411-1 DESCRIPTION. The work shall consist of placing a stabilized gravel surface course with
additive, if specified, on a prepared base in accordance with these specifications and in conformance with the lines and grades shown on the plans or as directed by the Engineer.
411-2 Materials
411-2.01 Gravel. The gravel shall conform to the following gradation requirements:
Sieve Size Percent Passing by Weight 2 in 100 1/4 in 30 - 65 No. 200 10 - 20 Particles passing the No. 40 sieve size shall have a maximum liquid limit of 30 and a plasticity index ranging from 3 to 8. The maximum loss in 4 cycles of the Magnesium Sulfate Soundness Test shall be
30.If the gravel as obtained from the bank is deficient in any of the requireme nts specified, such deficiency shall be corrected by screening, processing and/or blending with other acceptable materials before stockpiling. The requirements of § 733-04 B , Stockpiling shall apply to all gravel furnished for t his work.
411-2.02 Chemical Additives. Chemical additives, if required, shall meet the applicable requirements of
the following subsections: Calcium Chloride 712-02 Sodium Chloride 712-03
411-3 Construction Details
411-3.01 Placement. After the base has been brought to grade and cross section, as shown on the plans,
thoroughly compacted, and approved by the Engineer, the Contractor shall place the stabilized gravel surface course. When calcium or sodium chloride additives are specified, they shall be added by an approved mechanical distributor after the gravel has been spread and prior to the addition of water. Calcium chloride shall be added in the amount of 1/2 pound per square yard per inch of compacted thickness of the course. Sodium chloride shall be added at a rate of 2 pounds per square yard per inch of compacted thickness of the course which is equivalent to approximately 2% of sodium chloride based on dry weight of aggregate. Water shall then be added to the material in amounts as directed by the Engineer. If the Contractor so elects, only the calcium chloride may be added to the gravel material as a water solution. In such cases the Contractor shall submit to the Engineer a detailed description in writing of the
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 proposed procedure of operations. Construction shall not be started until the Engineer`s approval is obtained in writing.
411-3.02 Mixing
A.Gravel Without Additive. Water shall be thoroughly dispersed by any appropriate methods which will insure a uniform consistency and moisture content within the limits for proper compaction.
B.Gravel With Additive. The water and the chemical additive shall be thoroughly and uniformly incorporated with the gravel for the full depth of the course, by mixing with an approved power - driven rotary type mixing machine. Mixing shall continue until the material is of unif orm composition. The Contractor may elect to mix the materials in an approved plant of the pugmill type. Mixing by blading, shoveling and/or scooping will not be permitted.
411-3.03 Compaction. When the in -place material is of uniform consistency and has a moisture content
within the limits for proper compaction, as determined by the Engineer, it shall be thoroughly compacted by the use of self -propelled pneumatic tired or vibratory compactor i n accordance with the requirements of Section 203, Compaction . During the compaction operation, light grading shall be done as required to maintain the surface of the course true to grade and cross -section. In confined areas, inaccessible to rollers, mechanical rammers shall be used to obtain the compaction required in §203 -3.03C. The finished surface of the stabilized gravel course shall be rolled in a float of free water with a smooth steel wheeled roller weighing not less than 10 tons. In all cases, the material must be so thoroughly compacted that it will not displace under the roller. This course shall not be placed in excess of 500 linear feet without being shaped, compacted and finish rolled. When posts for guide railing are to be installed adjacent to a stabilized gravel surface course, extreme care shall be taken during installation of the posts so that the stabilized gravel surface course is not disturbed.
411-3.04 Surface Preparation for Treatment
A.Calcium Chloride Stabilized Gravel Surface Course. After the calcium chloride stabilized gravel surface course has been completed, water shall be applied to the surface in amounts as directed by the Engineer. Immediately following the application of water, calcium chloride shall be applied on the surfa ce with an approved mechanical spreader at the rate of 1/2 pound per square yard .
B.Sodium Chloride Stabilized Gravel Surface Course. After the sodium chloride stabilized gravel surface course has been brought to final grade and cross section and rolling has been completed, the course shall be permitted to cure for a minimum of 10 day s at a minimum temperature of 60°F before any additional pavement courses are applied. The cured completed surface course shall be broomed to remove dust, before application of the overlying course.
C.Gravel Without Additive. No surface preparation required for treatment.
411-4 METHOD OF MEASUREMENT. The quantity for payment, in cubic yards of material, shall be
computed within the payment lines shown on the plans or otherwise ordered in writing by the Engineer, and in accordance with the plans and specifications.
411-5 BASIS OF PAYMENT. The unit bid price per cubic yard shall include the cost of furnishing all
labor, materials and equipment necessary to complete the work, except that the water, the calcium chloride, and the sodium chloride shall be paid for under their appropriate items. No direct payment will
411-3 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 be made for any losses of material which may result from shrinkage, compaction, foundation settlement, waste, overflow, erosion, leakage, or any other causes; the cost of such losses shall be included in the price bid for this work. Payment will be made under: Item No. Item Pay Unit 411.01 Stabilized Gravel Surface Course Cubic Yard 411.02 Calcium Chloride Stabilized Gravel Surface Course Cubic Yard 411.03 Sodium Chloride Stabilized Gravel Surface Course Cubic Yard SECTION 412 - CRACK SEALING ASPHALT PAVEMENTS
412-1 DESCRIPTION. The work in this section shall include work required for crack sealing asphalt
pavements.
412-2 MATERIALS. Materials shall be as specified in the special specifications.
412-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
412-4 METHOD OF MEASUREMENT. As specified in the special specifications.
412-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 413 - MICRO -SURFACING
413-1 DESCRIPTION. The work in this section shall include work required for micro -surfacing.
413-2 MATERIALS. Materials shall be as specified in the special specifications.
413-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
413-4 METHOD OF MEASUREMENT. As specified in the special specifications.
413-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 414 - QUICK -SET SLURRY
414-1 DESCRIPTION. The work in this section shall include work required for quick -set slurry.
414-2 MATERIALS. Materials shall be as specified in the special specifications.
414-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
414-4 METHOD OF MEASUREMENT. As specified in the special specifications.
414-5 BASIS OF PAYMENT. As specified in the special specifications.”
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 415 - PAVER PLACED SURFACE TREATMENT
415-1 DESCRIPTION. The work in this section shall include work required for paver -placed surface
treatment.
415-2 MATERIALS. Materials shall be as specified in the special specifications.
415-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
415-4 METHOD OF MEASUREMENT. As specified in the special specifications.
415-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 416 - COLD RECYCLING
416-1 DESCRIPTION. The work in this section shall include work required for cold recycling.
416-2 MATERIALS. Materials shall be as specified in the special specifications.
416-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
416-4 METHOD OF MEASUREMENT. As specified in the special specifications.
416-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 417 – ASPHALT PAVEMENT USING RECYCLING TREATMENTS
417-1 DESCRIPTION. This specification includes two processes for in -place recycling asphalt
pavements: heater scarification (HS) and hot -in-place recycling (HIPR). The asphalt pavement surface is heated using specialized equipment to soften the asphalt. In the HS process, the softened asphalt pavement surface is scarified to a specified depth as detailed in the contract documents. The scarified asphalt pavement is then mixed with a recycling agent that rejuvenates the asphalt. This mix is then placed and compacted back onto the roadway. The scarified l ayer must be overlaid. In the case of the HIPR, the multi -step recycling process of the existing pavement includes heating, milling, and adding a recycling agent to rejuvenate the asphalt; then mixing, placing, and compacting the mixture. The resulting recycled pavement does not require an overlay. If the contract documents require the addition of virgin asphalt 19.0 mix during the HIPR process, then the resulting pavement will require an overlay.
417-2 Materials
417-2.01 Recycling Agent. Use a recycling agent specifically designed as a rejuvenator meeting the
requirements outlined in Section 702 – Bituminous Materials , 8. Asphalt Recycling Agent, Table 702 -9 Recycling Agent or Table 702 -10 Emulsified Recycling Agent . At the start of and during production, provide certified test results and documented quantities to the Engineer for each shipment of recycling agent. The use of any other grade of recycling agent or other product requires prior approval from the Direct or, Materials Bureau. A minimum 2 -week notice is needed for this approval.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 417-2.02 Mixture Design. Determine the application rate of the recycling agent for heater scarification and hot in -place recycling by taking and analyzing a minimum of three cores per lane mile or a maximum of 20 cores per project from the existing asphalt pavement. Take these cores from locations that represent the entire project condition. Make sure that the designed application rate of the recycling agent provides the average penetration value of the recovered asphalt binder from the loose mix samples, taken during both the HS and HIPR process, to have an increase of at least 30% or more th an the average penetration value of the recovered asphalt binder from the existing pavement cores. Do not exceed the final penetration value of 90. Perform all the sample tests for the penetration values in accordance with AASHTO T 49, Penetration of Bitum inous Materials .
417-2.03 Virgin Asphalt. When specified in the contract documents, add virgin 19.0 asphalt binder mix
to the Hot -In-Place Recycling mixture. Provide virgin asphalt mixture meeting the requirements outlined in Section 40 4 – Asphalt Pavements . The contract proposal will include the performance -graded (PG) binder, mix type, mix design level, and rate of virgin asphalt mix . Do not use RAP in the virgin asphalt mix.
417-3 CONSTRUCTION DETAILS. §401 -3 and §40 4-3, Construction Details, apply, except as
modified below:
417-3.01 General
A.Pavement Markings. Remove all epoxy or thermoplastic pavement markings, and other markings when ordered by the Engineer.
B.Cleaning. Clean the existing pavement and shoulder to be heater scarified or hot in -place recycled by using mechanical sweepers, or other effective means until the surface is free of all debris material, which might interfere with the scarification or milling process.
C.Calibration for Spray Unit and Recycling Injection System. Calibrate the metering system in accordance with NYSDOT’s Materials Procedure (MP) 417 -01 - Calibration of Metering System for Recycling Equipment. Other calibration methods may be used with the approval of the Engineer. A minimum 2 -week notice is required when scheduling this calibration. Perform the calibration of the metering system in the presence of the Regional Materials Engineer or designee. W ork shall not progress until the calibration ha s been completed and verified. Each project requires an approved calibration. Approved calibrations are valid for 90 days and may be used for more than one project. If the calibration date exceeds 90 days, then recalibrate the metering system.
417-3.02 Heater Scarification (HS).
A.Heater Scarification Train. The heater scarification train consists of at least two heating units and a heater scarification unit consisting of a scarifier, a sprayer, a milling/remixer drum, and a screed.
1.Preheating or Heating Unit. This unit must generate sufficient radiant heat with no open flame to soften the asphalt pavement to the depth required. The burner assembly must be adjustable to heat between 8 and 14 feet in width. The entire heating unit must be enclosed and vented to contain the heat and prevent damage to adjacent properties and landscape. Additional heating units may be required if the temperature behind the screed does not meet specification requirements.
417-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Heater Scarification Unit . This equipment must be a self -contained machine designed to reprocess only the upper layers of the existing asphalt pavement. The heater scarification unit must be self -propelled and capable of operating at speeds of 8 to 26 feet per minute while uniformly heating and scarifying the existing asphalt pavement to the minimum loose mix depth specified in the contract documents. Listed below are the various units that are part of the heater scarification train.
a.Scarifier. The scarifying unit must contain at least 2 rows of spring -loaded tines that are adjustable to scarify 8 to 14 feet wide. The tines in a row must be no more than 1.0 inch apart. This unit must also be able to conform to the pavement contours to ensure a un iform penetration from the tines and prevent damage to utility structures.
b.Sprayer. This unit must be immediately behind the scarifying unit and capable of uniformly applying the recycling agent to the reclaimed asphalt pavement at the approved rate. Select the size of the nozzles located on the spray bar and pump based upon the rate of application and the forward speed of the heater scarification unit. This unit must be equipped with a measuring system which is capable of maintaining the required application rate of the recycling agent within a tolerance of ± 5% for the mix de sign. The measuring system must continuously verify and display the application rate of recycling agent and cumulative total with respect to the volume of scarified material for the road surface.
c.Mill/Remixer. Immediately following the application of the recycling agent, an enclosed milling unit is required to mill the asphalt pavement to the loose mix depth specified in the contract documents, thoroughly mixing the recycling agent with the scarified and milled pavement. The mill/remixer unit is an integral part of the scarifying machine and must be located between the spray unit, which applies the recycling agent, and the screed. This unit must be operated hydraulically and able to work at varia ble speeds up to 120 rpm.
d.Screed. The attached heated, augured vibratory screed must be able to uniformly distribute the hot scarified material to the desired longitudinal and transverse section. The screed must be adjustable from 8 to 14 feet wide, equipped with an adjustable crown control and each end of the screed must have hand wheel adjusting screws for providing the desired longitudinal grade and transverse slope.
B.Mixture Verification and QC Testing.
1.First day: Prior to the scarification process, the Engineer will select two core locations on the existing pavement. These locations will be within a lane mile or fraction thereof if production is less than one mile. Extract two cores at each location and test one co re from each location for penetration of the extracted asphalt binder from the surface layer only. Provide the companion core from each location to the Engineer for testing by the Department for verification purposes. During the scarification process, take four loose mix samples prior to compaction at each location where cores were taken. These samples will be representative of the day’s production. Take samples either behind the screed or any place after the spraying a nd mixing units. Identify all samples by their locations at the project site. Test two of the loose mix samples from each core location for penetration and provide the other two loose mix samples to the Engineer, which may be evaluated by the Department’s Lab to verify test results. Take all the required core and loose mix samples after the first 500 feet of the day’s production. Submit penetration test results to the Engineer by the end of the next day’s production. If test results are not provided, the Engineer may shut down the scarification process until the results are submitted. Determine the penetration of the PG binder reco vered from the recycled mixture in
417-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 accordance with AASHTO T 49. The average penetration value of the loose mix samples must be at least 30% or more than the penetration of the core samples taken from the existing pavement. If the average penetration values of the loose mix samples fail to meet this requirement, adjust the application rate and submit the new adjusted application rate to the Engineer. Repeat the procedure described above for taking and testing samples. Submit the penetration test results to the Engineer by end of the next day’s production. Continue adjusting the application rate and taking samples until average penetration values of the loose mix samples meet the specification requirement of at least 30% or mor e than the penetration values of the core samples.
2.Routine Day: If the specification requirements are met after the first day’s production, take samples as described above every three days of production for quality control and quality assurance purposes. Samples of the scarified pavement prior to rejuvenation can be ta ken as an option instead of the core samples. When sample results do not meet the specification requirements, make adjustment to the application rate and take samples as described above. If, at anytime, the average penetration value of the loose mix samples is greater than 90, the Engineer may evaluate the pavement section and request the scarified pavement be removed and replaced at no additional cost to the State. The evaluation may incl ude, but not limited to, testing penetration of the core sample, location of the section, etc. If core samples are required for this evaluation, take them at no additional cost to the State and submit them to the Department for testing. Also, if the recycl ed pavement is not satisfactory to the Engineer, additional tests may be required at no cost to the State.
C.Placement. Radiantly heat the existing asphalt pavement surface with no open flame using specialized equipment to soften the asphalt pavement surface and scarify to a specified depth as detailed in the contract documents. Take care not to overheat the existing pavement thereby softening the underlying asphalt pavement not to be milled or scarified and that burning of the existing asphalt cement does not occur. Operate the heating unit(s) in a manner to prevent damage to adjacent property and vegetation. Repair all heat -damaged areas immediately, at no additional cost to the State. Control the heater scarification equipment to ensure the temperature of the scarified mixture is maintained between 275ºF and 325ºF. Verify this temperature within 5 feet behind the screed unit. Control the speed of the equipment to ensure that the recycled pavement is properly milled, mixed, and uniformly distributed to the proper thickness, slope, and crown shown on the contract plans. Take extra care in controlling heater scarification equipmen t to prevent segregation of the recycled mix at the start and end of paving production as well as any points where the heater scarification train needs to stop and restart. Control the width of each pass to provide proper placement of longitudinal joints, including a 3 -inch overlap onto adjacent lane passes. Add recycling agent uniformly to the scarified asphalt pavement at the predetermined application rate to produce a homogenous asphalt recycled mix. Ensure that the final recycled pavement conforms to the requirements of §40 4-3.10, Surface Tolerance and §40 4-3.11, Thickness Tolerance . Measure the depth of the loose scarified mix behind the screed unit prior to the rolling operation. Adjust the paving equipment if the loose mix depth does not provide the compacted depth specified in the contract documents. In areas not accessible to scarifying equipment, such as around catch basins or manholes, the Engineer will determine if they require repair. Pavement surfaces that are in good condition do not require repair. Repair all areas with cracks or spalls, as app roved by the Engineer, at no additional cost to the State.
D.Compaction. Compact the recycled mixture in accordance with §40 4-3.07, D., 80 Series Compaction Method .
417-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 E. Overlay. Once work is completed, overlay the recycled asphalt pavement to the satisfaction of the Engineer. Place the overlay prior to the end of the paving season. This work must be done under a separate pay item in the contract documents.
417-3.03 Hot In -Place Recycling (HIPR).
A.Hot-In-Place Recycling Train. The HIPR train consists of a preheating unit, main recycling unit consisting of a heating system, a hot milling unit, a recycling injection system, a blending unit/mixing chamber, and a conventional paver. The equipment must be capable of processing the ex isting pavement to a minimum depth of 2 inches. HIPR equipment approved for use will appear on the Department’s Approved List. Detailed requirements and procedures for approval of the HIPR equipment are available from the Materials Bureau. A minimum of 30 days is required for approval consideration.
1.Preheating or Heating Unit. This unit must generate sufficient radiant heat with no open flame to soften the asphalt pavement to the depth required. The burner assembly must be adjustable to heat between 8 and 14 feet in width. The entire heating unit must be enclosed and vented to contain the heat and prevent damage to adjacent properties and landscape. Additional heating units may be required if the temperature behind the screed does not meet specification requirements.
2.Main Recycling Unit. This equipment must be a self -contained machine designed to reprocess only the upper layers of the existing asphalt pavement. The HIPR train must be self -propelled and capable of operating at speeds of 8 to 26 feet per minute while uniformly heating and recycling the existing asphalt pavement to the minimum loose mix depth specified in the contract documents. Listed below are the various units that are part of the HIPR train.
a.Heating System. This part of the main recycling unit must meet the same requirements for the preheater.
b.Hot Milling Unit. This unit must be capable of uniformly loosening the preheated asphalt pavement to the depth specified in the contract documents. The milling unit must be equipped with separate automatic grade controls operated from skis. The milling head must be extendab le between 8 and 14 feet to accommodate various road widths and utility structures.
c.Recycling Injection System. The recycling equipment must have a recycling agent injection system with electronic controls so that the required application rate for the recycling agent is maintained at a tolerance of ± 5% from the mix design target. The recycling injection system must continuously verify and display the application rate of recycling agent and cumulative total with respect to the volume of milled material from the road surface.
d.Blending Unit / Mixing Chamber. The recycling equipment must have a chamber capable of blending the recycled pavement, virgin asphalt mix , if any, and recycling agent into a homogenous, uniformly blended mixture. This equipment must be capable of placing the recycled mixture in a windrow to be conveyed into the asphalt mixture placement equipment. The Engineer may approve other methods.
3.Asphalt Placement Equipment.
a.Pickup Conveyor. This equipment must have the capability to p ick up the windrowed asphalt recycled mixture on the roadway and convey it into the paving hopper where a surge
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 of asphalt material is kept to ensure that a constant supply of asphalt material is available for the paver.
B.Mixture Verification and QC Testing.
1.Daily Quality Control (QC) Testing: Ensure all tests are performed by a certified Quality Control Technician in accordance with §401 -3.01, Quality Control and §401 -3.02, Production Facility Laboratory, for the virgin asphalt mixture .
2.First day: Prior to the recycling process, the Engineer will select two core locations on the existing pavement. These locations will be within a lane mile or fraction thereof if production is less than one mile. Extract two cores at each location and test one core from each location for penetration of the extracted asphalt binder from the surface layer only. Provide the companion core from each location to the Engineer for testing by the Department for verification purposes. During the recycling process, take four loose mix samples prior to compaction at each location where cores were taken. These samples will be representative of the day’s production. Identify all samples by their locations at the project site. Test two loose mix samples from each core location for penetration and provide the other two loose mix samples to the Engineer, which may be evaluated by the Department’s Lab to verify test results. Take all the required core and loose mix samples after the first 500 fe et of the day’s production. Submit penetration test results to the Engineer by the end of the next day’s production. If test results are not provided, the Engineer may shut down the paving operations until the results are submitted. Determine the penetration of the PG binder recovere d from the recycled mixture in accordance with AASHTO T 49. The average penetration value of the loose mix samples must be at least 30% or more than the penetration of the core samples taken from the existing pavement. If the average penetration values of the loose mix samples fail to meet this requirement, adjust the application rate and submit the new adjusted application rate to the Engineer. Repeat the procedure described above for taking and testing samples. Submit the penetration test results to the Engineer by end of the next day’s production. Continue adjusting the application rate and taking samples until average penetration values of the loose mix samples meet the specification requirement of at least 30% or mor e than the penetration values of the core samples.
3.Routine Day: If the specification requirements are met after the first day’s production, take samples as described above every three days of production for quality control and quality assurance purposes. Samples of the recycled pavement prior to rejuvenation can be tak en as an option instead of the core samples. When sample results do not meet the specification requirements, make adjustment to the application rate and take samples as described above. If, at anytime, the average penetration value of the loose mix samples is greater than 90, the Engineer may evaluate the pavement section and request the recycled pavement be removed and replaced at no additional cost to the State. The evaluation may inclu de, but not limited to, testing penetration of the core sample, location of the section, etc. If core samples are required for this evaluation, take them at no additional cost to the State and submit them to the Department for testing. Also, if the recycle d pavement is not satisfactory to the Engineer, additional tests may be required at no cost to the State.
C.Placement. Radiantly heat the existing asphalt pavement surface with no open flame using specialized equipment to soften the HMA surface and recycle to a specified depth as detailed in the contract documents. Take care not to overheat the existing pavement thereby softening the underlying asphalt pave ment which is not to be milled and that burning of the existing asphalt cement does not
417-4 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 occur. Operate the heating unit(s) in a manner to prevent damage to adjacent property and vegetation. Repair all heat -damaged areas immediately, at no additional cost to the State. Control the speed of the HIPR train to ensure that the recycled pavement is properly milled, mixed, and uniformly distributed to the proper thickness, slope, and crown as shown on the contract plans. Control the width of each pass to provide proper placeme nt of longitudinal joints, including a 3-inch overlap onto adjacent lane passes. Blend the milled asphalt pavement, recycling agent, and virgin asphalt mixture if specified, to produce a homogenous asphalt recycled mix. Use the application rates of the recycling agent and virgin asphalt mix as determined by the mix design. If virgin asphalt mix is required, the addition into the recycling process must be within ± 2.2 lbs/yd2 of the mix design target. The temperature of the recycled mixture must be between 250ºF and 325ºF prior to initial compaction. Ensure that the final recycled pavement conforms to the requirements of §40 4-3.10, Surface Tolerance and §40 4-3.11, Thickness Tolerance . Measure the depth of the loose recycled mix behind the screed unit prior to the rolling operation. Adjust the paving equipment if the loose mix depth does not provide the compacted depth specified in the contract documents. In areas not accessible to recycling equipment, such as around catch basins or manholes, the Engineer will determine if they require repair. Pavement surfaces that are in good condition do not require repair. Repair all areas with cracks or spalls, as appr oved by the Engineer, at no additional cost to the State.
D.Compaction. Compact the recycled mixture in accordance with §40 4-3.07, C., 70 Series Compaction Method .
417-4 Method of Measurement
417-4.01 General (Vacant)
417-4.02 Heater Scarification (HS). This work will be measured as the number of square yards of
pavement surface recycled as detailed in this specification.
417-4.03 Hot in -Place Recycling (HIPR). This work will be measured as the number of square yards of
pavement surface recycled as detailed in this specification. Virgin asphalt mix will be measured as the number of tons of asphalt mixture furnished and incorporated in the work. A QAF of 1.00 will be assigned to virgin material meeting the specification requirements as tested by the QCT. A QAF of 0.85 will be assigned to virgin material that fails to meet the specification. Quality Units wil l be determined when there is a disincentive and will be calculated as per §40 4-4, Method of Measurement .
417-4.04 Recycling Agent. The quantity of recycling agent to be measured for payment will be the
number of gallons incorporated in the work, measured at a temperature of 60ºF. The following formula will be used to calculate material quantity at 60°F: Volume@ 60°F = Volume D x [1 – (ΔT x 0.00025)] Where, ΔT = Delivered Temperature (°F) – 60 Volume D = Quantity at Delivered Temperature (gallons)
417-5 BASIS OF PAYMENT. Removal of pavement markings and cleaning of the existing pavement
will be paid under separate pay items in the contract documents.
417-5 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 417-5.01 General (Vacant)
417-5.02 Heater Scarification (HS). The unit price bid per square yard for this item shall include the
cost of all labor, materials and equipment necessary to satisfactorily complete the work, including heating, scarifying, mixing, paving, compacting, coring, and testing of the recycled mate rials. No deduction will be made in areas such as catch basins or manholes where the scarifying equipment cannot be used.
417-5.03 Hot in -Place Recycling (HIPR). The unit price bid per square yard for this item shall include
the cost of all labor, materials and equipment necessary to satisfactorily complete the work, including heating, milling, mixing, paving, compacting, coring, and testing of the recycled materia ls. No deduction will be made in areas such as catch basins or manholes where the recycling equipment cannot be used. The provisions of §40 4-5, Basis of Payment shall apply for virgin asphalt mix . When there is a disincentive, the payment adjustment will be made based on the Index Price listed in the contract documents. The index price shown in the itemized proposal for each Quality Unit shall be considered the price bid. The unit (index) price is NOT to be altered in any manner by the bidder. Should the bidder alter the price shown, the altered figure will be disregarded and the original price will be used to determine th e total amount bid for the contract.
417-5.04 Recycling Agent. The unit price bid per gallon of recycling agent shall include the cost of all
labor, material, and equipment necessary to complete the work satisfactorily. The Regional Materials Engineer will evaluate the material represented by any failing sample of recycling agent. If the Engineer elects to leave the material in place, the Contra ctor shall receive a pay reduction of 75% of the bid price of the recycling agent for the pavement section represented by the failing sample. Payment will be made under: Item No. Item Pay Unit 417.01 Heater Scarification Square Yard 417.02 Hot In -Place Recycling Square Yard 417.0101 Recycling Agent Gallon SECTION 418 – ASPHALT PAVEMENT JOINT ADHESIVE (New Section September, 2016)
418-1 Description
This work shall consist of furnishing and installing joint adhesive in accordance with the contract documents and as directed by the Engineer.
418-2 Materials
Use a product which appears on the NYSDOT Approved List under ASPHALT PAVEMENT JOINT ADHESIVE (705 -19) meeting the requirements of §705-19.
418-3 Construction Details
418-3.01 General . Furnish all equipment that is necessary to clean the construction joint and to apply the
joint adhesive. Use equipment meeting the description and/or performance requirements described herein and approved by the Engineer. Apply the joint adhesive to the construction joints.
418-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 418-3.02 Joint Preparation . Prepare longitudinal and transverse construction joints as discussed below and place adjacent asphalt pavement on the same day that the joint adhesive is applied. Use a high pressure air lance to thoroughly clean the joint surface of dust, dirt, foreign material, sand and any other extraneous materials immediately prior to applying the joint adhesive. Install suitable traps or devices on the compressed air equipment to prevent moistur e and oil from contaminating the joint surfaces. Maintain these devices and see that they are functioning properly. Protect the public from potentially objectionable and/or hazardous airborne debris.
418-3.03 Joint Adhesive. Heat and melt the joint adhesive in a melter constructed either as a double
boiler filled with a heat -transfer medium between the inner and outer shells, or with internal tubes or coils carrying joint adhesive through a heated oil bath and into a heated d ouble wall hopper. The melter will be equipped with separate thermometers to indicate the temperature of the heat transfer medium and the joint adhesive material, positive temperature controls, and with a mechanical agitator or a re circulation pump to assure a homogeneous blend of the joint adhesive. Check the discharge temperature of the joint adhesive with a non -contact infrared thermometer or other suitable thermometer. Discharge the joint adhesive at the manufacturer's recommended application temperature and maintain the joint adhesive at ± 10°F of the application temperature indicated on the material packaging. Applying joint adhesive is not permitted if the melter and discharge temperatures do not meet the requirements described above. Equip the discharge hose with a thermostatically controlled heating apparatus or insulate it to maintain the proper joint adhesive application temperature. Holster the discharge hose to the melter if it is not thermostatically heat controlled. Circulate th e joint adhesive from the discharge hose and the melter to maintain the proper joint adhesive application temperature. Do not use joint adhesive material that has been heated beyond the safe heating temperature. If the manufacturer's recommendations allow the joint adhesive to be reheated or heated in excess of six hours, recharge the melter with fresh material amounting t o at least 20 percent of the volume of the material remaining in the melter.
418-3.04 Application . Apply the joint adhesive when surface temperature is 40°F and rising. Use an
applicator wand fitted with a sealing shoe to strike -off the adhesive. Strike -off the joint adhesive to provide a 1/4 inch to 3/8 inch thick band. The finished bands are to be a pproved by the Engineer.
A.Wedge Joints. Apply the joint adhesive to the entire vertical face and the upper 2 inches of the wedge joint.
B.Butt Joints. Apply the joint adhesive to the entire vertical face of the butt joint. The joint adhesive will be considered cured when construction and/or vehicular traffic does not track or pick up the material. Reapply joint adhesive to any areas damaged by construction and/or vehicular traffic prior to placing the adjacent asphalt paveme nt.
418-4 Method of Measurement
This work will be measured as the number of linear feet of joint adhesive satisfactorily furnished and installed.
418-5 Basis of Payment
The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work.
418-3 04
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 418.7603 Asphalt Pavement Joint Adhesive Linear Foot SECTION 419 - FOG SEAL
419-1 DESCRIPTION. The work in this section shall include work required for fog seal (stand alone for
shoulder and median).
419-2 MATERIALS. Materials shall be as specified in the special specifications.
419-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
419-4 METHOD OF MEASUREMENT. As specified in the special specifications.
419-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 420 - POROUS ASPHALT PAVEMENT
420-1 DESCRIPTION. The work in this section shall include work required for porous asphalt
pavement.
420-2 MATERIALS. Materials shall be as specified in the special specifications.
420-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be
covered by special specifications in the contract documents.
420-4 METHOD OF MEASUREMENT. As specified in the special specifications.
420-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTION 421 STONE MATRIX ASPHALT (SMA) PAVEMENTS
421-1 DESCRIPTION. The work in this section shall include work required for Stone Matrix Asphalt
(SMA) .
421-2 MATERIALS. Materials shall be as specified in the special specifications.
421-3 CONSTRUCTION DETAILS. The extent of work and construction requirements will be covered
by special specifications in the contract documents.
421-4 METHOD OF MEASUREMENT. As specified in the special specifications.
421-5 BASIS OF PAYMENT. As specified in the special specifications.
SECTIONS 422 THRU 489 - (VACANT)
490-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 SECTION 490 - COLD MILLING
490-1 DESCRIPTION. This work shall consist of the milling, shaping and removal of portions of
existing surfaces by a cold milling process, and subsequent cleaning, utilizing equipment and procedures meeting the requirements in this specification. The work shall consist of Miscellaneous Cold Milling or Production Cold Milling of bituminous or portland cement concrete as indicated in the contract documents and as shown on the plans.
490-2 Materials
490-2.01 Equipment. Milling machines shall be power operated, self -propelled machines capable of
removing the desired thickness of existing surfaces. The machines shall have sufficient power, traction and stability to accurately maintain depth of cut and slope. They shall be capable of producing a finished profile and cross slope to within 1/4 inch of that required and shall produce a uniform surface texture free from gouges and ridges greater than 3/8 inch in depth. The machines shall be equipped with a means to control dust and other particulate matter created by the cutting action. The machines shall have an integral loading system or sufficient equipment shall be provided to accomplish complete removal of milled material at a rate equivalent to the milling rate. Vacuum trucks, street sweepers or power brooms shall be used to clean the milled surfaces. The Engineer may disallow the use of power brooms in urban, residential or other sensitive areas if the dust raised by the broom is deemed by the Engineer to be obj ectionable.
490-2.02 Disposal of Material. Material removed during the milling process, including foreign debris
within or on the pavement, shall become the property of the Contractor and shall be disposed of at a site obtained by the Contractor.
490-3 Construction Details
490-3.01 General. Milling shall be performed at the locations and in accordance with the details
indicated on the plans. When indicated on the plans, profile and cross slope shall be controlled by a taut reference string line. The reference elevation and string line shall be established by the Contractor and subject to the approval of the Engineer. Areas not accessible to the milling machine, such as around and/or adjacent to inlets, manholes, curbs and transverse joints on structures, may be removed by a small milling machine, handwork or other methods approved by the Engineer. All milled material, including that removed by other means, shall be immediately removed from the milled surfaces and adjacent surfaces. Surfaces shall be cleaned of all fines and dust prior to opening to traffic. The Contractor shall conduct operations i n such a manner that dust is controlled and is not objectionable. Milled and adjacent surfaces shall be cleaned again, as directed by the Engineer, prior to the placement of tack coats, or pavement courses if traffic has been allowed on the milled surface and/or if more than 48 hours have elapsed since the initial cleaning. The Contractor shall maintain drainage at catch basins, according to the details shown on the plans, or in a manner approved by the Engineer. When working adjacent to traffic, the Contractor shall immediately remove material that is spilled on the traveled way. Milled surfaces to be overlaid with asphalt concrete shall be covered with at least a single course of asphalt concrete before the end of the paving season. Portland cement concrete overlays shall be completed over milled surfaces before the end of the pa ving season. Damage to milled surfaces resulting
490-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 from traffic or other causes such as, but not limited to, raveling, fuel spillage or any contaminants which would inhibit bond, shall be repaired or remilled by the Contractor in a manner approved by the Engineer.
490-3.02 Production Cold Milling. Production cold milling of bituminous or portland cement surfaces
shall be performed in accordance with the details and at the locations indicated on the plans.
490-3.03 Miscellaneous Cold Milling. Miscellaneous cold milling of bituminous or portland cement
surfaces shall be performed in accordance with the details and at the locations indicated on the plans.
490-3.04 Production Cold -Mill Surface Planing . Production cold -mill surface planing of bituminous
concrete surfaces shall be performed in accordance with the details and at the locations indicated on the plans. When specified, the milling machine shall control the profile and cross slope with a mov ing reference at least 30 feet in length. The moving reference may be a floating beam, ski, or other suitable type such that the resulting milled surface is sufficiently even. In areas accessible to the milling machine, construct a milled surface to a maximum 1/2 inch tolerance. If the pavement surface is not being constructed or has not been constructed to this tolerance based upon visual observation or upon riding quality, the Engineer may test the surface with a 15 foot straight edge or string line placed parallel to the centerline of the pavement and with a 10 foot straight edge or string line placed transversely to the centerline of the pavement on any portion of the pavement . Variations exceeding 1/2 inch will be satisfactorily corrected at no additional cost to the State.
490-4 METHOD OF MEASUREMENT. The quantity shall be measured as the number of square
yards of pavement surface milled in accordance with the plans and this specification. In no case will a deduction in area be made for minor unmilled areas due to catch basins, manholes, transverse joints, or minor low areas in pavements from the measured surface area that has been milled. Minor unmilled or low areas are those areas of 10 square yards or less.
490-5 BASIS OF PAYMENT. The unit price bid per square yard shall include the cost of furnishing all
labor and equipment necessary to complete the milling, including the removal of pavement by other means, the removal and disposal of milled material, the removal and hauling of milled material to a designated stora ge area when indicated in the contract documents and cleaning the resultant surface after milling. No payment will be made for additional cleaning that may be necessary just prior to placement of any overlaying pavement courses or tack coats. The cost of maintaining drainage shall be included in the price bid for work zone traffic control. The cost of providing tack coats, overlay courses, and temporary pavement wedges around drainage structures, manholes, valve boxes, bridge abutments and beginning and ends of milled pavement shall be paid for separately. Payment will be made under: Item No. Item Pay Unit 490.10 Production Cold Milling of Bituminous Concrete Square Yard 490.15 Production Cold -Mill Surface Planing of Bituminous Concrete Square Yard 490.20 Production Cold Milling of Portland Cement Concrete Square Yard 490.30 Miscellaneous Cold Milling of Bituminous Concrete Square Yard 490.40 Miscellaneous Cold Milling of Portland Cement Concrete Square Yard SECTIONS 491 THRU 499 (VACANT)
501-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Section 500 PORTLAND CEMENT CONCRETE SECTION 501 - PORTLAND CEMENT CONCRETE - GENERAL
501-1 DESCRIPTION. These general requirements apply to concrete furnished for pavement, structures
and incidental construction. Additional requirements may be specified in the contract item. All testing will be done in accordance with Department procedures.
501-2 Materials
501-2.01 Composition of Mixtures. The Contractor shall inform the Regional Director, in writing, of
the materials sources prior to mixing concrete. Proportion a homogenous Portland cement concrete mixture using the pre -approved materials listed under 501 -2.02, Material Requirements . Produce the class of concrete indicated in the contract documents. However, substitutions may be made according to Table 501 -1, Concrete Class Options. TABLE 501 -1 CONCRETE CLASS OPTIONS Concrete Class Allowable Class Options A C, E, F1, H or HP C HES2 D DP DP None E H or HP H HP F, G, GG, or HP None I J J None Notes:
1.Regional Director approval required for pavement applications, including approach slabs. D.C.E.S. approval required for structural or deck applications. May not be used in mass placements, or as a substitute for class A in Sign Structure, Signal Pole, and Luminary Foundations.
2.The requirements of §502 -2.01 and §502 -2.02 apply.
501-2.02 Material Requirements
Portland Cement 701-01 Admixtures 711-08 Blended Portland Cement 701-03 Fly Ash 711-10 Concrete Sand 703-07 Microsilica 711-11 Coarse Aggregate 703-02 GGBFS * 711-12 CNBCI ** 711-13 HRP *** 711-14 Water 712-01 * Ground Granulated Blast Furnace Slag ** Calcium Nitrite Based Corrosion Inhibitors *** High Reactivity Pozzolan
501-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 A. Cementitious Materials. Use only cementitious materials meeting §701 -01 whose brand name and type appears on the Department’s Approved List. Cementitious materials stored over the winter at concrete producing facilities will be retested for specification compliance. All conta minated, or hardened cementitious material will be rejected and not used in Department work. The Department will consider requests to evaluate alternate cements, pozzolan or microsilica . The use of alternatives is subject to approval by the Director, Materials Bureau.
1.Portland Cement. Use Type I, Type II or Type I/II cement, except as indicated below or in the contract documents. Type I cement is restricted to fresh water and low sulfate soil areas. Use Type II or Type I/II cement in high sulfate, and salt water areas. Salt water areas are defined as; The Hudson River south of the Newburg -Beacon Bridge, and all other tidal / sea wa ter spray areas of New York State. Type I/II cement is defined as a cement that meets the requirements of both Type I and Type II cements. High alkali cement is defined as any portland cement having an alkali content in excess of 0.70% as denoted on the Ap proved List. High alkali cement use is restricted, unless otherwise approved by the Regional Director, to mixtures that do not contain reactive aggregates ( as denoted in the Department’s List of Approved Sources of Aggregates).
2.Blended Portland Cement. Blended cements meeting the requirements of 701 -03, may be used as follows:
a.Type IP or SM. Blended Portland Cement (Type IP or Type SM), may be used in all classes of concrete listed in Table 501 -03, Concrete Mixtures, except Class F. Type IP or SM blended cement replaces the portland cement/pozzolan portion of the designed mix in Class DP, G , GG, or HP concrete. When using Type IP or SM blended cement in Class DP and HP concrete, an addition of Microsilica §711 -11 is required.
b.Type SF. Blended Portland Cement (Type SF), may be used in Class DP or HP concrete. Type SF blended cement replaces the portland cement/microsilica portion of the designed mix in Class DP or HP concrete. When using Type SF blended cement in Class DP or HP concr ete, an addition of Fly Ash, §711 -10, or Ground Granulated Blast Furnace Slag (GGBFS), §711 -12, is required.
c.Ternary Blend. Blended Portland Cement (Ternary Blend), may be used in Class DP or HP concrete. Ternary blend cement in Class DP or HP concrete replaces the entire portland cement/pozzolan/microsilica portion of the designed mix. No subsequent addition of cementitio us material is required or allowed.
3.Pozzolan. Pozzolan is defined as Fly Ash, §711 -10, or Ground Granulated Blast -Furnace Slag (GGBFS), §711 -12. All classes of concrete, except Class F, allow or require a pozzolan as a partial replacement for portland cement. Classes DP, G, GG, and HP concrete req uire the use of a pozzolan.
4.Microsilica. Class DP and HP concrete require Microsilica, §711 -11, as a partial replacement for portland cement. Microsilica, a pozzolanic material, is not included in the definition of a pozzolan in these specifications.
5.High Reactivity Pozzolan. High Reactivity Pozzolans which meet the requirements of §711 - 14 may be considered as supplementary cementitious materials in concrete mixtures where enhanced physical properties are desired. With prior approval from the Regional Materials
501-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Engineer, these materials may be allowed in lieu of microsilica in specialized and high performance concrete mixtures.
B.Aggregates. Use aggregate from a source on the Approved List of Sources of Fine and Coarse Aggregates that also meets the following requirements for gradation and friction.
1.Gradation. Samples will be taken from stockpiles, barges, conveyor belts, or bins and tested for gradation at the plant site in accordance with NYSDOT Materials Method 9.1. Rejected aggregates may be reprocessed or reworked to meet the gradation requirements.
a.Concrete Sand. Use only sand meeting the requirements of §703 -07, Concrete Sand.
b.Coarse Aggregate. Use only crushed stone, crushed gravel, or crushed slag meeting the requirements of §703 -02, Coarse Aggregates in either one or a combination of size designations specified in Table 703 -4, Sizes of Stone, Gravel, and Slag and graded according to Table 5 01-2, Coarse Aggregate Gradations. Aggregates that are uniform in size, but do not meet the requirements in Table 703 -4, may be approved by the Regional Director. When these sizes are combined to meet the mixture gradation requirements of Table 501 -2, the gradation requirements of §703 -02 shall not apply. Blending of aggregates during the batching process may be approved by the Regional Director. When blending aggregates prior to batching, the blending method requires approval by the Regional Director. TABLE 501 -2 COARSE AGGREGATE GRADATIONS Sieve Sizes Type CA 1 General Limits % Passing Type CA 2 General Limits % Passing 1 1/2 in ches - 100 1 inch 100 93-100 1/2 inch 90-100 27-58 1/4 inch 0-15 0-8 NOTES: ASTM C33 Size Number 7 is an acceptable equivalent to the Type CA 1 gradation. ASTM C33 Size Number 57 is an acceptable equivalent to the Type CA 2 gradation. Material passing the No. 200 sieve (wet) is limited to a maximum 1.0 % by weight for ASTM sizes 7 and 57.
2.Friction. Sample and test aggregate for friction characteristics according to the procedures of Materials Method 28 “Friction Aggregate Control and Test Procedures.” The Engineer will identify pavement areas, if any, represented by failing samples according to the procedures of Materials Method 28 “Friction Aggregate Control and Test Procedures.”
a.Concrete Sand. For use in concrete pavements, bridge decks, precast pavers, or any other item used in concrete highway wearing surfaces, sand (natural or manufactured) must contain at least 25.0% acid -insoluble residue in the plus No. 30 size fraction and in the minus No. 30 size fraction. Sands may be blended to meet this requirement.
b.Type 1 Coarse Aggregate. Use coarse aggregate meeting one of the of the following requirements:
1.Sandstone, granite, chert, traprock, ore tailings, slag, or other similar noncarbonated materials.
501-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 (2) For concrete mixtures containing CA1 coarse aggregate: gravel or a blend of rock types containing no less than 90.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 inch , plus 1/4 inch primary size fraction.
3.For concrete mixtures containing CA2 coarse aggregate: gravel or a blend of rock types containing no less than 90.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 1/2 inch, plus 1/2 inch and the minus 1/2 inch, plus 1/4 inch primary size fractions.
c.Type 2 Coarse Aggregate. Use coarse aggregate meeting one of the following requirements:
1.Limestone, dolomite, or a blend of the two, having an acid -insoluble residue content not less than 20.0%.
2.Sandstone, granite, chert, traprock, ore tailings, slag, or other similar noncarbonate materials.
3.For concrete mixtures containing CA1 coarse aggregate: gravel or a blend of rock types containing no less than 20.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 inch , plus 1/4 inch primary size fraction.
4.For concrete mixtures containing CA2 coarse aggregate: gravel or a blend of rock types containing no less than 20.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 1/2 inch, plus 1/2 inch and the minus 1/2 inch , plus 1/4 inch primary size fractions.
d.Type 3 Coarse Aggregate. Use coarse aggregate meeting one of the following requirements:
1.Limestone or a blend of limestone and dolomite having an acid -insoluble residue content not less than 20.0%.
2.Dolomite.
3.Sandstone, granite, chert, traprock, ore tailings, slag or other similar noncarbonate materials.
4.For concrete mixtures containing CA1 coarse aggregate: gravel or a blend of rock types containing no less than 20.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 inch , plus 1/4 inch primary size fraction.
5.For concrete mixtures containing CA2 coarse aggregate: gravel or a blend of rock types containing no less than 20.0% noncarbonate particles (by weight with adjustments to equivalent volumes for materials of different specific gravities) in the minus 1 1/2 inch, plus 1/2 inch and the minus 1/2 inch , plus 1/4 inch primary size fractions.
501-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 e. Type 9 Coarse Aggregate. Use coarse aggregate meeting the requirements of §501 -2.02 B.1.b. Coarse Aggregate.
C.Admixtures. Use only admixtures which meet the requirements of §711 -08, or §711 -13, and which appear on the Department’s Approved List of Materials. Admixtures which do not conform to these requirements are subject to evaluation by the Materials Bureau.
501-2.03 Concrete Batching Facility Requirements. Batching facilities must be of sufficient design
and capacity to produce the quantity of concrete specified. Batching facilities that differ from conventional designs will be considered for use by the Director, Materials Bureau.
A.Acceptance. Each facility requires initial and annual approval by the Director, Materials Bureau. The Regional Director may disapprove use of a previously approved facility at any time for non - conformance with the specifications. Once disapproved, production for Department work will not be allowed until corrective measures are implemented under the approval of the Regional Director.
B.Bins . Each facility requires:
1.Sufficient size and number of storage bins to produce the quantity of concrete specified.
2.Positive separations between fine aggregate and various sizes of coarse aggregates.
3.Separate cement, pozzolan, High Reactivity Pozzolan, and microsilica bins, except Type I and Type II cement may be combined in common storage unless the cement is intended for use in high sulfate or salt water areas as described in §501 -2.02 A. Cementitiou s Materials.
4.Cement, pozzolan, High Reactivity Pozzolan and microsilica bins with protection from rain and moisture.
5.A means of safely obtaining uncontaminated samples from all microsilica bins.
6.A means of safely obtaining uncontaminated samples from any cement, pozzolan or High Reactivity Pozzolan bin that has been determined by the Regional Materials Engineer as either unsafe to sample, or difficult to verify the acceptability of its contents. Sampling will be conducted, or witnessed by the Regional Materials Engineer’s representative.
C.Weigh Hoppers and Discharge Chutes . Each facility requires:
1.Separate weigh hoppers for aggregate and cementitious materials.
2.Enclosed cement weigh hopper to protect against moisture and reduce escaping dust.
3.Chutes arranged so that materials will not lodge or be lost on discharge.
4.No chutes suspended from any part of the weighing system.
5.Vibrators arranged so that no significant vibrations are transmitted to the scales or other plant control equipment during the weighing process.
D.Scales. Each facility requires:
501-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1. Load cell type scales which indicate the load at all stages of the weighing operation, from zero to full capacity, when installed for weighing materials after January 2, 2003.
2.Scales that meet the requirements of the National Institute of Standards and Technology, Handbook 44, with no less than 500 nor more than 2000 scale divisions.
3.Digital displays that match the primary scale within 1 division.
a.Minimum resolution of digital displays equivalent to the minimum resolution on the primary scale.
b.Digital displays located in direct sight of the operator’s normal work station.
4.Face of digital displays protected from manipulation.
5.Test all plant scales for accuracy, at no additional cost, by a qualified technician as follows:
a.Annually, prior to use for Department work.
b.At intervals of not more than 90 calendar days.
c.Whenever a plant changes location.
d.At any time ordered by the Regional Director. Provide a cradle or test platform approved by the Regional Materials Engineer, for each scale. Provide at least 20 certified 50 lb. test weights for performing scale accuracy tests. The certification of compliance for the test weights must be made availa ble upon request at the time of the scale accuracy test. The use of a set of test weights for multiple facilities may be permitted, providing that the test weights are available for use within one hour after request. When directed by the Regional Director , protect the scales, and displays from manipulation by locking or sealing. Any evidence of tampering will be cause for rejection.
E.Proportioning Control Equipment. Proportion the materials by automatic proportioning devices approved by the Director, Materials Bureau. The Regional Director may require the locking or sealing of proportioning equipment that is subject to manipulation. Install automatic proportioning equipment in a dust and weather protected area of at least 36 square feet, with no internal dimension less than 6 feet .
1.Include equipment to:
a.Produce all batches in fully automatic mode using preprogrammed US Customary mix designs. The only manual operation allowed is a switch or button to start the batching sequence and/or discharge the completed batch.
b.Accurately proportion the various components of the mixture by weight , or by volume for admixtures and water, in the proper order so that aggregates and cementitious materials are displayed cumulatively (when appropriate).
c.Deliver each constituent within the tolerances indicated in Table 501 -4, Batching Tolerances.
501-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 d. Control the cycle sequence.
e.Interrupt and stop the automatic batching operations via auxiliary interlock cutoff circuits, whenever an error exceeding the acceptable tolerance occurs in proportioning, for all materials except water.
f.Time the mixing operations for central mix plants, and provide a clear indication on the recordation whenever the mix time has been interrupted.
2.Interlock the system so that during the batching of cementitious materials, aggregates and admixtures:
a.No inlet gate can open while the weigh hopper discharge gate is open.
b.No inlet gate can open while another material is being weighed in a shared weigh hopper.
c.No weigh hopper discharge gate can open while the hopper is being filled nor until the full batch weight is within delivery tolerance.
d.No new batch can be weighed until the hopper is entirely empty of the previous batch and the scale has returned to within the allowable zero tolerance.
F.Admixture Dispensing Systems. Equip plants with calibrated systems that meet the following:
1.A sufficient number of dispensing systems to supply the concrete mixture specified.
2.The ability to dispense each admixture through its own measuring system.
3.Accurate measurement within the tolerance limits specified in Table 501 -4, Batching Tolerances.
4.A bypass valve to obtain a calibrated sample of admixture from each measuring device.
5.Uniform distribution of admixture throughout the mix within the specified mixing period.
6.When multiple admixtures are added, no direct contact with each other prior to mixing.
7.An approved automatic admixture dispensing system in plants equipped with automated proportioning systems.
8.Volumetric measuring devices interlocked with the automated proportioning equipment that insure the preset quantity has been actually measured and completely discharged.
9.A readable indication at the operator's normal work station of the actual quantity batched. Interlock the admixture system with the automated proportioning system so that aggregate and/or cement weigh hopper discharge gates cannot be opened until the preset quantity of admixture has been batched or discharged. Recordation of the presence of admixture is dependent on completion of admixture discharge.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 G. Recordation Equipment. Equip all plants with digital recording instruments approved by the Director, Materials Bureau, that meet the following requirements:
1.Is readily accessible and readable at the operator’s normal work station.
2.Provides separate quantity recordation of each aggregate component, cement, pozzolan, High Reactivity Pozzolan, microsilica , admixture, fine aggregate moisture content, and water (at central mix plants) for each batch of concrete. Water at central mix plants may be recorded by weight or volume.
3.Records the batch number, concrete class, date (day, month, year), and time of day to the nearest minute on each batch record.
4.Provides cumulative recordation (when batching cumulatively) of weight and/or volume as indicated on the batching scale or meter within an accuracy of 1 scale or meter graduation.
5.Has a minimum recorder resolution equivalent to or less than the minimum graduation on the scale or meter, unless otherwise approved by the Director, Materials Bureau.
6.Provides a clear and legible copy of all batch records, containing permanent identification of the time and all quantities in each batch, to the Department.
7.Automatically stamps the date and time of batch completion on each batch and /or delivery ticket.
8.Provides clear identification on batch recordation when:
a.Initiating a batch without all conditions satisfied for full automated production.
b.An out of tolerance condition is accepted during batching.
c.A system is taken out of the full automated mode during the batching sequence.
d.A system produces a “demonstration” or “simulated” batch.
e.A system reprints a batch ticket.
f.The timing of a central mixer has been interrupted. When the automation system can produce other than standard size batches (full, half or quarter cubic yard increments), recordation will be subject to approval of the Director, Materials Bureau.
H.Inspection Facility. Provide a weatherproof building or trailer, for use as an inspector's testing laboratory and office that meets the following criteria:
1.Meets all applicable uniform fire prevention and building code requirements.
2.Office area partitioned from the testing laboratory.
3.Minimum gross area of 160 square feet, a minimum internal width of 7 feet and a ceiling height of not less than 7 1/2 feet .
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Protected from a noise level greater than an 8 hour, time weighted average of 85 dBa.
5.Laboratory area with tables, work benches, shelving, and other equipment for testing portland cement concrete mixes.
6.Increase the area proportionally to house and operate any additional testing equipment, and when there are multiple plants at one site, size the increase of the laboratory and office space to be adequate for performing inspection duties during all producti on circumstances.
7.Use the inspection facility only for its intended purpose, and when the inspection facility is used by more than one inspection authority, the Department will have priority. The facility and its location are subject to approval by the Regional Materials Engineer. Maintain the inspection facility, office, and testing equipment in good operating and clean condition. The Producer will be responsible for routine cleaning.
8.Equip the inspection facility with the following:
a.Office Equipment . A Standard size (approx. surface dimensions: 30 x 60 inches ) office desk with drawers and a chair, and a fireproof file cabinet with at least two locking drawers and two keys.
b.First Aid Equipment. An adequately stocked first aid kit at the plant site including:
1.An emergency eye wash station in the laboratory area.
2.Safety equipment including gloves, dust mask, etc..
c.Sanitary Facilities. A flush type toilet at the plant site, enclosed in a properly vented, separate room and complying with applicable sanitary codes. A portable toilet may be substituted when a facility is set up on a temporary basis for a specific project.
d.Lighting. Electric, non glare, providing a minimum illumination level of 1000 lux at desk and work bench level.
e.Laboratory Sink / Potable Water. A Sink and faucet with an adequate supply of clean water for testing, and if necessary, a water cooler for potable drinking water.
f.Heating and Cooling. Adequate heating and air conditioning equipment to maintain an ambient temperature of 70±5°F .
g.Ventilation. Minimum 3.5 cfs exhaust hood, vented to the atmosphere, located over the sample drying area.
h.Communication Equipment. A telephone with a dedicated line in the laboratory office and a fax machine at the inspection facility or plant site for the inspector’s use.
i.Fire Extinguisher. A 10 pound capacity multi -class ABC fire extinguisher, maintained and located in the laboratory area.
j.Coarse Aggregate Sieve Shaker. Power driven, with a minimum clear sieve area of 324 square inches .
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 (1) Anchored to a firm base.
2.Imparts a vertical, or lateral and vertical motion.
3.Equipped with an automatic timing shut -off device and dust cover.
4.Fully enclosed and weatherproof when located outside the inspection facility.
k.Fine Aggregate Sieve Shaker.
1.Power driven, independent of the coarse aggregate shaker.
2.For 8 inch minimum diameter sieves.
3.Imparts a vertical, or lateral and vertical motion.
4.Equipped with an automatic timing shut -off device.
5.Fully enclosed and weatherproof when located outside the inspection facility.
l.Sample Splitter. Able to split samples with a particle size of 1/2 – 2 inches .
m.Large Scale. Minimum capacity of 14 kg, with a maximum gradation of 0.005 kg meeting AASHTO M -231 Class G20. Scales provided as new or replacement after September 1, 2004, must be digital.”
n.Small Scale. Minimum capacity of 1500 g, with a maximum gradation of 0.1 g meeting AASHTO M -231 Class G2. Scales provided as new or replacement after September 1, 2004, must be digital.
o.Sample Drying Appliance. Stove or hot plates sized to rapidly dry aggregate samples with a minimum total of four burners.
p.Miscellaneous Testing Equipment. Miscellaneous equipment as per Department written directives or as requested by the Regional Director.
q.pH Test Kit. pH test kit meeting the requirements of Materials Procedure NY 90 -1 for all plants supplying concrete containing microsilica (711 -11).
501-2.04 Concrete Mixer and Delivery Unit Requirements. Each mixer requires a Manufacturer's
plate, which contains the mixing capacity of the mixer, in a convenient visible location. Repair or replace blades inside the drum that have become heavily encrusted with mortar, or are loose, broken, bent, scalloped or worn 20% in any dimension or otherwise damaged.
A.Central Mixers. Central mixers meeting the following may be used unless otherwise specified:
1.Equipped with an acceptable timing device that prohibits a batch of concrete from being discharged before the specified mixing time has elapsed (as per §501 -3.03 C) without a clear indication on the recordation equipment.
2.Able to discharge the entire batch in an unrestricted manner into a hopper or delivery unit.
501-2 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Delivery Units. Delivery units are subject to inspection as per NYSDOT Materials Method 9.1 and approval by the Regional Director. If found unfit, it will be disapproved until properly repaired. Completely clean and empty the agitating and non -agitating units of concr ete and wash water before loading again.
1.Truck Mixer Requirements. Use an inclined axis rotating drum type with a water tank system able to measure water ( gallons ) going into the drum within a 2% accuracy, and equipped with a hatch in the drum periphery to permit access to inspect the inside. Each truck mixer unit will be inspected and approved annually by the Regional Materials Engineer for use in Department work, and additional inspections will be made during use to determine its operating condition. Truck mixers will not be permitted to mix batc hes greater than the maximum capacity indicated on the Manufacturer's rating plate.
a.Transit Mixed Concrete. Equip each truck mixer used for transit mixed concrete with an electrical revolution -counting device, appearing on the Approved List, mounted in a clearly visible position as follows:
1.Separate counters showing; The number of drum revolutions at speeds within the mixing range and the total number of drum revolutions.
2.Both counters legible to one revolution and designed to accept a non -standard electric plug for resetting each counter to read zero when loading at the batch plant.
3.Tamper -proof such that if tampering occurs, the counters will become inoperative or the device will otherwise indicate tampering, including the interruption of electric power.
4.Installed to count the number of revolutions of the drum only in the direction of mixing.
5.Adjusted so that it counts the number of revolutions specified for the mixing and agitating drum speed within the tolerances indicated on the Manufacturer’s rating plate, but not to exceed the following Department's requirements for truck mixers:
a.Mixing - 6 RPM minimum to 18 RPM maximum
b.Agitating - 2 RPM minimum to 6 RPM maximum
c.The mixing and agitating revolution limits may be adjusted for individual mixing units upon approval of the Director, Materials Bureau.
b.Central Mixed or Truck Mixed Concrete. Equip each truck mixer used for central or truck mixed concrete, either as described in §501 -2.04 B.1.a., for Transit Mixed Concrete, or as follows:
1.Mixing speed capability - 6 RPM minimum to 18 RPM maximum.
2.Agitating speed capability - 2 RPM minimum to 6 RPM maximum.
3.Approved counter - located in a position readily visible to the Engineer that accurately counts the number of revolutions in the direction of mixing.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Non - Agitating/Open Haul Units for Central Mixed Concrete. Each truck shall be:
a.Sound and watertight enough to prevent loss of material during delivery.
b.Free of contamination.
c.Covered to protect the concrete from adverse drying or precipitation, when ordered by the Engineer.
C.Mobile Concrete Mixing Units. A mobile concrete mixing unit, with the Engineer’s approval, may be used for miscellaneous work such as curb, gutter, headwalls, catch basins, manholes, drop inlets, field inlets, sign foundations, lighting structure foundations, anchor units, pullboxes , leveling footings and similar placements. Equip the mobile mixing unit with proportioning devices that deliver the materials within the following tolerances by weight : Cement 0 to +4% Admixtures ±3% Fine Aggregate ±2% Water ±1% Coarse Aggregate ±2%
1.Use a self contained, continuous mixing type, that meets the following:
a.Carries unmixed dry bulk cementitious materials, fine and coarse aggregate, water and admixtures sufficient for at least 6 cubic yards per batch, unless otherwise approved by the Regional Materials Engineer.
b.Measures the amount of cement being introduced into the mix by a clearly visible meter which is kept clean at all times.
c.Records the quantity of cement by a ticket printer that, as a minimum, records the number of revolution counts of the cement feeder.
2.Water system
a.Provides positive control of the water flow into the mixing chamber.
b.Water flow indicated by a readily adjustable flow -meter to provide for minor variations in aggregate moisture.
c.Equipped with a bypass valve or hose suitable to determine batching accuracy.
3.Admixture System
a.Equipped with at least one admixture delivery system.
b.Provides positive control of the admixture flow into the unit's mix water system.
c.Flow -meters to control the amount of admixture added to the mix.
d.Dispenses admixtures in a manner that provides uniform distribution throughout the concrete.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 e. Adds admixture in the amount necessary to achieve the required air content.
f.Equipped with a bypass valve to obtain a calibrated sample to determine batching accuracy.
4.Mobile Mixing Unit:
a.Capable of combining aggregates, cement, water and admixture into a thoroughly mixed and uniform weight , and discharging the mixture without segregation.
b.Set the mixing time to achieve proper and uniform mix, as determined by the Engineer.
c.Stockpile all mix materials at the project site, unless otherwise approved by the Engineer
d.Provide the necessary scales, containers and personnel, approved by the Engineer, to calibrate the unit.
e.Calibrate the unit and provide a record of the calibration to the Engineer for the mix design to be used. The Regional Materials Engineer will furnish the mix design information and the calibration procedure. The Department reserves the right to witness calibration of the unit.
f.Prior to actual use, demonstrate to the Engineer that the concrete meets the specification requirements for slump, air content and proportioning. Proportioning may be verified in accordance with NYSDOT Materials Method 9.4. Correct any improper mixer conditions as approved by the Engineer. Improper conditions include, but are not limited to, blades that have become heavily encrusted with mortar, or are loose, broken, bent, scalloped, or worn 20% in any dimension or otherwise damaged. The Engineer will discontinue use of a unit that performs unsatisfactorily.
D.Small Mixing Units. The Engineer may allow a small construction mixer to mix small quantities of concrete. Mix for at least 90 seconds after all materials are in the mixer, and the Engineer will test the concrete for the specified slump and air content.
501-3 Construction Details
501-3.01 Proportioning. Proportion all ingredients, except for admixtures, according to Table 501 -3,
Concrete Mixtures and as determined by the Department unless otherwise indicated in the contract documents. Any concrete mix design not meeting the requirements of Table 501 -3 will be subject to approval by the Director, Materials Bureau.
A.Aggregates and Cementitious Materials. Aggregate and cementitious material proportions are indicated in Table 501 -3, Concrete Mixtures, for standard classes of concrete. Mixes containing aggregate other than those permitted by §501 -2.02B, Aggregates, are subject to approval by the Director, Ma terials Bureau. Certain aggregates appear in the Approved List of Sources of Fine & Coarse Aggregates that have use limitations if combined with a high -alkali portland cement. The Regional Materials Engineer may allow the use of these aggregates in combination with high -alkali cements provided that pozzolans are substituted for cement in the following way:
501-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 501 -3A POZZOLAN SUBSTITUTIONS Concrete Class Specified Substitute Cement by Mass With Class Substitution Allowed A, C, E, H 15-20% Class F Fly Ash ( 711-10) HP1 I, J 15-20% Class F Fly Ash ( 711-10) - D 15-20% Class F Fly Ash ( 711-10) DP1 G2 and GG2 20% Class F Fly Ash ( 711-10) - F No Substitution Allowed - NOTES:
1.Class HP and DP concrete may be substituted to mitigate ASR as listed above. Classes HP and DP require the replacement of portland cement with 20% pozzolan and 6% microsilica. The pozzolan may be either Class C or F Fly Ash (§711 -10) or Ground Granula ted Blast Furnace Slag (§711 -12).
2.Classes G and GG require the replacement of portland cement with 20% pozzolan. The mitigation of ASR in Classes G and GG must be accomplished using Class F Fly Ash (§711 -10). Notify the Regional Materials Engineer prior to using pozzolan substitutions to mitigate ASR when using reactive aggregates in combination with a high alkali cement. Approval may be withdrawn when unsatisfactory results occur.
B.Admixtures. Admixtures are used to achieve the desired set retardation, water reduction, slump, air content, and to protect reinforcing steel from corrosion. Admixtures are not considered part of the solid volume in the concrete mixture. The admixture manufacturer’s recommended maximum dosage rate should not be exceeded to obtain the desired results as specified in Table 501 -3.
1.Air Entrainment. Air entraining agent is required for all mixes to produce concrete with an air content in the range specified in Table 501 -3, Concrete Mixtures unless otherwise indicated in the contract documents. The Engineer will test the concrete for plastic air conte nt, and reject concrete with air contents outside the specified limits.
2.Retardation. The setting time of concrete may be retarded when necessary for proper placement. A water - reducing and retarding admixture (§711 -08, ASTM Type D), is required in Class DP for Structural Slab Overlays (Section 584), Class HP for Superstructure Slabs and Structural Approach Slabs (Section 557), Class G and Class GG concrete. It may be used with, or in place of, a water - reducing admixture (§711 -08, ASTM Type A) in other applications that allow Class DP or Class HP. Limit the use of the water - reducing and retarding admixture to the minimum amount required to achieve retardation during placing conditions. Unless otherwise specified, the use of water - reducing and retarding admixtures are subject to approval of the Regional Director.
3.Water Reduction. Unless otherwise specified, a water -reducing admixture (§711 -08, ASTM Type A), is required in Classes DP, HP, I and J concrete. For all other classes, except G and GG, a water -reducing admixture may be used, subject to advance notification and approva l of the Regional Materials Engineer. High Range Water -Reducing Admixtures (§711 -08, ASTM Type F), may not be used unless allowed by specification, plans, or the Director, Materials Bureau.
4.Corrosion Inhibitors. Corrosion Inhibitors, meeting the requirements of §711 -13, may be used in special applications where specified in the plans, contract documents, or as directed by the Director, Materials Bureau.
501-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 C. Water. Add water to obtain the slump desired by the Engineer, within the Design Mix Guidelines of Table 501 -3, Concrete Mixtures. The Engineer will test the concrete for slump, and reject concrete with a slump greater than the guidelines for use in Department work. Concrete with insufficient slump may be adjusted to within the guidelines of §501 -3.03 by adding water and remixing, when permitted by the specifications or the Engineer.
D.Pozzolan. Up to 20% of the cement content for Classes A, C, D, E, H, I ,and J may be substituted with a pozzolan (Fly Ash or GGBFS), except where prohibited by the Regional Director. No additional pozzolan is permitted in Classes DP, G, GG, or HP. No pozzolan is p ermitted in Class F.
E.Microsilica. Microsilica meeting the requirements of §711 -11 may be added as part of a Blended Cement (§701 -03, Type SF or Ternary Blend) or batched independently as a powder.
F.High Reactivity Pozzolan (HRP). When permitted by Regional Materials Engineer, HRP meeting the requirements of §711 -14 may be batched independently as a partial replacement for Portland cement in specialized or high performance mixes. TABLE 501 -3 CONCRETE MIXTURES Design Mix Guidelines (where sand fineness modulus = 2.80)¹ Concrete Class T.C.M.5 Content (lb/cy ) Sand % Total Agg. (solid volume) Water/ cement - itious mat’ls (by weight ) Air Content % desired (Range) Slump Range (in) Type of Coarse Aggregate Gradation Primary Use A 606 36.2 0.46 6.5 (5.0 - 8.0) 2 1/2 - 3 1/2 CA 2 general purpose structural C6 605 35.8 0.44 6.5 (5.0 - 8.0) 1 - 3 CA 2 Pavement: slipform paving, form paving D 725 45.8 0.44 7.5 (6.0 - 9.0) 2 1/2 - 3 1/2 CA 1 thin structural applications DP 2 725 45.8 0.40 7.5 (6.0 - 9.0) 3 - 5 CA 1 thin structural applications, overlays E 648 35.8 0.44 6.5 (5.0 - 8.0) 3 - 4 CA 2 structural slabs and structural approach slabs F 716 34.6 0.38 6.5 (5.0 - 8.0) 2 - 3 CA 2 high early strength for pavement or structural applications G 3 727 45.0 0.45 6.0 (4.0 - 8.0) 6 - 7 CA 2 underwater GG 3 800 45.0 0.45 6.0 (4.0 - 8.0) 6 - 7 CA 1 underwater (special) H 675 40.0 0.44 6.5 (5.0 - 8.0) 3 - 4 CA 2 pumping applications
501-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 HP 2 675 40.0 0.40 6.5 (5.0 - 8.0) 3 - 5 CA 2 pumping, structural slabs, approach slabs, substructures exposed to chlorides I 4 640 41.0 0.44 6.0 (4.0 - 8.0) 1/2 - 1 1/2 CA 2 slip forming highway median barriers J 4 680 45.8 0.44 6.0 (4.0 - 8.0) 1/2 - 1 1/2 CA 1 slip forming structural median barriers, parapet walls and curbs NOTES :
1.Mixture proportions will be computed by the Regional Materials Engineer using the fineness modulus and bulk specific gravities (saturated surface dry) of the aggregates proposed for use.
2.Class DP and HP require the replacement of portland cement with 20% pozzolan and 6% microsilica and the addition of a water reducing admixture and / or water - reducing and retarding admixture. Refer to §501 -3.01 B, Admixtures.
3.Class G and GG require the replacement of portland cement with 20% pozzolan, and the addition of a water - reducing and retarding admixture. Refer to §501 -3.01 B, Admixtures.
4.These mixes require the use of a water reducing admixture. Refer to §501 -3.01 B, Admixtures.
5.T.C.M. = Total Cementitious Material.
6.Slump range for slipform paving is 1 – 2 1/2 inches and for fixed form paving is 1 1/2 – 3 inches .
501-3.02 Handling, Measuring and Batching Materials. Arrange the batching facility and equipment
to assure a continuous supply of material to the work. When written approval is granted by the Director, Materials Bureau, bagged material may be incorporated into the mix. Adjust the batch size to use whole bags of bagged material. The handling, measuring and batching of bagged material must be verified and documented by a Department representative.
A.Stockpiles. Build good draining bases for stockpiles, at the batching facility, on prepared aggregate, concrete, metal or wood surfaces, or barge floors, subject to approval by the Regional Director. Build the stockpiles by methods which do not cause particle segreg ation. Stockpile all aggregates separately, by source and size so that no cross contamination occurs. Label all Department approved stockpiles by source number. Handle aggregates throughout the batching process such as to maintain uniform grading of the material. In case the aggregates contain a high or non -uniform moisture content, stockpile the aggregates for a sufficient length of time to stabilize the moisture content. Equip each plant with a moisture sensing device that indicates, on a readily visible scale or chart, the fine aggregate moisture content as it is batched. Indicate the free moisture content on the batch recordation during batching. The free moisture conte nt during batching is limited to a maximum of 8% of the fine aggregate’s saturated -surface dry weight . The Regional Materials Engineer will determine the acceptability and accuracy of the moisture sensing device. If the device is considered accurate, the free moisture content of the fine aggregate may be allowed to be adjusted between batches based on the most recent moisture reading. No adjustment for free moisture will be allowed for an individual batch after batching starts.
B.Heating Materials for Cold Weather Concreting. Use equipment that uniformly heats the materials. To obtain the specified temperature of the plastic concrete whe n the air temperature is below 32°F , heat the aggregates by steam or dry heat and heat the mix water . When the air temperature is 32°F or more, and the aggregates are free of ice, the specified temperature may be
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 obtained by heating only the mix water. The equipment and operations for heating the materials must be approved by the Regional Director prior to use on Department projects. Specified Temperature Range Minimum Maximum Mix Water 70°F 180°F Aggregate 40°F 100°F Plastic Concrete in place 50°F 70°F To avoid the possibility of flash set when water is heated over 100°F , combine the water and aggregate in the mixer so that the water temperature is reduced before cement is added.
C.Batching.
1.Aggregates. When sizes are weighed cumulatively, allow a ±2% tolerance for each draw weight, based on the combined aggregate batch weight. If sizes are weighed separately, apply the tolerance to each scale weight.
2.Cement and Pozzolan.
a.Batching without microsilica or HRP added independently on a common scale. Weigh the cement, blended cement, or pozzolan cumulatively with a ± 1% tolerance for each draw weight (based on the combined weight of all cementitious materials). Weigh the pozzolan last in the weighing sequence.”
b.Batching with microsilica or HRP added independently on a common scale. Weigh all cementitious materials cumulatively with a ± 0.5% tolerance for each draw weight (based on the combined weight of all cementitious materials). Double the minimum allowable batch weight. Weigh the microsilica or HRP last in the weighing sequence .
3.Microsilica and High Reactivity Pozzolan (HRP) .
a.Batching with cement, Type IP or SM blended cement, or pozzolan on a common scale . Weigh the microsilica or HRP cumulatively with a ± 0.5% tolerance for each draw weight (based on the combined weight of all cementitious materials). Double the minimum allowable batch weight. Weigh the microsilica or HRP last in the weighing sequence.
b.Batching microsilica or HRP on a separate scale . Weigh the microsilica or HRP with a ± 1% tolerance (based on the total weight of microsilica or HRP.
D.Delivery Tickets. Each delivery ticket must contain the following:
1.SiteManager Mix ID
2.Delivery Ticket Number
3.Plant Identification, with plant name and location and/ or facility number
4.Contract Number
5.Concrete Class or Item Number
6.Quantity (Nominal Batch Size)
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 7. Truck Number
8.Batch Number
9.An Automatically Applied Time - Date Stamp (immediately upon completion of batching) which may consist of one of the following :
a.Time - Date stamp by separate printing device on a regular ticket
b.Time - Date printed by a batch weight recorder on a printed ticket.
c.Time - Date printed by a batch weight recorder on a printed tape. Affix a copy of the tape to the regular delivery ticket.
E.Failure of Automatic Batching, Admixture Dispensing and Recording Equipment. If automatic proportioning, admixture dispensing or recording instruments fail, the plant may be allowed, subject to approval of the Regional Director or his representative, to continue producing concrete for the Department for up to 48 hours from the t ime of breakdown. Written permission of the Regional Director will be required to operate without these instruments for periods longer than 48 hours. During this period, batch all materials within the automatic proportioning system tolerances. TABLE 501 -4 BATCHING TOLERANCES3 Cement, Pozzolan, or Blended Cement ± 1% (by weight) of total cementitious materials, if no microsilica or HRP is weighed cumulatively on a common scale. ± 0.5% (by weight) of total cementitious materials, if microsilica or HRP is weighed cumulatively on a common scale. Microsilica or HRP ± 0.5% (by weight) of total cementitious materials, if weighed cumulatively with any other cementitious material. ± 1% (by weight) if weighed on a separate scale. Aggregates ± 2% (by weight) Water 1 ± 1% Admixtures (711 -08, or 711 -
13.± 3% by volume, or ± 1 meter pulse, whichever is greater. Admixtures (others) Contact Director, Materials Bureau Zero - Aggregate 2 ± 2% Zero - Cementitious Materials 2 ± 1% Zero -Water (weighed)1,2 ± 1% NOTES: 1: Tolerance applies to water batched at central mix plants only. 2: Zero tolerance applies to empty scales, based on the minimum allowable batch size.
3.All tolerances are based on the pre -programmed target quantity.
501-3.03 Concrete Mixing, Transporting and Discharging.
A.General. Mix the concrete at a central mix plant, in truck mixers in transit or at the site. When mixed at a central mix plant, transport the concrete in vehicles acceptable to the Regional Director. Place the fresh concrete directly into the forms or into conv eyance equipment approved by the Regional Director before evidence of initial set. No water addition will be permitted after the mix
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 has reached the mid -point of the slump range, as indicated in Table 501 -3, Concrete Mixtures, for the class used. Concrete with a discharge temperature exceeding 90°F will be subject to rejection. Notify the Regional Materials Engineer’s office by 3:00 PM on the day before any production for the Department. Supply fresh concrete at a rate consistent with placement operations as determined by the Engineer. The Regional Director may disapprove the use of any type of concrete mixing or transporting units when unsatisfactory results occur. Load the mixer, regardless of type, in a manner approved by the Regional Director and mix batches of concrete no larger than the rated capacity shown on the Manufacturer's plate. A summary of time limitations for various types of concrete mixing equipment, from the beginning of batching to the completion of discharge, is given in Table 501 -7, Summary of Concrete Batching, Mixing, Hauling and Discharging.
B.Concrete Uniformity. Use a mixer that combines aggregates, cementitious materials, water and admixtures into a uniform weight within the specified time. The mixer is required to discharge the mixture without segregation, and meet the uniformity requirements in Table 501 -5, Concrete Uniformity. The Department will perform tests when required by the specifications or requested by the Regional Director. It will only be necessary to verify that mixing equipment meets uniformity requirements if evidence of non -uniform concrete is found or a reduced mixing time for central mixers is requested. A reduction in the batch size below the rated mixer capacity or reduced mixing speed tolerance limits may be required to obtain uniformity. TABLE 501 -5 CONCRETE UNIFORMITY Test Permissible Variation (Concrete samples taken at two locations in the batch) Weight per cubic foot calculated to an air -free basis 2.0 lb/cf Air Content, % by volume of concrete 1.0% Slump: Average slump 4 in or less 1 in Average slump greater than 4 in 1 1/2 in Coarse aggregate content, portion by weight of each sample retained on a No. 4 sieve 6.0% Unit weight of air -free mortars based on average for all comparative samples tested 1.6 % NOTE: The Department will take samples at the mixer discharge point and test in accordance with Materials Method 9.2.
C.Central Mixed Concrete. Central mixed concrete is concrete mixed in a stationary mixer and transported in approved agitating or non -agitating delivery units to the deposition point. Use a minimum 90 second mixing time after all materials are in the drum, unless tests show that the requirements of Table 501 -5, Concrete Uniformity, can be consistently obtained at a lesser time as approved by the Director, Materials Bureau. Use delivery units that transport thoroughly mixed concrete without loss of uniformity meeting the requirements of §501 -2.04B.1.b. or §501 -2.04B.2., pertaining to Central Mixed Concrete. Travel on a haul road free from holes, washboarding or other features that cause segregation in plastic concrete. Do not exceed the time limit between completion of mixing at a central mix plant and completion of discharge as noted in Table 501 -6, Time Limits for Delivery of Central Mixed Concrete. When transporting central mixed concrete in units approved for truck mixing, add a minimum of 90% of the design water to the mix with the batch plant water system.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Two additions of water will be allowed at the discharge point to obtain initial slump. After each addition, mix the concrete at least 30 mixing -speed revolutions before discharging. The initial loads may, with prior written approval by the Regional Materials Engineer, also be adjusted by using a water - reducing admixture (711 -08, ASTM Type A). This adjustment will be limited to the first trucks arriving for a particular placement before any adjustments have been made at the batching facility. Observe the ma ximum number of mixing revolution or water addition requirements. Make all subsequent admixture additions or adjustments during production at the batching facility. No additions or adjustments are allowed when non -agitating / open haul units are used. TABLE 501 -6 TIME LIMITS FOR DELIVERY AND DISCHARGE OF CENTRAL MIXED CONCRETE Delivery Unit Maximum Time (Minutes) Non-Agitating / Open haul 30 Agitating - rotating drum 90 * * The Engineer will reject the concrete if there is evidence of initial set, and may reduce the time limit in hot weather or under unusual conditions if unsatisfactory results occur. For concrete that does not contain a water - reducing and retarding admixture, the time to initial strike -off or placement of subsequent lifts is included in the delivery and discharge time limit.
D.Transit Mixed Concrete. Transit mixed concrete is concrete batched at the production facility and mixed completely in a truck mixer at the following locations or combinations thereof: the plant, while in transit, or the discharge point. Transit mix may be used for all concrete items unless otherwise specified. Use a truck mixer meeting the requirements of §501 -2.04B.1.a., pertaining to Transit Mixed Concrete. Load the mixer as follows:
1.Totally drain the drum of wash water before loading.
2.Revolve the drum wh ile loading the mix ingredients and add approximately 90% of the design water.
3.Begin mixing within 5 minutes of cement to aggregate contact . TABLE 501 -7 SUMMARY OF CONCRETE BATCHING, MIXING, HAULING AND DISCHARGING Central Mixed Concrete Transit Mixed Concrete Truck Mixed Concrete Begin Batching Load mixer End of Batching and Begin Mixing 90 Second minimum after all materials are in the mixer. End of Mixing Open Haul Rotating Units Drum Agitate 2 -6 rpm 30 Minutes 90 Minutes maximum maximum (See Note 2) Begin Batching Hatch load, or ribbon load materials through barrel hopper. Add approx. 90% of design water _________________________________ ▲ Cement In Contact │ With Aggregates │ 5 Minutes max. │ │ │ Begin Batching REGULAR MIX Load aggregates. Drum may be rocked or revolved Load Cement (See Note 3) Cement In Contact With Aggregates 30 Minutes max. Begin Batching LAYERED MIX Load fine agg. , then SSD coarse agg. through hatch Drum may be rocked. Load Cement (See Note 3) Cement In Contact With Aggregates 90 Minutes max. │ │ │ │ Begin Mixing at plant or in transit Class HP or Class DP Begin Mixing At project, after adding water Class HP or Class DP
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Completion of Discharge (When concrete is transported in units approved for mixing, see Note 1) │ Minutes max. (Note 2) │ │ │ │ │ │ │ │ │ │ │ ▼ 100 rev. minimum 200 rev. maximum Mix: 6 -18 rpm All Other Classes 100 rev. minimum 160 rev. maximum Mix: 6 -18 rpm End of Mixing Agitate 2 -6 rpm Begin Discharge 50 Minutes maximum Completion of Discharge 100 rev. minimum 200 rev. maximum Mix: 6 -18 rpm All Other Classes 100 rev. minimum 160 rev. maximum 15 Minutes maximum End of Mixing Agitate 2 -6 rpm Begin Discharge 30 Minutes maximum Completion of Discharge NOTES:
1.The remainder of the design water may be added at the work site to attain initial slump. When approved by the Regional Materials Engineer, only the first trucks may be adjusted to obtain initial slump using a water -reducing admixture (711 -08, ASTM Type A). Exceeding the maximum mixing revolutions or water addition requirements will n ot be permitted.
2.For mixtures that do not contain a water -reducing and retarding admixture (711 -08, ASTM Type D), the 90 minute maximum time includes the time to initial strike - off, or placement of subsequent lifts.
3.Add cement through hatch. Do not move drum while cement is being added. Mix for a minimum of 100 mixing - speed revolutions and then check for consistency. If the truck is en route to the project, change the speed from mixing to agitating after 100 mixing revolutions. Unless restricted by local traffic laws, do not stop the ro tation of the drum during transit. Two additions of water will be allowed to obtain initial slump at the discharge location . After each addition, mix at least 30 mixing speed revolutions. For Class DP or HP concrete, mix a total of 100 to 200 mixing speed revolutions. For all other clas ses of concrete, mix a total of 100 to 160 mixing speed revolutions. The initial loads may, with prior written approval by the Regional Materials Engineer, also be adjusted by using a water - reducing admixture (§711 -08, ASTM Type A). This adjustment will be limited to the first trucks arriving for a particular placement b efore any adjustments have been made at the batching facility. Observe the maximum number of mixing revolution or water addition requirements. Make all subsequent admixture additions or adjustments during production at the batching facility. After mixing, either discharge the load immediately or revolve the drum at agitating speed. Once begun, discharge the entire load within 50 minutes. For mixes containing a water - reducing and retarding admixture, the total time interval from the moment the cement makes contact with the aggregates to the completion of discharge shall not exceed 90 minutes. For mixes that do not contain a water - reducing and retarding admixture, the total time interval from the moment the cement makes contact with the aggregates to the completion of initial strike off or placement of subsequent lifts shall not exceed 90 minut es. The Regional Director may reduce the total time limit in hot weather or under unusual conditions, if unsatisfactory results are obtained.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 E. Truck Mixed Concrete. Truck mixed concrete is concrete completely mixed in a truck mixer meeting the requirements of §501 -2.04B.1.b. Truck Mixers, after adding water at the discharge location. Apply §501 -3.03D. Transit Mixed Concrete, except as follows:
1.Loading of Mixer:
a.Regular Truck Mix (cement in contact with moist aggregates). The drum may be rocked or revolved while loading coarse and/or fine aggregates with admixtures. Load the cement last, while keeping the drum stationary. Begin mixing within 30 minutes of cement to aggregate contact.
b.Layered Truck Mix (cement in contact with Saturated Surface Dry(SSD) or drier coarse aggregate). Batch the fine aggregate with admixtures, coarse aggregate and cement all separately. Load these materials through a hatch in the side of the drum in the following sequence: fine aggregate with admixtures, coarse aggregate, and cement last. The drum may be rocked after adding each aggregate size, but kept stationary while loading the cement. Begin mixing within 90 minutes of cement to coarse aggregate con tact.
2.Mixing: Begin mixing at the discharge location. Add water to the drum either from the head section or by dual injection from both the head and discharge end. Mix for a minimum 100 revolutions or until uniform concrete of the specified consistency is produced, w hichever is longer. Do not exceed a 15 minute mixing period.
3.Discharge: Discharge the entire load within 30 minutes after mixing.
501-4 METHOD OF MEASUREMENT. The Engineer will compute the volume of concrete as the
number of cubic yards within the payment lines indicated on the plans or as specified by the Engineer. No deductions will be made for the volume of embedded reinforcement, structural shapes or joint materials. Also, no deductions will be made in concrete pavement for catch b asins, manholes, etc. unless otherwise indicated in the contract documents.
501-5 BASIS OF PAYMENT. Include the cost of furnishing all materials, equipment and labor
necessary to complete the work in the unit price bid for the appropriate items. SECTION 502 - PORTLAND CEMENT CONCRETE PAVEMENT (Last Revised May, 2019)
502-1 DESCRIPTION. Construct a Portland Cement Concrete (PCC) pavement and shoulders, if
required, as detailed in the contract documents.
502-2 Materials
Portland Cement Concrete 501 Chemically Curing Adhesive for Portland Cement Concrete (PCC) 701-14 Pavement Applications Highway Joint Sealants (ASTM D6690, Type IV) 705-02 Premoulded Resilient Joint Filler 705-07 Preformed Elastic Longitudinal Joint Seal 705-10 Preformed Elastic Transverse Contraction and Expansion Joint Seal 705-12 Lubricant for Preformed Elastic Joint Sealer 705-13 Longitudinal Joint Ties 705-14
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Transverse Joint Supports 705-15 Wire Fabric for Concrete Reinforcement 709-02 Epoxy Coated Bar Reinforcement, Grade 60 709-04 Quilted Covers (for curing) 711-02 Plastic Coated Fiber Blankets (for curing) 711-03 Polyethylene Curing Covers (white opaque) 711-04 Membrane Curing Compound 711-05 Form Insulating Materials for Cold Weather Concreting 711-07 Water 712-01 If requested, provide the Engineer with any appropriate manufacturer’s details and/or instructions for use of listed materials before use of the product. In addition to meeting the requirements of §701 -14, Chemically Curing Adhesive for Portland Cement Concrete (PCC) Pavement Applications, the material used to anchor longitudinal joint ties, dowels, or other miscellaneous items into hardened concrete must b e a pourable, two -component, 100% solid structural epoxy dispensed:
A.From side -by-side cartridges by manual or pneumatically powered injection guns.
B.Through a static mixing nozzle that homogeneously mixes the material without any hand mixing.
502-2.01 Concrete. Use Class C concrete furnished in accordance with Section 501, Portland Cement
Concrete – General, when specified. High -Early -Strength (HES) concrete, meeting the requirements of §502 -2.02, may be substituted for closure or short placements, subject to t he Engineer’s approval.
502-2.02 High -Early -Strength (HES) Concrete. Use HES concrete where required in the contract
documents or where the Contractor’s request to use HES concrete is approved by the Engineer. Whether required or requested, design the HES mix to satisfy the opening to traffic time requirements of the project and Table 502 -1, High -Early -Strength Concrete Mix Requirements. Submit the HES concrete mix design to the Engineer. Include admixture bran ds and dosages as well as mixing, transporting, placing, paving, curing, and anticipated strength gain details. Produce and place a 4.0 yd3 (minimum) trial batch at an off -contract location selected by the Contractor and agreed upon by the Engineer. Produce the trial batch using the same materials and processes as those to be used to produce concrete for the contract. Provide the Engineer a 7 -day minimum advance notification of trial batch production. Produce and place the trial batch in the presence of the Engineer, the Regional Materials Engineer, and Materials Bureau personnel. Provide an American Concrete Institute (ACI) Certified Concrete Field Testing Technician, Grade I, or higher, to:
A.Measure slump, air content, and unit weight of the trial batch.
B.Cast cylinders from the trial batch for compressive strength and durability testing. Determine the compressive strength of the trial batch concrete at the desired time as discussed in §502 -3.16C, Project Strength Determination. The Materials Bureau will render a decision on mix acceptability, curing, and opening to traffic requirements within 45 calendar days of trial batch production. Changes other than minor fluctuations in admixture dosage rates require a new mix design and tr ial batch. The Engineer will reject the concrete if the specified plastic air content is not achieved. The Engineer may halt paving and order additional trial batches whenever the specified compressive strength requirements are not achieved.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 TABLE 502 -1 HIGH -EARLY -STRENGTH CONCRETE MIX REQUIREMENTS Property Minimum Desired Maximum 28 Day Compressive Strength 4000 psi - - Opening Compressive Strength 2500 psi1 - - Freeze -Thaw Loss (Test 502 -3P, 3% NaCl) - 0.0 % 3.0 % Plastic Air Content 5.0 % 6.5 % 8.0 % Water – Cement Ratio (w/c) - - 0.40 Slump2 - - - NOTES:
1.See §502 -3.16, Opening to Traffic.
2.There are no minimum or maximum requirements for slump, however mix must be fluid enough to finish without segregating.
502-2.03 Performance Engineered Mixes (PEM). If specified, design a concrete mixture proportioned
to meet the requirements of the contract documents. Procedures for mix approval and acceptance will also be included in the contract documents.
502-2.04 Load Transfer Dowel Bars. Refer to 705 -15 for Dowel bar requirements. If specified, load
transfer dowel bars other than epoxy coated steel may be required. The material requirements as well as the approval and acceptance procedures will be included in the contract documents.
502-3 CONSTRUCTION DETAILS. Hold a pre -pave meeting 7 to 14 day before the planned start of
paving with the Engineer, any PCC paving and saw cutting subcontractors, and concrete suppliers to coordinate all aspects of paving and inspection, including equipment review, construction me thods, and time and personnel requirements. Construct a smooth, well consolidated, properly finished, textured, and cured pavement to the line and grade depicted in the contract documents, ± 1/4 inch vertically at any location.
502-3.01 Equipment. Provide the Engineer with an equipment list and specifications a minimum of 14
days prior to the planned start of PCC paving. Bring all equipment needed to place, consolidate, finish, texture, cure, saw cut, seal, and test the PCC pavement to the job site a minimum of 1 full work day before its use to allow examination by the Engineer. Repair or replace any equipment found to be defective before or during its use. Discontinue any operation if unsatisfactory results are being obtained. Use of equipment other than described below is subject to the approval of the Director, Materials Bureau.
A.Slipform Paving. Use a self -propelled slipform paver equipped with:
1.Rigid side forms that laterally support the concrete and minimize edge slumping.
2.A full -width finishing pan.
3.Attached internal vibrators capable of consolidating the entire concrete placement. Slipform paving consists of a single paver, or a placer/spreader followed by a separate paver, capable of placing, spreading, consolidating, screeding, and finishing the concrete such that hand finishing is kept to a minimum. Use equipment guided by a refe rence system that ensures the pavement is placed to the specified line, grade, and cross section.
B.Fixed Form Paving
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 1. Forms. Use straight forms without horizontal joints meeting Table 502 -2, Form Requirements, and equipped with:
a.At least 3 stake pockets spaced 3 feet apart (maximum), each having a positive, nondetachable wedge.
b.Positive, interlocking devices capable of holding abutting sections together to form neat, tight joints. Flexible, curved, or wooden forms may be used in irregular areas or curved sections having horizontal radii of 100 feet or less.
2.Paving Equipment. Use fixed form paving equipment specifically made for placing concrete. The equipment must be capable of placing, spreading, consolidating, screeding, and finishing the concrete to the specified line, grade, and cross section such that hand finishing is kept to a minimum. Use equipment with either attached internal vibrators or in conjunction with hand -held internal vibrators.
C.Vibrators. Use paver -mounted internal vibrators capable of consolidating the entire concrete placement that are:
1.Capable of being shut off without shutting off the paver.
2.Equipped with frequency controls readily accessible to the paver operator.
3.Capable of simultaneously operating at the same frequency as the other paver -mounted vibrators.
4.Capable of operating through a frequency range of 6,000 - 10,000 vibrations per minute. Check vibrator operating frequencies daily when paving begins. Check frequencies under load with the Engineer present. If the paver is not equipped with direct -read frequency gauges for each vibrator, supply the Engineer with a calibrated, hand -held tachom eter, including instructions, to monitor vibrator frequencies. The tachometer will remain the Contractor’s property after paving is complete. TABLE 502 -2 FORM REQUIREMENTS Characteristic Requirement Material Steel, 1/4 inch thick, minimum. Length 10 feet, minimum. Depth Equal to the sum of the edge thicknesses of all pavement layers placed within the form. Base Width Equal to the depth, minimum. Horizontal Top Face 2 inch wide, minimum, and lying in a plane with a maximum variation of 1/8 inch in 10 feet. Vertical Face Maximum variation of 1/4 inch in 10 feet and rounded on the upper corner with a 3/4inch radius, maximum. Flange Bracing Extends outward on the base 2/3 of the form depth, minimum.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Use hand -held vibrators capable of operating through a frequency range of 6,000 - 10,000 vibrations per minute in any location that is not consolidated by internal vibrators attached to the paving equipment.
D.Saw Cutting Equipment. Use diamond blade saws capable of making straight cuts to the dimensions depicted in the Standard Sheets that are equipped with cutting guides, blade guards, water cooling systems, dust controls, and cut depth control. Maintain equipment and supplies to ensure uninterrupted saw cutting. Early entry saws require approval from the Director, Materials Bureau. Submit requests to use early entry saws at least 7 calendar days before paving.
E.Curing Compound Applicators. Use atomizing mechanical sprayers capable of exerting consistent pressure without hand pumping that are equipped with tank agitators to continuously mix the curing compound. Use nozzles with spray shields to prevent drift. Flush nozzles daily before use. Maintain equipment and supplies, including extra nozzles, to ensure uninterrupted curing compound application. In a multi -lane slip form paving operation, use self -propelled applicators guided by the same reference system as the slip form paver. O therwise , applicators need not be self - propelled.
F.Drills. Use gang drills with a minimum of 2 independently powered and driven drills. Use tungsten carbide drill bits. Rest and reference the drill rig frame on and to the pavement surface such that the drilled holes are cylindrical, perpendicular to the surface being drill ed, and repeatable in terms of position and alignment. Hand -held drills are permitted for drilling holes in longitudinal joints if there is not enough room to use gang drills resting on the pavement surface.
G.Joint Sealing - Highway Joint Sealant.
1.Heat the sealant in a melter constructed either:
a.As a double boiler with the space between inner and outer shells filled with oil or other heat-transfer medium.
b.With internal tubes or coils carrying the sealant through a heated oil bath and into a heated double -wall hopper.
2.Do not use direct heating.
3.Use a melter capable of maintaining the sealant’s pouring temperature and providing homogeneous sealant equipped with:
a.Positive temperature control.
b.Continuous full sweep mechanical agitation.
c.Separate thermometers indicating the temperatures of the heat transfer medium and the sealant in the hopper. Do not place any sealant if the thermometers are defective or missing. Provide 2 thermometers having stems 18 inches long and temperature ranges sufficient to meet the requirements of this specification. Use a discharge hose equipped with a controlled heating apparatus or sufficiently insulated to maintain the proper sealant pouring temperature. Use nozzles that apply the joint sealant within the joint confines for the full width and depth of the joint.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 H. Air Blasting Equipment. Use equipment with traps or other installed devices that prevent moisture and oil from contaminating the concrete surface. Use a compressor that delivers air at a minimum of 120 cfm and develops a minimum nozzle pressure of 90 psi. Check the compressed a ir stream purity daily with a clean white cloth.
502-3.02 Weather Limitations
A.Rain. Do not pave in the rain. Supply sufficient quilted covers, plastic coated fiber blankets, or polyethylene curing covers near the paving operation when rain may be expected. Securely cover any concrete exposed to rain that has not reached initial set or wi ll be visibly affected by the rain.
B.Cold Weather. Place concrete when the air temperature is 40°F and rising, or warmer, and when the surface temperature of the area to be paved is 40°F, or warmer. Stop paving when the air temperature falls below 40°F. Measure temperatures in the shade to an accuracy of 1°F. Refer to §502 -3.11C, Cold Weather Curing.
502-3.03 Subbase Course. Install a subbase course in accordance with Section 304, Subbase Course,
before placing PCC. If the area is available, extend the prepared subbase course at the same line, grade, and cross slope as the area being paved such that it is at least:
A.3 feet beyond the longitudinal edges of a slipform pavement.
B.1 foot beyond the outside longitudinal edges of the fixed forms. Additional subbase course that is not included in the finished work will be paid for under Section 304 items included in the contract.
502-3.04 Slipform Paving. Establish a reference system to achieve the specified smoothness level. If
string lines are used, set them by survey and use dual lines whenever possible. Maintain uniform concrete quality and head in front of the paver. Coordinate concrete delivery to maintain continuous forward movement of the paver and avoid excessive delivery truck queues. Keep paver tracks clear of concrete and debris before and during paving. Wet the entire subbase surface without forming puddles or mud immediately before placing concrete. Consolidate the entire concrete placement using internal vibrators attached to the paver. Combine paver forward speed, vibrator frequency, and vibrator depth to consolidate the concrete without segregation, vibrator trails, or contacting the joint assembl ies. Discontinue vibration and tamping if the paver stops. Determine edge slump by extending a 2 foot (minimum) long straightedge over the longitudinal pavement edges. Immediately correct edge slumps greater than 1/4 inch that are between concrete placements and greater than 3/8 inch at free edges and HMA shoulder s.
502-3.05 Fixed Form Paving.
A.Setting Forms. Compact the supporting layer at the form line such that the forms are supported for their full length. Set forms to string lines placed at the pavement elevation, line, and grade and to achieve the specified smoothness. If a form sits above the string lin e, remove the form and trim the form line to the proper grade. If a form sits below string line, remove the form and fill and compact the low area with granular material at least 6 inches on both sides of the form. Frequently check form grade and alignment while paving. Reset forms as necessary. Set forms to accommodate a full day’s paving before placing concrete. Extend forms beyond construction bulkheads to provide a working platform at the end of a placement. Secure each form
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 with a minimum of 3 pins, each of sufficient length to hold the forms in place without movement during any operation. Lock the forms together such that the form ends are aligned and the joints are tight and smooth. Run the paving equipment atop the forms b efore placing any concrete and recheck form alignment. Reset forms as necessary. Align keyway strips in a smooth, horizontal plane, parallel to the top of the form. Match keyway strips on abutting forms such that a nearly seamless keyway results.
B.Paving. Apply oil to forms before placing concrete. Immediately before placing concrete, wet the entire subbase surface without forming puddles or mud. Uniformly distribute the concrete in front of the paver by maneuvering the delivery truck chute. If concrete is spread by hand, use come -alongs or shovels. Do not use rakes or hand -held vibrators to spread concrete. Maintain uniform concrete quality and head in front of the paving machine and without running over the screeds. Coordinate concrete delivery to maintain continuous forward movement of the paver and avoid excessive delivery truck queues. Keep form tops clea n before and during paving. Consolidate the entire concrete placement using internal vibrators attached to the paver. Combine paver forward speed, vibrator frequency, and vibrator depth to consolidate the concrete without segregation, vibrator trails, or contacting the joint assemb lies. Discontinue vibration and tamping if the paver stops. Use hand -held vibrators ahead of the paving equipment to consolidate all concrete not consolidated by machine -mounted internal vibrators. Keep hand -held vibrators perpendicular to the pavement surface. Vibrate between 2 and 4 seconds in each location, over lapping adjacent locations. Do not drag vibrators through the concrete. Do not walk through consolidated concrete. Mark the midpoint (± ½ inch) of each transverse contraction joint such that the saw cut operator can accurately locate the first -stage saw cut locations.
C.Form Removal. Remove forms after the concrete has developed sufficient strength to allow removal without damaging the pavement. Repair pavement damaged during form removal. Remove forms before making second -stage saw cuts.
502-3.06 Joint Construction. The Engineer will inspect the longitudinal joint ties and transverse joint
supports for compliance to the relevant Materials Details before any joint hardware placement is allowed. Construct joints in accordance with the Standard Sheets and approved Mater ials Details. Do not stand on joint hardware. Base final joint layout on construction staging and the actual location of utilities, drainage structures, intersections, tapers, and other irregular areas. Submit a proposed joint layout to the Engineer at least 10 calendar days prior to PCC paving. Obtai n the Engineer’s approval of the joint layout before paving. Inserting dowels and/or longitudinal joint ties into plastic concrete will be considered. Submit a plan to verify dowel and tie locations, depth, and alignment to the Engineer for consideration. Do not insert dowels or ties until the plan is approved by th e Engineer. Make first -stage saw cuts 1/8 inch wide. Make second -stage saw cuts, clean, and seal joints in accordance with §502 -3.12, Sealing Joints.
A.Transverse Joints. Transverse joints include contraction, expansion, hinge, and construction joints. Secure joint supports to the subbase as depicted in the Materials Details. Maintain joint supports in their proper position and alignment during paving. Construct transverse joints perpendicular to both the pavement surface and longitudinal joints in the area being paved. Use a 15 foot maximum transverse joint spacing for pavements having standard slab widths of 12 to 13 feet. For pavements having other sl ab widths, determine typical maximum and minimum transverse joint spacing in accordance with the following:
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Lmax = W min × 1.33 Lmin = W max ÷ 1.33 where : Lmax = maximum transverse joint spacing (slab length) Lmin = minimum transverse joint spacing (slab length) Wmax = maximum slab width across the pavement (load carrying slabs only) Wmax ≤ 13 feet Wmin = minimum slab width across the pavement (load carrying slabs only)
1.Transverse Contraction Joints. All transverse joints are contraction joints unless otherwise shown in the contract documents. Contraction joints are constructed in a straight line across the full width of the PCC pavement and shoulders. Contraction joints may be angled (rather than straight across a pavement) at tied longitudinal joints between lanes placed separately if the placements do not have the same centerline, e.g., where a ramp centerline diverges from parallel to the pavement centerline. Contraction joints may terminate at, or be misaligned at, untied longitudinal joints as discussed in §502 -3.06B3, Untied Longitudinal Joints. Store transverse contraction joint support assemblies in inverted stacks at the project site. Cover stored epoxy coated steel such that it is protected from direct sunlight. Handle joint supports such that no twisting or bending occurs during storage and p ositioning. Supports with bent, twisted, or deformed wires will be rejected. Before placing concrete, position transverse joint supports such that the:
a.Entire longitudinal axis of each dowel is located at the mid -depth of the pavement slab or up to 1 inch below the mid -depth of the slab.
b.Longitudinal axes of the dowels are aligned parallel with the pavement centerline and pavement surface such that the maximum misalignment of one dowel end relative to the other is ¼ inch.
c.Midpoint of the longitudinal axis of each dowel is at the center of the joint (±1 inch).
d.Longitudinal axes of the two end dowels are 4 to 8 inches from the longitudinal joints.
e.Longitudinal axes of the dowels are spaced 12 inches apart. Mark the location of each contraction joint on the subbase before placing concrete such that the assembly is properly positioned. Also mark the longitudinal midpoints of the dowels such that the saw cut operator can accurately locate first -stage saw cuts. In a slipform paving opera tion, mark the joint support midpoint on the subbase immediately adjacent to the pavement. In a fixed form paving operation, mark the joint support midpoint on the form or such that the saw cut operator can easily locate the joint midpoint. Do not cut the shipping wires. Make first -stage saw cuts as soon as the concrete has hardened sufficiently to permit sawing without causing raveling wider than 1/8 inch. Replace blades if raveling persists. Center first - stage saw cuts within 1 inch of the longitudinal midpoints of the dowels. Complete first -stage saw cuts before any uncontrolled cracking occurs. Be prepared to make first-stage saw cuts 24 hours a day to prevent uncontrolled cracking. Provide lighting required to make first -stage saw cuts at night at no additional cost to the St ate. Sweep or wash first -stage saw cut debris from the pavement before it rains, or before opening the pavement to any traffic, such that debris does not enter the joint.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. Transverse Expansion Joints. Construct transverse expansion joints as part of the utility and drainage structure isolation systems depicted in the Standard Sheets or where indicated in the contract documents. Handle and position expansion joint supports in accordance with §502 -3.06A1 , Transverse Contraction Joints. Construct expansion joints using 1/2 inch thick remolded resilient joint filler placed in 1 piece between longitudinal joints. Tightly place and support abutting sections of joint filler such that no concrete infiltrates the joint. Place expansion caps on the dowels as depicted in the Materials Details. Do not tap or hammer the caps onto the dowels. No saw cuts are required in expansion joint construction. Remove the finishing cap, if supplied, after the concrete has developed sufficient strength to prevent damage.
3.Transverse Construction Joints. Construct transverse construction joints wherever there is an interruption of more than 30 minutes in concrete paving operations. Construct these joints as wide as the concrete placement, typically 1 or 2 lanes, but not necessarily the full pavement width. Align con struction joints with transverse contraction or construction joints in adjacent lanes. Construction joints may be formed by bulk heads, saw cuts, concrete removal, or any combination thereof. When required, drill and anchor dowels in accordance with §502 -3.06D, Drill and Anchor Dowels or Ties, such that they meet the positioning requirements of §502 -3.06A1, Transverse Contraction Joints.
a.Bulkheads. Ensure the bulkhead can support the weight of the plastic concrete. Bulkheads may be slotted or solid. Place a slotted bulkhead over the dowels of an exposed joint assembly such that half of the dowel lengths are embedded within newly placed concrete. Imm ediately remove plastic concrete in front of the bulkhead and from the exposed joint support. The transverse joint assembly may be omitted and a solid bulkhead may be used. In this case, drill and anchor dowels, if required, into the transverse joint face.
b.Saw Cut . Saw cut full depth construction joints at locations that satisfy the minimum and maximum slab length requirements of §502 -3.06A, Transverse Joints. Saw cut when the concrete has obtained sufficient strength to be saw cut without damage to concrete to rem ain in place. Do not cut within 12 inches of a longitudinal joint tie. Remove the hardened concrete ahead of the saw cut. Drill and anchor dowels, if required, into the saw cut face such that they meet the positioning requirements. Do not drill i nto longitudinal joint ties. In lieu of drilling holes, the contractor may use transverse joint supports fabricated with closed -end, hollow plastic cylinders instead of dowels. Use hollow cylinders with outer diameters equal to the drilled hole diameters described in §502 -3.06D, Drill and Anchor Dowels or Ties. Position cylinders as required in §502 -3.06A1, Transverse Contraction Joints. Saw cut the newly placed concrete full depth and full width through the midpoint of the longitudinal axis of each cylinder (± 1 inch). Remove hardened concrete and the joint assembly ahead of the saw cut. Remove the hollow cylinder embedded in the concrete that remains and anchor the dowels in accordance with §502 -3.06D, Drill and Anchor Dowels or Ties, to the required alignment in §502 -3.06A1, Transverse Contraction Joints.
c.Removal. Remove all concrete to the midpoint of the preceding transverse joint without damaging the dowels, dowel coatings, or the pavement to remain in place.
4.Transverse Hinge Joints. Do not place hinge joints without the Engineer’s approval. Construct transverse hinge joints when a slab length exceeds the geometric requirements of §502 -
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3.06, Transverse Joints. (This situation typically occurs near structures that are skewed from perpendicular to the pavement centerline.) Locate hinge joints such that they are equally spaced between other types of transverse joints. Construct hinge joints in accordance with §502 -3.06A1, Transverse Contraction Joints, except the positioning requirements do not apply. Instead, position transv erse hinge joint supports such that the:
a.Entire longitudinal axis of each deformed bar is located at the mid -depth of the pavement slab or up to 1 inch below the mid -depth of the slab.
b.Longitudinal axes of the bars are aligned parallel with the pavement centerline and pavement surface such that the maximum misalignment of one bar end relative to the other is 1 inch.
c.Midpoint of the longitudinal axis of each bar is at the center of the joint (±1 inch).
d.Longitudinal axes of the two end bars are 4 to 10 inches from the longitudinal joints.
e.Longitudinal axes of adjacent bars are spaced 4 to 18 inches apart.
B.Longitudinal Joints. When a longitudinal joint item is specified, select tie type, size, spacing, and positioning in accordance with the 502 Standard Sheets and contract documents. Provide a minimum clearance of 3 inches between the end ties in a slab and any part of the transverse joint support. Keep ties free of materi als that inhibit bonding to concrete or anchoring material. Maintain ties in their proper position during paving. It is highly desirable to align longitudinal joints with the permanent pavement markings. Tied longitudinal joints located in the wheel paths of the completed pavement will require ties placed 24” on center.
1.Longitudinal Joints Between Lanes Paved Simultaneously. Use one -piece ties fabricated into assemblies capable of securely holding 2 or more ties. Secure the assemblies to subbase prior to paving in accordance with the Materials Details. Make first -stage saw cuts parallel to the pavement centerline and perpendicular to the pavement surface before uncontrolled cracking occurs. Use equipment specified in §502 -3.01D, Saw Cutting Equipment. Replace saw blades if raveling wider than 1/8 inch oc curs. Center first - stage saw cuts within 1 inch of the longitudinal midpoint of the ties. Sweep or wash first -stage saw cut debris from the pavement before it rains, or before opening the pavement to any traffic, such that debris does not enter the joint.
2.Tied Longitudinal Joints Between Lanes Paved Separately. In a slip form operation, construct a butt joint and drill and anchor one -piece ties into the hardened concrete in accordance with §502 -3.06D, Drill and Anchor Dowels and Ties. Use # 6 ties, 22 inches (minimum) long between travel lanes and 18 inches (minimum) long between a travel lane and a PCC shoulder. Anchor ties between travel lanes 10 inches into the previously placed concrete, leaving 12 inches (minimum) projecting from t he joint face. Anchor ties between a travel lane and a PCC shoulder 8 inches (minimum) into the previously placed concrete, leaving 10 inches projecting from the joint face. Place end ties in a slab 14 to 18 inches from the transverse joint. Typically, space ties between the end ties 36 inches apart, maximum. Pavements having 4 or more tied lanes, or 3 lane pavements 12 inches (or more) thick, may require a decreased spacing i n accordance with the contract documents.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 In a fixed form operation, construct either a butt or a keyed joint. Drill and anchor one -piece ties as discussed above, or use multiple -piece ties. Apply a corrosion inhibiting coating to the threads of all multiple -piece tie components before assembly. B olt the female portion of the tie to the form prior to paving as depicted in the Standard Sheets. Insert and tighten the male ends before paving the adjacent lane. Ensure all threaded connections are tight. First-stage saw cuts are not required between lanes paved separately.
3.Untied Longitudinal Joints. Construct untied longitudinal joints at utilities and/or drainage structures, at intersections, between adjacent lanes having non -parallel center lines (such as ramps), or where indicated in the contract documents. Form as depicted in the Standard Sheets. Transverse joint type, location, and alignment may be changed when a transverse joint intersects an untied longitudinal joint. Patch honeycombing along the untied longitudinal joint face to achieve a smooth surface prior to applying the bond breaker and placing the adjacent concrete. First-stage saw cuts are not required.
C.Utility and Drainage Structures and Telescoping Manholes. Detail jointing around each utility and drainage structure in the proposed joint layout submitted to the Engineer for approval. Refer to the Standard Sheets for jointing and reinforcement around utilities and drainage structures. When possible, do not iso late, or “box out,” utilities and drainage structures from the pavement. Instead, set and center utilities and drainage structures between transverse joints and pave the slab with the structure at the same time as the surrounding pavement. Use a minimum slab length, L min, as defined in §502 -3.06A, Transverse Joints. Reinforce the slab that contains the structure. Select reinforcement size and spacing such that: As ≥ 0.0018(s)(t) where : As = Area of a steel bar (in2) s = Spacing of steel bars (in). Minimum 3” clearance between bars. t = Slab thickness (in) Use mat reinforcement with steel in both directions. Use top and bottom double mat reinforcement for slabs thicker than 10”. Refer to the Standard Sheet for mat reinforcement placement locations. When using telescoping manholes, remove temporary support bolts from the telescoping manhole casting as soon as the concrete hardens.
D.Drill and Anchor Dowels or Ties. Do not drill holes until the concrete has developed sufficient strength to withstand drilling without damage. Damage from drilling shall be addressed in accordance with §502 -3.14, Damaged or Defective Concrete. Drill such that the hole diameters are in accordance with the anchoring material manufacturer’s written recommendations. Replace worn bits when necessary to ensure the proper hole diameter is drilled. Follow the anchoring material manufacturer’s written recommendations for cleaning the holes. As a minimum, clean the drilled holes with compressed air. Insert the nozzle to the back of the hole to force out all dust and debris. When using new cartridges of anchoring material, ensure the initial material exiting the nozzle appears uniformly mixed. If it is not uniformly mixed, waste the material until uniformly mixed material extrudes.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Place the anchoring material in the back of the hole using a nozzle with sufficient reach. Push the dowel or tie into the hole while twisting such that the air pocket within the hole is heard to burst and the anchoring material is evenly distributed aroun d the bar. Use sufficient amounts of anchoring material such that it slightly extrudes out the hole as the bar is inserted.
502-3.07 Paving Adjacent To Existing Concrete. Wherever paving equipment operates on existing PCC
pavement that is to remain, install bolt -on track covers or rubber tired, flangeless wheels. Remove all debris on the existing PCC pavement in the equipment track. Immediately remove any concrete that spills onto the existing concrete. When paving from (or to) a transverse construction joint or intersecting pavement, use hand -held vibrators to thoroughly consolidate any concrete inaccessible to the paving equipment vibrators. Hand finish these areas with the minimum effort required to pr oduce an acceptable surface. Do not dump the grout box head into the pavement concrete when approaching a construction joint.
502-3.08 Plastic Thickness Determination. Provide the Engineer with a round, rigid, nonaluminum
probe, having a 1/8 inch diameter. The Engineer will determine the plastic concrete thickness by inserting the probe and measuring the insertion depth. The Engineer will check thickness at least every 150 feet of paving and at least 2 feet from the placement edge. Keep several probes at the project. The minimum measured plastic thickness must be equal to ( -1/4 inch) or greater than the thickness required in the contract documents. Areas not meeting minimum thickness will be treated in accordance with §502 -3.14, Damaged or Defective Concrete. If 2 consecut ive measurements do not meet minimum thickness, stop paving and reestablish the paving operation to achieve acceptable thickness.
502-3.09 Finishing. Provide an ACI certified concrete flatwork finisher to supervise finishing. Provide
proof of ACI flatwork certification to the Engineer. Mechanically finish the pavement after consolidation and strike off. Use machine mounted finishers such as full -width finishing pans, transverse oscillating screeds, longitudinal floats, pan floats or separate pieces of equipment such as tube floats. Corre ct bumps with a 16 foot straight edge or bump cutter specifically made for finishing concrete. After mechanical finishing, hand finish the pavement to correct and seal minor imperfections. Hand finish with magnesium floats, lutes, and/or trowels. Use work bridges to hand finish concrete inaccessible from the pavement edge. Keep hand finishing to a minimum. Do not use excess mortar or discarded concrete to fill low areas. Do not add water to the concrete surface to close imperfections. Do not trowel bleed water into the surface. Stop paving or reformulate the concrete mix if surface imperfections that require additional water to close routinely occur. Ensure the saw cut operator can locate joint sealant locations between separate, adjacent placements. This may be accomplished with a small radius (1/4 inch) edger along the edge of the second placement.
502-3.10 Texturing. Immediately after finishing and prior to applying the curing compound, texture the
concrete surface using one of the following procedures in accordance with the contract documents. Apply longitudinal tining if no texturing method is designated in the cont ract documents. Additional requirements, such as Mean Texture Depth measured by a sand patch test or a profiler may be performed to check texturing adequacy. For a closed drainage system, provide an 8 - 12 inch blank in the texture along the pave ment edges to enhance drainage to catch basins.
A.Longitudinal Tining. Texture the concrete parallel to the pavement centerline with a set of evenly spaced spring steel tines. Use rectangular tines 1/8 inch wide, 1/32 inch thick, and approximately 5 inches long at a center -to-center spacing of 3/4 inches. Operate the tine head manually or mechanically. In either case, hold the tines as near an angle of 45° to the concrete surface as possible to minimize mortar dragging. Produce tine texture 1/16 - 1/8
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 inch deep with minimal dislodging of aggregate. Do not make multiple tine passes in the same area. Keep tines 2 - 4 inches from the placement edges. Keep the tines free of hardened concrete.
B.Artificial Turf Drag. Use a seamless strip of artificial turf drag appearing on the Department's Approved List entitled “Turf Drag” under “Equipment, Concrete Related.” Produce a consistent texture, free of ridges or gouges, parallel to the pavement centerline either by hand or by attaching a weighted strip to the paver, texture/cure machine, or work bridge. Periodically replace or clean the drag to remove hardened concrete paste that compromises texture.
502-3.11 Curing. Apply curing compound no later than 5 minutes after texturing. The Engineer may stop
paving if curing lags beyond the time limits noted. Cure Class C concrete placed between June 1 and September 15 for 4 days, minimum. Cure Class C concrete placed between September 16 and May 31 for 6 days, minimum. Cure HES or alternate mixes in accordance with Materials Bureau requirements based on the Contractor -submitted mix design and the trial batch evaluation.
A.White Pigmented Membrane Curing Compound. Cure concrete with white pigmented membrane curing compound. Mix the curing compound before each use and continuously agitate during use. Uniformly coat all exposed surfaces (including slipformed edges and formed edges immediately after form removal) at a minimum rate of 150 sf/gal such that the coated surfaces are completely white. Check the application rate after every paving day, including exposed vertical slab faces in the calculations. Apply the curing compound in 2 direction passes with no longer than 15 minutes between passes. Immediately reapply curing compound to any damaged coating areas before the curing compound sets. During curing equipment breakdown, cure the pavement in accordance with §502 -3.11B, Curing Covers. Do not apply curing compound in the rain. If rain damages t he curing compound before it sets, reapply curing compound after the pavement surface dries.
B.Curing Covers. Use of curing covers is subject to the approval of the Engineer. Use quilted covers, plastic coated fiber blankets, or polyethylene curing covers. Do not use covers with tears or holes. Cover all exposed surfaces and extend the covers a minimum of 12 inch es beyond the pavement edges or beyond the forms, when used. Overlap successive covers 12 inches, minimum. Secure the covers to keep them in contact with the entire surface and maintain the overlap. Wet the entire surface of quilted covers and maintain them in a wetted condition until pavement is eligible to be opened to construction traffic.
C.Cold Weather Curing. Supply form insulating materials for winter concreting when the air temperature is going to fall below 40°F at any time until pavement is eligible to be opened to construction traffic. Use material capable of maintaining a surface temperature of 55°F and being easily removed and replaced to accommodate first -stage saw cuts. Apply the insulating material to prevent newly placed concrete from being exposed to air temperatures below 35°F for the curing period. Secure the insulation tight t o the concrete surface to prevent air intrusion beneath the insulation. Extend the insulation 12 inches beyond the newly placed concrete. Insulate the pavement vertical edge and/or forms as well. Place recording surface thermometers between the pavement surface and insulating material 12 inches from one of the placement edges wherever insulation is used. Use 4 equally spaced thermometers for each day’s paving. Do not subject the concrete to a tempe rature drop in excess of 50°F during the first 24 hours after removing the insulation.
502-3.12 Sealing Joints. Seal joints in accordance with the Standard Sheets.
First-stage saw cuts may be temporarily left unfilled if a placement is only subjected to occasional construction traffic, such as pickup trucks or cars. In this case , ensure debris does not enter the joints.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 A. Temporarily fill unsealed first -stage cuts with jute or backer rod if a placement is:
1.Subjected to consistent construction traffic.
2.Used as a haul road for subsequent concrete placements.
3.Temporarily opened to general traffic while final sealing has been delayed for convenience, such as to maximize sealing production. Before cleaning, remove any temporary fillers and repair damaged joints in accordance with §502 -3.14, Defective or Damaged Concrete, including chipped joints resulting from debris accumulation in an unfilled or unsealed joint.
B.Highway Joint Sealant. Widen joints to 1/4 - 3/8 inch for a depth of 1 inch to allow full -depth sealing. Immediately wash the widening cut slurry from the pavement such that it does not reenter the joint. Clean the joints by abrasive blasting before sealing. Keep the nozzle within 2 inches of the joint surfaces. If the project does not allow abrasive blasting, The Engineer may allow pressure washing as an alternate preparation method. When pressure washing, use (1) a 900 psi minimum pressure and (2) a maximum pressure such that no damage occurs to the concrete. Manually dislodge debris remaining in the joint after cleaning, and reclean the joint. Immediately after pressure washing, air blast the joint to rem ove any debris from the cut and dry the exposed faces. Ensure the joint is completely dry before sealing. Do not allow any traffic on the pavement between cleaning and sealing. Reclean the joint if it rains between cleaning and sealing or if any traffic is on the placement between cleaning and sealing. Provide the Engineer a copy of the sealant Manufacturer's written recommendations for heating and application at least 1 work day before sealing. Follow those recommendations. Unless stated otherwise, the recommended pouring temperature is 40°F below the manufacturer's designated safe heating temperature, with an allowable variation of 40°F. Prior to sealing, discharge sealant from the applicator wand into a vessel and measure the sealant temperature. The temperature must be equal to or above the Manufacturer’s recommended minimum pouring temperature and equal to or below the Manufacturer’s re commended safe heating temperature. Do not use sealant heated above the safe heating temperature. Sealant may be reheated or heated in excess of 6 hours if allowed by the Manufacturer’s heating and application recommendations. In these cases, recharge the melter with fresh sealant amounting to at least 20% of the sealant volume remaining in the melter. Seal joints immediately after cleaning. Seal the joint from the bottom of the cut to within 1/2 inch of the pavement surface. Seal when the:
1.Air and surface temperatures are 40°F or warmer.
2.Air temperature is above the dew point.
3.Pavement surface and all joint surfaces are dry. Open to traffic after the sealant has cured to prevent tracking. Do not blot with fine aggregate.
C.Sealing Joints - Preformed Joint Sealers. Make second -stage saw cuts and/or bevels in accordance with the Standard Sheets and (1) no sooner than 72 hours after concrete placement and (2) after the curing period has ended if curing covers are used. Extend the second -stage saw cut vertically
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 down the free concrete edges. Wash the resulting slurry from the pavement and joint immediately after making second -stage saw cuts and/or bevels. Second -stage saw cuts may be delayed for convenience, but do not leave second -stage saw cuts unsealed or unfilled while open to any traffic. Temporarily fill second -stage saw cuts with jute or backer rod if (1) they are exposed to any traffic before cleani ng and sealing or (2) weather conditions are not favorable for timely (within 2 calendar days) cleaning and sealing, whether or not they are exposed to any traffic. Clean the joints by pressure washing before sealing. Use (1) a 900 psi minimum pressure and (2) a maximum pressure such that no damage occurs to the concrete. Manually dislodge debris remaining in the joint after cleaning, and reclean the joint. Within 24 hours of pressure washing, air blast the joint to remove any debris from the cut and dry the exposed faces. Reclean the joint if it rains between cleaning and sealing. Do not allow any traffic on the pavement between cleaning and sealing. Install the sealant in accordance with the Manufacturer’s written instructions. Lubricate the concrete, the sealer, or both before installation such that the lubricant fully covers the sealer/concrete interface, but not the top of the sealer. Install one piece of transverse joint sealer in a compressed condition across the full pavement width, including concrete shoulders, and down the vertical saw cut at the free edge. Cut the longitudinal sealer where it crosses a transverse joint. Do not sp lice the longitudinal sealer between transverse joints. Seal the intersection between longitudinal and transverse sealers with lubricant. Install the sealer such that it is not stretched more than 5%, nor compressed more than 2%, of the minimum theoretical length. Check the installation for stretch and compression by installing sealers in 5 transverse joints and removing the sealer immediate ly after installation and checking the length. An alternate method for checking stretch and compression, where applicable, may be performed by premarking or precutting the sealer to length prior to installation. If the measurement of any of these 5 sealers exhibits stretching in excess of 5% or compression in excess of 2%, modify the installation method to meet the requirements or discontinue installation. Once sealing operations begin, remove 1 joint per 100 in the presence of the Engineer to check stretch and compression. If the sealer is found to be stretched in excess of 5% or compressed in excess of 2%, remove the sealer material from successive joints in both directions until sealers are found that meet the stretch and compression requirements. Replace all joints sealers found with excess stretch or compression. Replace joint sealers removed and found to meet the stretch and compression requirements.
502-3.13 Pavement Protection. Protect the pavement and appurtenances from traffic and construction
operations. Protect the work and provide for traffic as indicated in the contract documents.
502-3.14 Damaged or Defective Concrete. The Engineer will identify all areas of damaged and
defective concrete. Submit a repair plan for the damaged or defective concrete to the Engineer for approval. Repair or replace all damaged or defective concrete in accordance with the approved repair plan. Damage and defects include, but are not limited to, cracking, spalling, poor consolidation, out of specification materials, or imperfections caused by inadequate pavement protection, traffic, and/or construction practices. Slipformed concrete with inadequate plastic thickness as described in §502 -3.08, Plastic Thickness Determination, will be rejected in 150 foot segment lengths.
502-3.15 Hardened Surface Tolerance. After the concrete has hardened sufficiently, test each travel
lane, including ramps, with straight edges laid both longitudinally and transversely. Do not measure transverse deviations across longitudinal joints. The Engineer will mark longitudinal devi ations in the pavement surface exceeding 1/4 inch in 15 feet and transverse deviations exceeding 1/4 inch in 10 feet. Diamond grind these deviations in accordance with § 505-3.02, Bump Grinding, such that they do not exceed these parameters when retested.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Shoulders and other areas not routinely exposed to traffic must meet 1/4 inch in 10 feet both longitudinally and transversely.
502-3.16 Opening to Traffic
A.Construction Traffic. Open Class C concrete pavement to construction traffic and paving equipment at least 7 days after placement. With the Engineer’s approval, the time may be shortened to 3 days if cylinders meet the requirements of Table 502 -3 Pavement Opening Requirements. Any pavement damaged from opening to construction traffic in a reduced time frame will be treated in accordance with §502 -3.14, Damaged or Defective Concrete.
B.General Traffic. Open Class C concrete pavement to general traffic placed between June 1 and September 15 at least 10 days after placement. Open Class C concrete pavement to general traffic placed outside of the above dates at least 15 days after placement. With the Engineer’s approval, these times may be shortened to 4 days if cylinders meet the requirements of Table 502 -3 Pavement Opening Requirements, and the joints are addressed in accordance with §502 -3.12, Sealing Joints. Any pavement damaged from opening to general traffic in a reduced time frame will be treated in accordance with §502 -3.14, Damaged or Defective Concrete. TABLE 502 -3 PAVEMENT OPENING REQUIREMENTS All the Following Must Apply: Construction Equipment General Traffic Minimum Average compressive strength of all cylinder pairs 2500 psi 3000 psi Minimum Average compressive strength of each cylinder pair 2000 psi 2500 psi Note: Automobile only areas may be opened at 1500 psi.
C.Project Strength Determination. Provide an ACI Certified Concrete Field Testing Technician, Grade I, or higher, to cast all cylinders. Unless otherwise noted in the contract documents, use an agency accredited by the AASHTO Accreditation Program (AAP) in the field of construction materi als testing of portland cement concrete to perform compressive strength testing. Cast and test in the presence of the Engineer, or the Engineer’s representative. Provide acceptable proof of ACI Certification and AASHTO Accreditation to the En gineer before placing any concrete. The Engineer, or the Engineer’s representative, will complete the Concrete Cylinder Report as cylinders are cast and tested. Cast a minimum of 3 cylinder pairs (6 total) from each 1000 feet of paving length, or fraction thereof, in accordance with Materials Method 9.2 , Field Inspection of Portland Cement Concrete. Cast each pair from different delivery trucks. Develop an Engineer -approved marking system that allows a cylinder to be readily associated with the corresponding placement location and placement time. Mark th e cylinders and place them adjacent to the pavement under similar curing conditions. Determine the concrete compr essive strength at the desired time in accordance with ASTM C39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. The pavement may be opened to construction (or general) traffic if all the cylinders meet the requirements of Table
502-3 Pavement Opening Requirements.
If these conditions are not met, test 3 additional cylinder pairs at a later time, provided the appropriate numbers of additional cylinders were cast. If the above conditions are not met after additional testing, or, if the required number of additional cy linders were not cast, open the pavement in accordance with the nonreduced time frames of §502 -3.16A, Construction Traffic, and §502 -3.16B, General Traffic.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 D. HES Concrete. Open HES concrete pavements to construction traffic or general traffic based on the requirements of Table 502 -3 Pavement Opening Requirements, and if the joints have been addressed in accordance with §502 -3.12, Sealing or Filling Joints.
E.Maturity. ASTM C1074, Standard Practice for Estimating Concrete Strength by the Maturity Method, may be used to open the pavement to traffic. Inform the Engineer of the intent to use this method at least 28 days before producing any pavement concrete. Submit a matu rity curve development plan to the Engineer that includes an equipment list, the date and time of batching, the testing facility name and address, which must meet §502 -3.16C, Project Strength Determination, requirements, and any variations to A STM C1074. Perform all batching and testing related to developing the maturity curve with the Engineer and Regional Materials Engineer present. Open to traffic at the strengths identified in Table 502 -3 Pavement Opening Requirements.
502-4 METHOD OF MEASUREMENT. The Engineer will measure the following quantities for items
incorporated into the finished pavement:
502-4.01 PCC Pavement, Unreinforced. The work will be measured for payment as the number of cubic
yards of unreinforced PCC pavement placed based on the payment lines shown in the contract documents, to the nearest cubic yard. Deductions will be made for catch basins, manholes, or other simi lar pavement obstructions requiring either mesh reinforced or heavily reinforced placements.
502-4.02 PCC Pavement, Mesh or Heavily Reinforced. The work will be measured for payment as the
number of cubic yards of reinforced concrete placed. No deductions will be made for drainage and utility structures or other similar pavement obstructions within the placement.
502-4.03 Transverse Joints. The work will be measured for payment as the number of feet of transverse
joints constructed that contain load transfer devices.
502-4.04 Longitudinal Joints. The work will be measured for payment as the number of feet of
longitudinal joints satisfactorily constructed that contain longitudinal joint ties.
502-4.05 Sealing Transverse Joints. The work will be measured for payment as the number of feet of
transverse joints sealed, excluding preformed sealers turned down at the pavement edges.
502-4.06 Sealing Longitudinal Joints. The work will be measured for payment as the number of feet of
longitudinal joints satisfactorily sealed.
502-5 Basis of Payment
502-5.01 This subsection is intentionally blank.
502-5.02 PCC Pavement, Unreinforced. Include the cost of all labor, material, and equipment necessary
to perform the work, including first -stage saw cuts, in the unit price bid for PCC Pavement, Unreinforced. No payment will be made for areas that do not meet minimum plastic thickness requir ements.
502-5.03 PCC Pavement, Mesh or Heavily Reinforced. Include the cost of all labor, material, and
equipment necessary to satisfactorily perform the work, including first -stage saw cuts, in the unit price bid for PCC Pavement, Mesh or Heavily Reinforced. No payment will be made for areas that do not meet minimum plastic thickness requirements.
502-5 04
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 502-5.04 Transverse Joints. Include the cost of all labor, material, and equipment necessary to perform the work in the unit price bid for Transverse Joints.
502-5.05 Longitudinal Joints. Include the cost of all labor, material, and equipment necessary to perform
the work in the unit price bid for Longitudinal Joints. Placing the inside shoulder and inside lane simultaneously, at the Contractor’s option, will not generate a Significant Cha nge in the Character of Work. No additional payment will be provided for the additional number of longitudinal joint ties associated with:
A.Constructing butt joints between lanes placed separately in a slipform paving operation.
B.Constructing longitudinal joints in wheelpaths.
502-5.06 Sealing Transverse Joints. Include the cost of all labor, material, and equipment necessary to
perform the work in the unit price bid for Sealing Transverse Joints.
502-5.07 Sealing Longitudinal Joints. Include the cost of all labor, material, and equipment necessary to
perform the work in the unit price bid for Sealing Longitudinal Joints. Placing the inside shoulder and inside lane simultaneously, at the Contractor’s option, will not generate a Signifi cant Change in the Character of Work. Payment will be made under: Item No. Item Pay Unit 502.RCF L PCC Pavement Cubic Yard R – Pavement Reinf. C – Concrete Class F – Friction Type L–Load Transfer 0 – Unreinforced 1 – Class C 1 – Type 1 0 – Epoxy coated 1 – Mesh Reinforced 2 – Performance 2 – Type 2 2 – Heavily Reinforced 3 – HES 3 – Type 3 9 – Type 9 502.91 Transverse Joints Foot 502.9110 Longitudinal Joints Foot 502.9201 Sealing Transverse Joints – Preformed Elastic Joint Sealer Foot 502.9210 Sealing Transverse Joints – Highway Joint Sealant Foot 502.9301 Sealing Longitudinal Joints – Preformed Elastic Joint Sealer Foot 502.9310 Sealing Longitudinal Joints – Highway Joint Sealant Foot SECTION 503 - PORTLAND CEMENT CONCRETE FOUNDATION FOR PAVEMENT (Last Revised May, 2019)
503-1 DESCRIPTION. Construct a portland cement concrete (PCC) foundation for pavements and
shoulders, if required, as detailed in the contract documents.
503-2 Materials.
Apply the requirements of §502 -2 Materials.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 503-3 CONSTRUCTION REQUIREMENTS. Apply the requirements of §502 -3 Construction Details except as modified herein.
503-3.01 Placement of Reinforcement. Place bar reinforcement around utilities, drainage structures, and
other projections into the pavement as depicted in the Standard Sheets for PCC Pavements. Use telescoping manholes when required by the contract documents in accordance with §502 -3.06C, Utility and Drainage Structure Isolation Joint Systems and Telescoping Manholes.
503-3.02 Joints. Transverse joint supports are not required for contraction joints. Saw cut skewed
contraction joints at a “6 on 1” skew across the pavement (approximately 10° from perpendicular to the centerline) before uncontrolled cracking occurs. Saw cut in accorda nce with the first -stage saw cut details in the Standard Sheets. Use a maximum joint spacing of 20 feet and a minimum spacing that satisfies the geometric requirements of §502 -3.06A, Transverse Joints. Center utilities and drainage structures between saw cuts. Skewed joints may be cut at the same angle across the pavement or chevron -shaped with the vertex at a longitudinal joint between separate placements. Maintain the same technique once selected. Construct transverse construction joints perpendicular to the centerline in accordance with §502 -3.06A3, Transverse Construction Joints. Construct longitudinal joints in accordance with §502 -3.06B, Longitudinal Joints.
503-3.03 Finishing. Hand finish the pavement to correct surface irregularities.
503-3.04 Testing the Surface. Immediately after placement, test the entire longitudinal center of each
travel lane with a 10 feet, minimum, long straight edge laid longitudinally. Immediately correct any surface irregularity exceeding 3/8 inches in 10 feet.
503-3.05 Texturing. Immediately after testing the surface, apply an aggressive transverse broom finish.
503-3.06 Curing. Cure in accordance with §502 -3.11 Curing, except the impervious membrane method,
i.e., curing compound, is not permitted.
503-3.07 Sealing Joints. Typically, no joint sealing is required in the PCC foundation course. Seal
skewed contraction joints in accordance with §502 -3.12A, Sealing Transverse Contraction Joints – Highway Joint Sealant, if a construction delay occurs that prevents the placement of the final pavement course until the subsequent construction season.
503-4 Method of Measurement.
503-4.01 Portland Cement Concrete Foundation for Pavement. The work will be measured for
payment as the number of cubic yards of Portland Cement Concrete Foundation for Pavement based on the payment lines shown in the contract documents. No deductions will be made for catch basins, manholes, or other similar pa vement obstructions.
503-4.02 Constructing Longitudinal Joints. The work will be measured for payment as the number of
feet of longitudinal joints constructed.
503-5 Basis of Payment.
503-5.01 Portland Cement Concrete Foundation for Pavement. Include the cost of all labor, material,
and equipment necessary to satisfactorily perform the work in the unit price bid for Portland Cement Concrete Foundation for Pavement. No payment will be made for areas that do not meet minimum plastic
503-5 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 thickness requirements as described in §502 -3.08, Plastic Thickness Determination. No additional payment will be made for Contractor -requested HES concrete mixes.
503-5.02 Constructing Longitudinal Joints. Include the cost of all labor, material, and equipment
necessary to perform the work in the unit price bid for Constructing Longitudinal Joints. Payment will be made under: Item No. Item Pay Unit 503.1010 PCC Foundation for Pavement, Class C Cubic Yard 503.1011 PCC Foundation for Pavement, Class F Cubic Yard 503.1012 PCC Foundation for Pavement, HES Concrete Cubic Yard 503.9110 Constructing Longitudinal Joints in Foundation Pavement Foot SECTION 504 VACANT SECTION 505 – DIAMOND GRINDING (New Section May, 2019)
505-1 DESCRIPTION. Diamond grind portland cement concrete (PCC) or asphalt surfaces in
accordance with the contract documents.
505-2 MATERIALS. Provide the Engineer with a list of equipment and their specifications at least 7
days before the planned start of diamond grinding. Maintain the equipment in proper working order. Immediately replace any out -of-round wheels. Do not use equipment that c auses raveling, aggregate fractures, or joint deterioration.
505-2.01 Production Diamond Grinding Equipment. For projects having grinding quantities over
3,000 yd2, use a self -propelled machine specifically designed for grinding that meets the following:
A.Equipped with 50 – 60 gang -mounted diamond saw blades per foot on a multi -blade arbor capable of producing a 3 foot wide, minimum, strip of ground surface.
B.Having blade spacers with a minimum thickness of 0.105 inches.
C.Equipped with a vacuum system capable of removing the grinding slurry from the surface, leaving the surface in a clean, near -dry condition.
D.Weighing a minimum of 35,000 pounds with the grinding head.
E.Having a minimum effective wheel base (distance between the transverse pivot points of the front wheel assembly and the profile/depth -control/ground drive wheels) of 12 feet.
505-2.02 Bump Grinding Equipment. Use equipment meeting §505 -2.01 Production Diamond
Grinding Equipment, except the equipment must weigh at least 17,000 pounds. This equipment may only be used for grinding quantities of 3,000 square yards, or less.
505-3 Construction Details.
505-3.01 General. Provide at least one 10 -foot straightedge and one 15 -foot straightedge to the Engineer
before paving begins. Diamond grind longitudinally, beginning and ending at lines normal to the
Source: New York Standard Specifications, 2024 Edition. Pages 5–226 of 1,264.