551-1 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Section 550 STRUCTURES SECTION 551 - DEEP FOUNDATION INSTALLATION AND TESTING (Last Revised May, 2022)
551-1 Description
551-1.01 General. This work shall consist of furnishing and installing d eep foundations of the type and
size, designed to transfer load through shallow deposits to suitable bearing strata, at the locations indicated in the contract documents. The Contractor shall also perform load testing and/or integrity testing as indicated in the contract documents to verify the design assumptions and load -carrying capacity of the deep foundation elements. Timber piles are not covered under this specification.
551-1.02 Definitions.
A.Piles. Piles are vertical structural elements of a deep foundation installed to transfer structural loads into the underlying ground.
1.Steel H -Piles. A steel H -Pile is a hot rolled structural shape, where the shapes of the webs and the flanges are the same thickness, making a member that can be driven without twisting. Steel H - Piles are primarily used as an end bearing pile where the majority of the pile load is delivered to the material on which the tip rests.
2.Cast-In-Place Concrete Piles. A Cast-In-Place pile (CIP) is a pipe, or shell, driven into the ground primarily as a form to hold concrete. However, that casing serves as a means to transfer the loads from the casing surface to the surrounding soil by means of friction throughout the length of the pile (i.e. CIPs are friction piles). The distinction between a pipe and a shell is that the pipe can be driven on its own, while a shell is driven with a mandrel.
3.Furnishing Equipment for Driving Piles. Necessary equipment, including hammers, cushions, helmets, leads, followers, and methods for addressing obstructions (e.g. spuds or augers), for driving piles as shown in the contract documents.
4.Dynamic Pile Load Testing. Dynamic Pile Load Test (DPLT) uses measurements of strain and acceleration taken near the pile head as a pile is driven or restruck with a pile driving hammer. These dynamic measurements are used to determine the performance of the pile driving system, calculate pile installation stresses, assess pile integrity, and evaluate the nominal geotechnical resistance.
5.Splices. A pile splice joins two segments of a driven pile using either a weld or mechanical means. The piece of the pile in the ground is referred to as the bottom whereas the piece added onto the pile in the ground is referred to as the top. Splices are contingent items and shall apply only when the Engineer directs the Contractor to drive a pile more than 10 feet beyond the estimated length provided in the contract documents.
551-1 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Micropiles. A small -diameter (typically less than 12 inches) friction pile formed by removing material using non -vibratory and non -displacement methods to create a cased cylindrical open hole in the ground, which is subsequently filled with grout and steel reinforceme nt.
1.API Mill Secondary or Mill Seconds. Mill reject American Petroleum Institute (API) casing, a.k.a. “Mill Rejects,” “Structural Grade,” “Limited Service,” or “Minimum Test Pipe.” Mill seconds cannot be used for reinforcement.
2.API Prime Pipe. Pipe meeting all the specified inspection and testing requirements set forth by API and having accompanying certifications. API standardized several grades of steel that have different chemical content, manufacture processes, and heat treatments and, there fore, different mechanical properties. The API grade letter designation is arbitrary and the numbers in the grade designation indicate the minimum yield strength of the steel in thousand psi. N80 is a relatively old grade with essentiall y open chemical requirements and is normally less expensive than L80 grade.
3.Bond Breaker. A device or special treatment incorporated into a length of a micropile that will allow no load to be transferred to the soil over that length. A bond breaker also provides full lateral support of the pile over the length of the bond breaker. Grout placed in contact with the soil using gravity pressure only will not be considered to constitute a bond breaker.
4.Bond Zone. The gravity grouted, pressure grouted, and/or post grouted length of a micropile that provides the pile's resistance.
5.Drill Casing. Steel pipe of flush joint type used in the drilling process to stabilize the drill hole.
6.Duplex Drilling. A method of progressing and cleaning out a hole for installing a micropile in which the outer drill casing is progressed simultaneously with an inner drill rod string. The drill casing is cleaned using reverse circulation. Intimate contact between the soil and an outer drill casing is maintained during drilling.
7.Extended Length. An additional pile length resulting from a requirement that the pile resistance be achieved below a given elevation. Typically, extended lengths are prompted by a conflict with subsurface elements (e.g., underground structure, utilities, etc.) or unreliabl e soil strata. Bond breakers may be required.
8.Furnishing Equipment for Installing Micropiles. Necessary equipment at the work site for installing micropiles or permanent casings for micropiles as indicated in the contract documents. The equipment shall be capable of advancing drill casing and permanent casing, and drilling holes for micropiles by rotating the casing(s) and applying a static vertical load. The equipment shall be capable of cleaning out the inside of the casing(s) with out disturbing the surrounding soil or excavating more than 1 foot ahead of the casing. The equipment shall be equipped with gauges conveniently located at the pile installation site to measure the volume of grout being pumped into the pile and the grouti ng pressure. The equipment shall be able to perform the work without removing or relocating existing utilities, structures, or structural members.
9.Non-Production Pile. Non-production piles are piles that are not incorporated into the substructure. For example, test piles which are abandoned after testing has been completed.
551-1 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 10. Permanent Casing. A steel casing installed in the upper portion of a micropile to increase the pile's moment resistance and lateral resistance against horizontal loads.
11.Positive Circulation or Flush. A method of progressing and cleaning out a hole for a micropile wherein drilling fluid is injected into the hole and returns upward along the outside of the drill casing.
12.Post Grouting. A method used to increase pile resistance after the grout column has reached initial set by pumping grout at very high pressure (up to 1000 psi) through a sleeved port pipe (post grout tube).
13.Pressure Grouting. A method used to develop pile resistance wherein pressure is applied continuously to the top of the fluid grout column through the drill head as the casing is removed from the bond zone.
14.Production Pile. A pile which will be incorporated into the structure's foundation.
15.Recirculation. A method of handling drilling fluid where the fluid coming back out of the hole is captured in a pan and reused.
16.Reverse Circulation. A method of cleaning the inside of the drill casing. Drilling fluid is circulated down through the drill rods and returns upwards through the inside of the drill casing to flush the drill casing clean.
17.Static Pile Compressive Load Test. A test to verify design assumptions and the adequacy of the Contractor’s installation methods.
18.Telltale. A simple mechanical device, a.k.a. “strain rod,” that is used to measure deflection in concrete or steel. The device consists of a small -diameter steel rod that is fixed at a selected point along or within the pile. This rod is encased, and free to move, i n a slightly larger pipe or tube which extends up to the pile top. Dial gages are used to measure the deflections at the top of the rod.
19.Tremie Grouting. A method used to place grout in a wet hole. A grout tube is placed to the bottom of the drill hole. While keeping the tube opening submerged in the grout, grout is pumped into the hole, causing the drilling fluid to be displaced.
C.Drilled Shafts. A cylindrical structural column transmitting loads to soil and/or rock. The drilled shaft is constructed in a hole with a circular cross section. The hole is filled with concrete and may be reinforced with steel.
1.Casing (Shell). A steel shell used to construct the drilled shaft. The casing can help advance the hole and supports the sides of the hole. Casing can be permanent, interim, or temporary.
2.Casing Method. A method of shaft construction, consisting of advancing and cleaning a cased hole, placing the reinforcing cage, and concreting the shaft while extracting temporary casing (if used).
3.Crosshole Sonic Logging (CSL) of Drilled Shafts. The CSL test is used to evaluate the integrity of the shaft concrete by measuring the response of an ultrasonic pulse traveling from a signal source in one access pipe to a receiver in another access pipe.
551-1 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Drilling Mud. A slurry made using bentonite or polymers (see Slurry).
5.Dry Construction Method. A method of shaft construction consisting of drilling the shaft, removing water and material from the excavation, placing the reinforcing cage, and concreting the shaft in a relatively dry condition.
6.Furnishing Equipment for Installing Drilled Shafts. Necessary equipment, including barges, platforms, and support vessels, for installing drilled shafts as shown in the contract documents.
7.Interim Casing. A casing that acts as a form but remains in place permanently. It is not designed to carry structural loads.
8.Permanent Casing. A casing that is designed to carry structural loads. It acts as a form and remains in place permanently.
9.Quality Assurance. A test or procedure that acts to verify the quality of the work or product. Quality Assurance procedures would include static load testing, Osterberg cell testing, coring, cross hole sonic logging, and other non -destructive testing.
10.Rock. Rock is identified in the boring logs. Rock may also be defined at the shaft installation site by a Departmental Engineering Geologist.
11.Seat. The act of placing the tip of a casing in intimate contact on rock for its entire circumference.
12.Slurry. A mixture of water and bentonite, or water and polymers, which provides hydrostatic pressure that supports the sides and bottom of the hole, lubricates and cools the drill tools, and aids clean -out. Slurry cannot be made from native materials, or material from the excavation.
13.Surface Casing. Temporary casing installed to prevent sloughing of the surrounding soil near the surface of the shaft excavation.
14.Temporary Casing. A casing that serves its function during construction of the drilled shafts. It serves no permanent structural function and is extracted during concreting.
15.Top of Socket. The highest location of the rock socket that is capable of resisting axial and lateral design loads. At any given location, the top of socket elevation is usually below the top of rock elevation. This distance depends on the type and quality of the rock, a nd the Contractors drilling methods and equipment.
16.Tremie. A method to place concrete under water. Refer to Section 555 Structural Concrete.
17.Trial Shaft. A hole for a drilled shaft constructed on the project site, but outside the proposed footing limits. It is not to be incorporated into a structure or foundation. A trial shaft is constructed prior to installing production drilled shafts, according to the m ethods detailed in the Contractor’s submittals. Its function is to verify the proposed excavation methods and permit the Inspectors to become familiar with the excavation procedure. Upon inspection and acceptance, the trial shaft is backfi lled with unreinforced concrete.
551-2 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 18. Wet Construction Method. A method of shaft construction in which slurry is used to maintain stability of the hole while advancing the excavation to the final depth, placing the reinforcing cage, and concreting the shaft.
551-2 Materials
551-2.01 Piles
A.General. Materials for piling shall conform to the requirements of the following subsections of Section 700 Materials and Manufacturing : Bar Reinforcement, Grade 60 §709 -01 Casings for Cast -in-Place Concrete Piles §720 -03 Steel H -Piles §720 -04 Pile Shoes §720 -05 Mechanical Pile Splices §720 -06
B.Steel H -Piles. Steel H -Piles shall meet the requirements of §720 -04 Steel H -Piles .
C.Cast-In-Place Concrete Piles
1.Casings for Cast -In-Place Concrete Piles. Casings for Cast -In-Place Concrete Piles shall meet the requirements of §720 -03 Casings for Cast -In-Place Concrete Piles .
2.Concrete for Cast -In-Place Piles. Concrete placed in the Cast -In-Place Piles shall comply with requirements specified for Class A Concrete in Section 501 Portland Cement Concrete - General .
3.Cast-In-Place Concrete Pile Dimensions. Pile dimensions, including the rate of taper for tapered piles, shall be as shown in the contract documents, or as approved by the DCES. In no case, however, shall the outside diameter at the toe be less than 8 inches nor shall the outside diameter at the section to be cut off be less than 12 inches. The Contractor shall furnish the type of pile casing shown in the contract documents. No used pipe or shell will be permitted.
D.Furnishing Equipment for Driving Piles. None Specified
E.Dynamic Pile Load Testing. None Specified.
F.Static Pile Compressive Load Testing (if Required) . Provide materials as required in Geotechnical Control Procedure (GCP -18) Static Pile Compressive Load Test Manual .
G.Splices. Mechanical Pile Splices shall meet the requirements of §720 -06 Mechanical Pile Splices.
551-2.02 Micropiles For all steel remaining as a permanent part of the work, all Buy America provisions
shall apply. Mill certifications are required to meet Buy America provisions.
A.Drill Casing. Provide drill casing consisting of flush joint type steel pipe of appropriate thickness to withstand the stresses associated with advancing it into the ground, in addition to the stresses due to hydrostatic and earth pressures.
551-2 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Drill Casing/Pipe Used As Reinforcement. Provide steel drill casing/pipe used as reinforcement meeting, at a minimum, the strength requirements of ASTM A252. Mill seconds cannot be used for reinforcement. Approval of the steel drill casing/pipe used as reinforcement shall be done in accordance with the following procedure:
1.Requirements for Micropile Structural Casing. Structural casing that is installed in coupled (spliced) sections shall meet the following requirements:
a.The casing shall be flush -joint, and the pipe joint shall be completely shouldered and with no stripped threads.
b.All welded connections shall be performed by a NYSDOT Certified Welder in conformance with NYSDOT Steel Construction Manual (SCM), the approved Welding Procedure Specification (WPS) and the Approved Welding Procedure Qualification Record (WPQR). Welds shal l be full penetration welds for full structural load capacity. For micropiles with bending or tension stress, welds shall be Ultrasonic (UT) or Radiograph Tested (RT). These requirements do not apply to minor welding that does not carry structural load, such as cutting teeth and tacking on bearing plates.
c.If significant tension loads are being considered, the Department will require the Contractor to provide data demonstrating the adequacy of the proposed detail.
d.The design shall limit the maximum yield stress of steel (Fy) to 87 ksi.
C.Bar Reinforcement. Provide Bar reinforcement meeting the requirements of §709 -01, Bar Reinforcement Grade 60, or continuously threaded "Uncoated High -Strength Steel Bars for Prestressing Concrete" - ASTM A722.
D.Grout. Provide a pumpable grout consisting of, as a minimum, Portland Cement - Type 2 and Water meeting the following Specification requirements: Material Subsection Portland Cement, Type 2 §701 -01 Grout Sand §703 -04 Fly Ash §711 -10 Water §712 -01 The use of Grout Sand and Fly Ash in the mix is optional. Field sampling and testing shall be done in accordance with the current procedural directives of the Materials Bureau of the Office of Technical Services.
E.Centralizers and Spacers. Provide centralizers and spacers fabricated from schedule 40 PVC pipe, tube, steel, or material non -detrimental to the reinforcing steel. Wood shall not be used.
F.Furnishing Equipment for Installing Micropiles. None Specified
G.Permanent Casing. Permanent casing shall be of flush -joint or welded type and shall be of appropriate thickness to withstand the stresses associated with advancing it into the ground. Provide
551-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 permanent casing as indicated in the contract documents and conforming to ASTM A252. Mill secondaries cannot be used for permanent casings. Approval of the structural casing shall be done in accordance with the following procedure:
1.Requirements for Micropile Permanent Casing. Structural casing that is installed in coupled (spliced) sections shall meet §551 -2.02 B.1. Requirements for Micropile Structural Casing
H.Water. Provide water conforming to §712 -01 Water for any drilling fluid.
I.Static Pile Compressive Load Test (if Required). Provide materials as required in Geotechnical Control Procedure (GCP -18) Static Pile Compressive Load Test Manual .
551-2.03 Drilled Shafts Refer to the contract documents to determine which of the following materials
will be required. For all steel remaining as a permanent part of the work, all Buy America provisions shall apply.
A.Permanent Casing. Provide continuous permanent casing conforming to the limits shown in the contract documents. Provide material conforming to the requirements of ASTM A252 Grade 2, unless specified otherwise in the contract documents. Furnish full length shells, consistent with requirements shown in contract documents. If needed, equip casing with an appropriate casing shoe to enable installation of casing to the elevations shown in the contract documents.
B.Interim Casing. Provide interim casing capable of withstanding all handling and installation stresses. If needed, equip casing with an appropriate casing shoe to enable installation of casing to the depths necessary to construct the drilled shaft to the elevations shown i n the contract documents.
C.Temporary Casing. Provide temporary casing capable of withstanding all handling and installation and extraction stresses. If needed, equip casing with an appropriate casing shoe to enable installation of casing to the depths necessary to construct the drilled shaft to the e levations shown in the contract documents.
D.Reinforcing Steel. Provide bar reinforcement meeting the requirements of §709 -01 Bar Reinforcement, Grade 60 or ASTM A615 Deformed and Plain Carbon -Steel Bars for Concrete Reinforcement .
E.Concrete. Provide concrete conforming to the requirements of Section 501 Portland Cement Concrete - General , Class GG, as presented in Table 501 -3 Concrete Mixtures . The Contractor is allowed the option of using admixtures to increase the slump to a maximum of 9 inches, provided all other mixture requirements set forth in Table 503 -1 are achieved.
F.Centralizers. Provide centralizers for properly aligning the steel reinforcement, made of a material that is not detrimental to the reinforcement or the concrete. The type of centralizer utilized must be approved by the DCES.
G.Rebar Cage Feet. Provide cylindrical feet to support the rebar cage at the proper elevation, made of a material that is not detrimental to the reinforcement or concrete. The type of feet utilized must be approved by the DCES.
551-2 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 H. Protective Coating for Permanent Casing. Provide a Coal Tar Epoxy -Polymide Coating meeting the requirements of, and apply it in accordance with, SSPC -PS 11.01: Black (or Dark Red) Coal Tar Polymide Painting System. Apply the coating between the limits shown in the contract documents.
I.Mineral Slurry. Provide a mineral (bentonite) slurry that will remain in suspension, and with sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. Provide a slurry with the percentage and specific gravity of the mate rial used to make the suspension sufficient to maintain the stability of the excavation and to allow proper concrete placement. The acceptable range of values for mineral slurry is as follows: Range of Values (68°F) Property (Units) Time of Slurry Introduction Time of Concreting (In hole) Test Method Density (lb/ft3) 64.3 to 69.1 64.3 to 75.0 Density Balance Viscosity (seconds/quart) 28 to 45 28 to 45 Marsh Cone pH 8 to 11 8 to 11 pH paper or meter Increase density range values by 2 pcf in salt water. Desand the slurry so that the sand content does not exceed 4 percent (by volume) prior to concrete placement as determined by the American Petroleum Institute sand content test.
J.Polymer Slurry. Provide a polymer slurry with sufficient viscosity and gel characteristics to hold the hole open, and transport excavated material to a suitable screening system. Polymer slurry may be made from PHPA (emulsified), vinyl (dry), or natural polymers. Desand t he polymer slurry so that the sand content is less than 1 percent (by volume) prior to concrete placement, as determined by the American Petroleum Institute sand content test.
K.Water. Provide water conforming to the requirements of §712 -01 Water , except with a pH conforming to the slurry requirements listed above.
L.Furnishing Equipment for Installing Drilled Shafts. None Specified.
M.Crosshole Sonic Logging (CSL) of Drilled Shafts. Provide access pipes for the testing equipment.
1.Access Pipes. Provide access pipes with the material and dimensions specified in the contract documents. Provide pipes with a round and constant internal diameter free of defects or obstructions, including any at pipe joints. Use watertight pipes free from corrosion with clean internal and external surfaces. Equip each pip e with a watertight threaded cap on the bottom and a removable threaded cap on the top.
2.Grout. Provide cement or sand -cement grout for filling access pipes. The Contractor's proposed grouting methods and grout mixes are subject to the approval of the Engineer. All grout constituents must meet the material requirements of §700 Materials and Manufacturing.
3.Water. Provide water that meets the requirements of §712 -01 Water .
551-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 N. Static Pile Compressive Load Test (if Required). Provide materials as required in Geotechnical Control Procedure (GCP -18) Static Pile Compressive Load Test Manual .
551-3 Construction Details
551-3.01 Piles
A.General. The method of storing and handling of piles shall be such as to avoid damage to the piles. Piles shall not be driven until after the excavation is completed to the elevation required for the bottom of the footing or bottom of tremie. Unless otherwise shown in the contract documents, any material forced up or depressions made by the driving shall be removed or filled and the correct elevation of foundation established before any concrete is placed. The driving of piles shall be done with an air/steam, diesel, or hydraulic hammer. Piles shall be driven starting from the center of the foundation and proceeding outward from this point or starting at the outside row and driving progressively across the f oundation. The length of piles will be determined in the field by driving to the driving criteria determined by the DCES. Piles may be completely driven in one operation or, if directed by the DCES, be partially driven and allowed to set from 2 to 24 hours (or as ind icated in the contract documents) before driving is resumed. Piles shall be vertical or accurately battered as indicated in the contract documents. The top of any pile driven its full length into the ground shall not vary from the plan location by more than 4 inches, unless otherwise shown in the contract documents. The top of any pile partially exposed or included in an integral abutment shall not vary from the plan location by more than 1 inch, unless otherwise shown in the contract documents. Piles may have a variation at their tip of not more than ¼ inch per foot from the vertical or from the batter shown in the contract documents or permitted by the DCES. All piles forced up by any cause shall be driven again, at no additional cost to the State. The following shall be causes for rejection of a pile:
1.Pile location or batter is incorrect.
2.Pile damaged from any cause whatsoever.
3.Pile fails to attain the driving resistance determined by the DCES, or the driving resistance set forth in the contract documents.
4.Pile tip elevation is not within the limits called for in the contract documents.
5.Pile is unserviceable for other reasons related to the furnishing and installing of the pile.
6.Cast-In-Place Concrete Pile Casing not free from water. No footing concrete shall be placed until all piles within the footing are inspected by the Engineer. The Contractor shall remove rejected piles, or at the option of the Department, a second pile may be driven adjacent thereto if this can be done without i mpairing the structure. The tops of all piles and pile casings shall be cut off at the elevation indicated in the contract documents, or as established by the Engineer. The cut shall be clean, level, and to a true plane, in accordance with the detail shown in the contract documen ts. All cavities left by the pile driving operation shall be backfilled.
551-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 B. Steel H -Piles. Steel H -Piles shall be furnished with a shoe, fabricated as detailed in the contract documents, or as approved by the DCES. Substitution of commercial shoes for those detailed in the contract documents may be permitted subject to the approval of the DCES. Unless shown in the contract documents, the shoes shall be attached by a NYSDOT Certified Welder with a 5/16 inch minimum fillet weld along the entire outside edge of the flanges.
C.Cast-In-Place Concrete Piles. Pile casings which do not hold their original form during driving, which fracture, or fail during driving due to manufacturer defect, fabrication, or Contractor's operations, unless otherwise directed, shall be replaced at no additional cost to the State. If, at any time during the driving or placing of the pile casings, the DCES determines from the results of the driving that the pile casings of the type or thickness being used cannot be satisfactorily placed, the Contracto r shall remove the casings, and replace them with casings of the type and thickness directed at the expense of the State. All pile casings shall be equipped with a toe treatment as shown in the contract documents. Cast-in-place concrete piles shall be reinforced as shown in the contract documents and the reinforcement secured in such a manner as to ensure its proper location in the finished piles. Cast-in-place concrete pile casings shall be inspected immediately prior to placing concrete in the casing. All casings in the footing shall be satisfactorily placed and dry before concrete is placed. Each casing shall be filled with a continuous pour of C lass A concrete, mixed and placed in accordance with Section 555 Structural Concrete . Cold joints are not allowed. Care shall be exercised in filling the piles to prevent honeycomb and air pockets from forming in the concrete. Internal vibrators and other means shall be used to the maximum depth practicable to consolidate the concrete. All exposed pile or pile casing surfaces not embedded in concrete shall be painted in accordance with the Contract Documents.
D.Furnishing Equipment for Driving Piles. The Contractor shall submit to the DCES for approval Form BD 138 Pile Driving Equipment Data a minimum of 21 calendar days prior to beginning pile driving work. Each separate combination of pile and pile driving equipment proposed by the Contractor shall require the submission of a corresponding Form BD 138. Piles shall be driven only with equipment which has the prior approval of the DCES. All malfunctioning equipment shall be removed from the site and be replaced with equipment which is satisfactory to the DCES. The minimum rated striking energy of the hamme r to be used in driving Steel H -Piles and Cast -In-Place Concrete Piles shall be 13 kip -feet per blow. Hammers having greater striking energy may be used upon approval by the DCES. These hammers shall produce a minimum of 20 blows/foot and a maximum of 120 blows/foot at the Nominal Pile Resistance shown in the contract documents. However, if, in the opinion of the DCES, satisfactory results are not obtained with the hammer furnished by the Contractor, a hammer meeting the approval of the DCES shall be furnished and used. Water jets and vibratory hammers shall not be used in driving any pile unless written approval is given by the DCES. Piles installed with a water jet or vibratory hammer shall be impact driven to secure the final penetration.
1.Air/Steam Hammers. Sufficient boiler or compressor capacity shall be provided at all times to maintain the rated speed of air/steam hammers during the full time of pile driving. The valve mechanism and other parts of a single or double -acting hammer shall be maintained such that the number of blows per minute for which the hammer is designated, is satisfied.
2.Diesel Hammers. Single acting hammers’ valves, pumps, ports, rings, and other hammer parts shall be maintained such that the length of stroke, or blows per minute, is satisfied.
551-3 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 All diesel hammers shall be provided with an acceptable means of measuring hammer energy.
3.Hydraulic Hammers. Hydraulic hammers that have enclosed rams, shall be equipped with an electronic printout. Those which have exposed rams, shall be visually inspected.
4.Hammer Cushion. An approved hammer cushion block shall be used to transfer pile hammer energy to the pile. Each hammer shall be equipped with a helmet/drive head to fit the type of pile to be driven. The hammer cushion will be inspected for compliance with the description in the BD 138 prior to driving the first pile, and thereafter every 100 hours of driving. The hammer cushion will be re -inspected if a hammer with a different serial number is brought to the project.
5.Pile Driving Leads. Pile driving leads shall be constructed in such a manner as to afford freedom of movement of the hammer. The use of either swinging or hanging leads will be permitted provided the pile or leads are properly supported during driving and the required final position and batter of pile is achieved. If the use of swinging or hanging leads produces unsatisfactory results, the Contractor shall hold the leads in position with guys or braces to give the required support or use equipment having fixed leads. Pile driving leads shall be of sufficient length so that the use of a follower will not be necessary. The driving of piles with followers will generally not be permitted and shall be done only with written permission and direction of the DCES. When directed by the Engineer, approved steel spuds shall be used to penetrate consolidated material or obstructions in the upper 10 feet in order to assist in driving the piles to the required depth and resistance. Augers may be used for this purpose with written approval from the DCES.
E.Dynamic Pile Load Testing. Dynamic pile load tests will be conducted by the Department under the direction of the DCES. The Contractor shall furnish a source of electrical power, a suitable test enclosure to perform field testing of piles and evaluate pile hammer efficiency and all incidental labor and material necessary to make the work area accessible. Tests shall be performed at the locations indicated in the contract documents and where directed by the Engineer. A Dynamic Pile Load Testing Procedure, known as the "Impact Driving Method", will be used. This procedure entails the following steps:
1.Prior to being struck with the pile driving hammer, each pile to be tested will be instrumented with strain and acceleration transducers by State personnel, aided by the Contractor's forces.
2.Dynamic measurements resulting from the pile hammer blows will be automatically recorded on a pile driving analyzer supplied by the State and operated by State personnel.
3.Upon determination by the Engineer that valid data has been recorded, State personnel, assisted by the Contractor's forces, will remove the instrumentation. The Contractor will schedule equipment movements to ensure that testing is done as part of the normal driving schedule, insofar as it is possible.
F.Static Pile Compressive Load Test (if Required). Provide all testing, materials, and services as identified in §551 -3.02 C. Static Pile Compressive Load Test (if Required).
551-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 G. Splices. Full length piles shall always be used where practicable. Pile splices shall be constructed as shown in the contract documents, or as approved by the DCES. Where splices are unavoidable, their number, locations, and details will be subject to the approval of the DCES. Pile splices at less than 10 feet beyond the estimated length shall be installed at no additional cost to the State. A second splice may be used at 30 feet beyond the estimated length, subject to DCES approval. Splices to steel H -Piles, and steel pile casings shall be welded in conformance with the provisions of the Steel Construction Manual (SCM) These requirements include, but are not limited to, a NYS certified welder and a DCES approved welding procedure. Where design considerations and soil characteristics permit, the DCES may approve the use of a mechanical splice in lieu of a welded splice. The mechanical couplings used for such splices shall be subject to the provisions of §715 -01 Structural Steel . A seal weld shall be provided completely around the pile casing.
551-3.02 Micropiles. Progress all micropiles using steel drill casing.
A.Micropiles ( Contractor Designed ). Engage a Professional Engineer to design the micropiles in accordance with NYSDOT LRFD Bridge Design Specifications Article 10.9 Micropiles for LRFD design and FHWA’s Micropile Design and Construction, Reference Manual , Publication No. FHWA - NHI-05-039 for ASD design. The Contractor's Engineer shall design the micropiles to perform satisfactorily for both structural and geotechnical requirements. The Contractor's Engineer shall design the diameter, length, reinforcement, micropile connections, grout strengths, and grouting pressures, and select the equipment, procedures and methods so that each micropile meets the micropile acceptance criteria, can provide the required structural and geotechnical resistances, and meet oth er requirements indicated in the contract documents.
B.Prior Experience. The Contractor performing the work described in this specification for Micropiles (Contractor Designed) or Micropiles (Design Provided) shall submit proof of the following:
1.Experience in the construction and load testing of micropiles, having successfully constructed at least 5 projects in the last 5 years involving construction totaling at least 100 micropiles of similar resistances to those required in the contract documen ts.
2.The proposed On -Site Supervisor for this work having supervised the successful installation of micropiles on at least 3 projects of similar scope over the past 5 years.
C.Design and Installation Submittals. Submit the design and method -of-installation information outlined below to the Engineer for approval by the Deputy Chief Engineer Structures (DCES). The DCES will require 20 work days to review the submittal. Do not begin work prior to receiving approval b y the DCES. Approval of the installation method by the DCES does not constitute a guarantee of acceptable micropile installations. Acceptable installations are the responsibility of the Contractor. Include in the submittal (for Micropiles (Design Provided) projects, omit 1. Micropile computations):
1.Micropile computations and details for each required load case including, but not limited to, nominal diameter, length, reinforcement, micropile connections, post grout tube and grouting pressures.
2.Details of equipment for micropile installation.
551-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 3. Details of the general procedures for micropile installation including, but not limited to, installation sequence and the approximate time required for each sequence step. Actual sequence will be agreed to in the field with the Engineer based on field cond itions at the time of installation.
4.Procedures for advancing through boulders and other obstructions.
5.Procedures for containment of drilling fluid and spoil, and disposal of spoil.
6.Where applicable, drawings that show the specific work can be performed under limited headroom conditions and as close to obstructions, as site conditions warrant, to install the micropiles at the locations indicated in the contract documents. Provide info rmation on the length of the casing sections to be used, as dictated by the length of the drill mast and by the available overhead clearance, and the resulting location of joints.
7.When steel drill casing/pipe is used as reinforcement, account for the reduced area of the threaded joint in the structural design of the micropile, particularly for resistance in tension and bending. Identify any joint location restrictions that must be f ollowed in construction.
8.Procedures and equipment for placing grout.
a.Prepare the mix design for the grout and obtain documentation from an independent laboratory showing the following:
1.The mix design conforms to the submitted mix and meets the strength requirements set by the Contractor.
2.The compressive strength of the mix, tested at 3, 7, 14, and 28 days.
3.The specific gravity of the mix.
b.Identify a method for monitoring quality control of the mix. At a minimum, the Contractor shall use a Baroid Mud Balance per American Petroleum Institute (API) Recommended Practice (RP) 13B -1: Standard Procedure for Testing Water -Based Drilling Fluids, to check the specific gravity of the mixed grout prior to placement of the grout into each micropile.
c.Provide pressure gages capable of measuring the actual grout pressures used and such that actual pressure readings are within the middle third of the gage’s range.
d.Methods and equipment for accurately monitoring and recording the grout volume and grout pressure as the grout is being placed.
9.If proposed, details of post -grouting equipment and procedures, including the method, sequence of operations and equipment required.
10.Layout drawings showing the proposed sequence of micropile installation. Coordinate this sequence with the proposed phasing and scheduling.
D.Permanent Casing Submittals (if Required). Submit the following information in accordance with the requirements in the contract documents to the Engineer for approval by the Deputy Chief Engineer Structures (DCES). The DCES will require 20 work days for review.
551-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Include in the submittal:
1.Details of equipment for permanent casing installation.
2.Details of procedures for permanent casing installation.
3.Procedures for advancing through boulders and other obstructions.
4.Procedures for containment of drilling fluid and spoil and disposal of spoil.
5.Where applicable, drawings that show the specific work can be performed under limited headroom conditions and as close to obstructions, as site conditions warrant, to install the permanent casing at the locations and to the depths indicated in the contract documents. Provide information on the length of the casing sections to be used, as dictated by the length of the drill mast and by the available overhead clearance and the resulting location of joints.
6.Layout drawings which show the proposed sequence of permanent casing installation and how it will be coordinated with micropile installation.
E.Static Pile Compressive Load Test (if Required). Furnish all testing materials and equipment and perform a static pile compressive load test on the micropile indicated in the contract documents. The work shall be done in accordance with the requirements of Geotechnical Control Procedure (GCP -18) Static Pile Compressive Load Test Manual . Engage the services of a Professional Engineer, experienced in all aspects of pile load testing and acceptable to the Deputy Chief Engineer Structures to perform the load tests and to prepare reports of test results, as outlined in GCP -18. The Contractor's agreement with the Professional Engineer shall provide for additional technically qualified personnel to be at the test site at all times during testing to assure that loads are being maintained and to record data. In instances where the micropile being tested is a Contractor Designed Micropile, the work shall also include the installation of the test pile. The micropile shall be tested in accordance with the requirements of GCP -18.
F.Furnishing Equipment for Installing Micropiles. Submit literature fully describing the type of equipment proposed for use to the Engineer for approval by the Deputy Chief Engineer Structures, at least 30 days prior to commencing installation. At any time, remove all equipment deemed unsatisfactory by th e Engineer from the site and replace it with satisfactory equipment at no additional cost to the State.
G.Permanent Casing Installation and Soil Removal (if Required). Install the permanent casing prior to or in conjunction with the micropile installation. Install the permanent casing so that the center of each casing does not vary from the plan location by more than 3 inches. Do not allow the permanent casing to vary fr om the vertical or established batter by more than 1/4 inch per foot as measured above ground. Install the top of the permanent casing to the elevation indicated in the contract documents. Advance the hole using a duplex drilling method. Do not drill or flush ahead of the drill casing by more than 1 foot. Perform drilling and excavation in such a manner as to prevent the collapse of the hole. Use of bentonite slurry is not permitted. Use of polymer slurry to remove cuttings from the cased hole must be approved by the Engineer. If obstructions are encountered during excavation for a permanent casing, progress through them by means of coring or a tricone roller bit. Use of drop -type impact hammers or blasting is not permitted. Use of a down -the-hole hammer must be approved by the DCES.
551-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Control the procedures and operations so as to prevent mining, damage or settlement to adjacent structures, tunnels, utilities, or adjacent ground. If any mining, damage, or settlement occurs, halt operations. Provide a written plan with procedures to avoi d reoccurrence to the Engineer for review. Resume work only after the Engineer has approved the plan in writing. Repair all damage and settlement at no additional cost to the State. Control the procedures and operations so as to prevent the soil at the bottom of the hole from flowing into the hole at all times during installation and cleaning out. Control drilling fluid and dispose of spoil in accordance with the approved procedure. Fill annular space between the permanent casing and the micropile with the grout meeting the requirements of the approved mix design.
H.Drilling and Excavation. Advance the hole using a duplex drilling method. Do not drill or flush ahead of the drill casing by more than 1 foot. Perform drilling and excavation in such a manner as to prevent the collapse of the hole. Use of bentonite slurry is not permitted. Use of polymer slurry to remove cuttings from the cased hole must be approved by the Engineer. If obstructions are encountered during excavation for a micropile, progress through them by means of coring or a tricone roller bit or other approved method. Use of drop type impact hammers and blasting are not permitted. Use of a down -the-hole hammer may only be used when approved by the DCES. Control the procedures and operations so as to prevent mining, damage or settlement to adjacent structures, tunnels, utilities, or adjacent ground. If any mining, damage, or settlement occurs, halt operations. Provide a written plan to the Engineer for rev iew with procedures to avoid reoccurrence. Resume work only after the Engineer has approved the plan in writing. Repair all damage and settlement at no additional cost to the State. Control the procedures and operations so as to prevent the soil at the bottom of the hole from flowing into the hole at all times during installation and cleaning out. Monitor the rate of fluid flow used to progress the holes. Control drilling fluid and dispose of spoil in accordance with the approved procedure. Do not progress a hole, pressure grout, or post -grout, within a radius of 5 micropile diameters or 5 feet, whichever is greater, of a micropile until the grout for that micropile has set for 24 hours or longer if a retarder is used. I Micropiles with Extended Lengths (if Required). Design and install micropiles with extended lengths at the locations shown in the contract documents. The specified tension and compression resistance derived from the soil and/or bedrock will be achieved below the elevations indicated in the contract docu ments.
J.Reinforcement and Post Grout Tube Placement. Provide centralizers sized to position the reinforcement within ¾ inches of plan location from the center of the micropile; sized to allow grout tremie pipe insertion to the bottom of the drillhole; and sized to allow grout to freely flow up the drill hole and casing and between adjacent reinforcing bars. Centralizers, spaced not to exceed 10 feet, must be used to center the reinforcement for its entire length. Securely attach the centralizers to withstand ins tallation stresses. Do not drop but lower the steel reinforcement to its specified location in the hole. If a post grout tube is used, attach it to the steel reinforcement prior to lowering it.
K.Grout Placement and Casing Removal. Provide quality control of the mix by monitoring grout quality. Measure grout consistency by determining grout density per API Recommended Practice (RP) 13B -1 by the Baroid Mud Balance Test at a frequency, of at least one test per micropile, and provide the information to the inspector.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 The Engineer will perform quality assurance of the mix in accordance with the Geotechnical Engineering Manual (GEM -25) Micropile Inspector Guidelines and the Materials Test Method No. NY 701 -19E Grout Cube Molding Procedure . Place grout by means of a tremie pipe from the bottom of the micropile upward. Place grout in one continuous operation to the top of the micropile. Cold joints are not allowed. Record the initial volume of grout required to fill the hole. Record grouting pressure and volume of grout being pumped into the micropile during pressure grouting. Upon completion, maintain the grout level at or above the micropile cut off elevation until the grout has set. Locate the grout pressure and volume measuring gages at the micropile installation site so that they are accessible and legible to the inspector.
L.Post Grouting. Provide the equipment and materials to perform post grouting. Perform post grouting after the grout has reached initial set. Record the pressure at which the grout was pumped, the total volume pumped, and the volume pumped through each port (if applicable) .
M.Construction Tolerances. Install the micropiles so that the center of each micropile does not vary from the plan location by more than 3 inches. Do not allow the micropile to vary from the vertical or established batter by more than 1/4 inch per foot, as measured above ground. Cut off the top of the micropile at the elevation indicated in the contract documents. If the soil at the micropile tip is post grouted, monitor the elevation of the micropile top during post grouting. If movement occurs, the Engineer will immediately notify the DCES.
N.Micropile Acceptance Criteria
1.Micropile meets Construction Tolerance criteria.
2.Micropile was installed in accordance with the approved submittal.
3.Micropile is not damaged.
4.Micropile was installed using the same method, grout volumes, and pressures as the accepted test pile, if applicable.
O.Unacceptable Micropiles. Unacceptable micropiles are micropiles which do not meet the acceptance criteria identified in §551 -3.02 L. Micropile Acceptance Criteria . Submit to the Engineer a written plan of remedial action, for approval by the DCES, showing how to correct the problem and prevent its reoccurrence. Repair, augment, or replace the unacceptable micropile in accordance with the approved remedial plan at no additional cost to the State.
551-3.03 Drilled Shafts
A.Prior Experience. Submit proof and details of the following:
1.Two projects in the past 5 years where the Contractor or subcontractor performing the work has successfully installed drilled shafts similar to the size and type on this project.
2.The foreman for this work having supervised the successful installation of drilled shafts on at least two projects in the last 2 years.
3.The drill operators having had at least one year of experience installing drilled shafts with similar diameters and lengths, and in similar conditions.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Include details describing the equipment and methods used, any difficulties encountered and how they were overcome, and the results of any testing performed. Include the name and telephone number of someone for each project cited who can be contacted as a reference. Submit this information to the DCES for review, evaluation, and approval prior to submitting detailed information as stated in this specification under C. Submittals. The DCES will render a decision within 15 working days after the receipt of al l information. A Contractor or subcontractor will not be permitted to install drilled shafts without this approval. All approvals are subject to trial and satisfactory field performance. Departmental approval does not relieve the Contractor or subcontractor of his responsibility to satisfactorily complete the work detailed in the contract documents.
B.Furnishing Equipment for Installing Drilled Shafts.
1.General Provide the equipment and use procedures necessary to install drilled shafts at the locations and to the elevations shown in the contract documents, or as approved by the DCES. Prior to preparing submittals, fully examine the existing site conditions and subsurface exploration logs. The construction methods selected are directly related to the method of load transfer assumed in the project design. The type of drilling method, presence of permanent or interim casing, and clean out procedure all affect the drilled shaft load transfer be havior in skin friction and end bearing. Construct the drilled shafts using construction methods consistent with the load transfer mechanism shown in the contract documents.
2.Type. Prior to delivering any equipment to the site, submit the proposed type of equipment for drilled shaft installation to the Deputy Chief Engineer Structures (DCES) for review and approval. The DCES will render a decision within 15 working days, measured from the date of receipt of all information. Provide equipment capable of installing drilled shafts with lengths 20% greater than those shown in the contract documents. Provide equipment capable of accessing holes on water and progressing holes through soils at the site which may include miscellaneou s fill, boulders, timber, and other obstructions, and into bedrock. Remove all equipment from the site deemed unsatisfactory by the DCES and replace it with satisfactory equipment at no additional cost to the State. Provide equipment capable of installing drilled shafts, given the low overhead clearance conditions at the site.
C.Submittals. Submit the proposed procedure and equipment for installing drilled shafts to the DCES for review and approval prior to commencing the work. The DCES will render a decision within 15 working days, measured from the date of receipt of all pertinent informati on. The submittal should include, but not be limited to, the following information:
1.Method describing how the Contractor will progress through obstructions and rock.
2.Details and method describing how the Contractor will keep the hole for the drilled shaft open.
3.Drawings showing and details describing the proposed sequence of drilled shaft installation. Include the sequence for each shaft, the overall construction sequence, and the sequence of shaft construction in bents or groups.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 4. Information describing the type of equipment to be used, including drill rig, cranes, drilling tools, final cleaning equipment, desanding equipment, slurry pumps, sampling equipment, tremie or concrete pumps, casing (including casing dimensions, material, and splice details), etc.
5.Proposed method for cleaning out the shaft excavations. Include a description of how the Contractor will perform spoil removal and disposal.
6.Documentation that shows that the Contractor, Driller, and Foreman have the requisite prior experience in installing drilled shafts. Include the name and telephone number of someone for each project cited who can be contacted as a reference.
7.Shaft excavation methods, and final shaft dimensions.
8.If slurry is to be used, indicate the method proposed to mix, circulate, and desand the slurry. Include methods of slurry disposal in the submittal.
9.Method of reinforcement placement, including support and centralization type and methods.
10.Details and method of concrete placement, curing, and protection.
11.If the concrete mix is modified (i.e., retarders), include the new mix design, and test results of cylinder breaks from an independent laboratory. Also, include test results that demonstrate a slump loss versus time relationship.
12.A description and details of the slurry sampling tool to be used. Provide a tool capable of taking a slurry sample at a specific depth, without being contaminated by slurry from another depth.
13.When slurry is used, include an alternate procedure to be used which will secure the shaft in the event of slurry loss.
14.A description of the type of feet to be used to support the rebar cage in the drilled shaft.
15.An emergency construction joint procedure, to be used in the event when concrete placement for the drilled shaft is unexpectedly interrupted.
16.A procedure for filling voids between permanent or interim casing and the soil.
17.A description of equipment and methods to be used for drilled shaft inspection. The Inspector will use these methods and equipment to inspect the drilled shafts. The inspection program must be thorough enough to assure the Department that each drilled sha ft meets the requirements contained in this specification. Do not begin work until the DCES has issued all approvals.
D.Construction Tolerances
1.The allowable tolerance from plan location is 3 inches at the top of shaft elevation. Measure the as -drilled center of shaft using reference stakes offset from the shaft excavation.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 2. The allowable tolerance from the required verticality is 2%. For battered shafts, the allowable tolerance from the required batter is 3%. This tolerance applies for the total length of shaft.
3.Cutoff elevation tolerance is plus 1 inch to minus 3 inches from the top of shaft elevation shown in the contract documents.
4.Rebar stick up elevation tolerance, after all shaft concrete has been placed, is plus or minus 2 inches from the stick -up elevation shown in the contract documents.
5.The bottom of the shaft excavation is perpendicular to the axis of the shaft, within a tolerance of ¾ inch per foot of shaft diameter.
6.Tolerances for the diameter are as follows:
a.The minimum diameter of the drilled shaft is not more than 1 inch less than the diameter shown in the contract documents.
b.The maximum shaft diameter is the diameter shown in the contract documents plus 6 inches. Verify the diameter for the entire length of the shaft using devices constructed of a rigid rod with four 90° offset rods. Drilled shaft excavations and completed shafts not constructed within the required tolerances are unacceptable. Submit written correction procedures to the DCES through the Engineer for approval prior to correcting the deficiencies. The Contractor is responsible for correcting all unacceptable shaft excavations and completed shafts to the satisfaction of the Engineer at no cost to the State.
E.Drilling and Excavation
1.General. When drilled shafts are to be constructed in conjunction with embankment placement, construct shafts after placement of the fill, unless otherwise shown in the contract documents. The Contractor is responsible for reviewing all the subsurface and site information, and limitations, for the project.
2.Trial Shafts. Construct trial shaft(s) in accordance with the same methods submitted and approved for production drilled shaft installation. The purpose of the trial shaft installation is to demonstrate the adequacy of the Contractor’s proposed methods and equipment for excavating the drilled shafts. Construct trial shaft(s) in the area(s) designated in the contract documents, or as directed in writing by the Engineer. Progress the trial shaft(s) to the depth shown in the contract documents. Progress the holes for the trial shaft(s) to the required elevation(s) in such a manner so as not to cause disturbance or settlement to the surrounding ground surface or adjacent structures. If any disturbance occurs, halt operations and modify the equipme nt and/or procedures so as not to cause any further disturbance. Submit the modified drilled shaft installation procedure, in writing, to the DCES through the Engineer. After receiving approval from the DCES, repair any damage at no cost to the State, and proceed. During drilling or excavation of the shaft(s), make frequent checks of the plumbness, alignment, and dimensions of the shaft. Correct any deviations exceeding the allowable tolerances using a procedure approved by the Engineer.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Clean the inside of the holes for the trial shaft(s) to the diameters and depths called for in the contract documents. Dispose of all excavated material in accordance with Section 203 Excavation and Embankment . After the trial shaft(s) have been excavated, inspected, and accepted, remove any casing used and backfill the hole(s) with unreinforced concrete. Cut off the completed trial shaft(s) 2 feet below finished grade. Restore the disturbed areas in the vicinity of the trial shaft(s) as nearly as possible to their original condition. Failure of the Contractor to demonstrate the adequacy of methods and/or equipment to the Engineer constitutes reason for the Engineer to require alterations in methods and/or equipment. Construct any additional trial shaft(s) necessary to achieve satisfact ory results at no additional cost to the State, as ordered by the Engineer.
3.Drilled Shafts and Drilled Shafts (Low Overhead Clearance). Excavate the holes and dispose of all excavated material for production drilled shafts using the same requirements, methods, procedures, and equipment used to satisfactorily excavate trial shaft(s), if trial shafts were used. Otherwise, use the same method s approved by the DCES. Do not alter equipment and/or methods without written permission by the DCES. Where drilled shafts are located in open water areas, extend exterior casings (temporary, interim, or permanent) from above the water elevation into the ground to protect the shaft concrete from water action during placement and curing of the concrete. Ins tall the exterior casing in such a manner so as to produce a positive seal at the bottom of the casing and prevent piping of water or other materials into or from the shaft excavation. Do not keep mineral slurry in the holes while drilling rock sockets, as it has a detrimental effect on the concrete -to-rock bond.
4.Dry Construction Method. This method will only be permitted at sites where all of the following apply:
a.The groundwater table and site conditions are suitable to permit construction of the shaft in a relatively dry excavation.
b.Where the sides and bottom of the shaft remain stable without any caving, sloughing, or swelling.
c.Where the sides and bottom of the shaft can be visually inspected prior to placing the rebar cage and concrete. A “relatively dry” excavation is one where the infiltration rate does not exceed 12 inches of water in one hour. Perform all operations so that less than 2 inches of water remain at the bottom of the excavation at the time of concreting.
5.Wet Construction Method. The wet construction method may be used at sites where a dry excavation cannot be maintained for placement of the shaft concrete. This procedure may require cleaning the slurry, and final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump, or other devices. Maintain a minimum slurry level of 4 feet above the highest groundwater level encountered on the project. Provide surface casings to aid shaft alignment and position, and to prevent sloughing of the top of the shaft excavation, unless it is demonstrated to the satisfaction of the Engineer that the surface casing is not required.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 6. Temporary Casing Construction Method. Use this method at sites where the stability of the excavated hole and/or the effects of groundwater cannot be controlled by other means. Install temporary casing using rotating, oscillating, driving, or vibratory methods unless methods are required or lim ited in the contract documents. Install temporary casing in advance of the excavation to the lower limits of the caving material. Remove temporary casing while the concrete is still workable. As the casing is withdrawn, maintain a 5 foot minimum head of fresh concrete in the casing so that all fluid trapped behind the casing is displaced upward without contaminating the shaft concret e. Extract the casing at a slow, uniform rate, with the pull in line with the axis of the casing.
7.Interim Casing Construction Method. Use this method at sites where the stability of the excavated hole and/or the effects of groundwater cannot be controlled by other means. Install interim casing using rotating, oscillating, driving, or vibratory methods unless methods are required or limit ed in the contract documents. If full penetration cannot be attained, the Contractor may either excavate material within the embedded portion of the casing or excavate a pilot hole ahead of the casing until the casing reaches the desired penetration. Progress the pilot hole centered in the shaft, and no larger than one -half the diameter of the shaft. Progress the interim casing so that the casing maintains intimate contact with the soil.
8.Permanent Casing Construction Method. This method generally consists of installing the permanent casing to a prescribed elevation prior to excavating. Install permanent casing using rotating, oscillating, driving, or vibratory methods unless methods are required or limited in the contract docu ments. If full penetration cannot be attained, the Contractor may either excavate material within the embedded portion of the casing or excavate a pilot hole ahead of the casing until the casing reaches the desired penetration. Progress the pilot hole centered in the shaft, and no larger than one -half the diameter of the shaft. Progress the permanent casing so that the casing maintains intimate contact with the soil.
9.Slurry. Pre-mix the slurry and allow adequate time for hydration prior to introduction into the shaft excavation. Provide adequate slurry tanks when specified or required by the Engineer. Do not mix slurry in the hole for the drilled shaft. Slurry pits will not be allowed without written permission from the Engineer. Provide adequate desanding equipment where required for slurry operations. Take appropriate steps to prevent slurry from “setting up” in the shaft excavation, such as agitation, circulation, and adjusting the properties of the slurry. Do not let the slurry sit unagitated for more than 4 hours. If the slurry is in the hole, unagitated for more than 4 hours, scrape the sides to remove the filter cake before proceeding with the excavation. Perform control tests on the slurry to determine density, viscosity, and pH before and during shaft excavation to establish a consistent working pattern. Let the slurry sit for 30 minutes prior to placing the rebar cage and shaft concrete, to allow the excess sand to settle out. Remove any sand and spoil that has accumulated on the bottom. Immediately prior to placing shaft concrete, take slurry samples from the bottom and 10 feet from the bottom of the drilled shaft excavation using an approved slurry sampling tool. Remove any heavily contaminated slurry and spoil that has accumulated at th e bottom of the shaft. Be sure the slurry is within the specification requirements immediately before concrete placement. If it is not, clean the hole and flush it with fresh slurry until subsequent tests reveal that the slurry is within the tolerances con tained in this specification.
10.Excavation Inspection. Provide equipment for checking the dimensions and alignment of each shaft excavation. Determine the dimensions and alignment under the direction of the Engineer. Measure the final shaft depth after cleaning.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 F. Rock Sockets. Progress rock sockets to the depth, diameter and elevations shown in the contract documents. If the top of socket elevation varies from that shown in the contract documents by more than 3 feet, notify the Engineer who will contact the DCES for a redesign.
G.Quality Assurance Equipment Installation. Install any quality assurance equipment prior to concreting the hole. This includes any pipes for crosshole sonic logging, and any other instrumentation.
H.Rebar and Concrete Placement, and Temporary Casing Removal. Place reinforcing and concrete within 2 hours after the drilled shaft has been excavated, cleaned out, inspected, and accepted by the Engineer. Completely assemble the reinforcing steel cage, including longitudinal bars, ties, cage stiffener bars, centralizers, concrete feet, and other necessary appurtenances. Place and center the rebar cage in the hole for the drilled shaft prior to concreting the shaft. Install centralizers at the bottom and along the axial length of the steel reinforcing at sufficient spacing to maintain proper concrete cover (minimum 3 inche s), but at a spacing that does not exceed 10 feet. Place approved cylindrical feet (bottom supports) at the bottom of the cage to ensure that the bottom of the cage is maintained at the proper distance above the base. Immediately prior to concreting, take depth measurements with a weighted tape. Clean out the hole if there is more than ½ inch of debris on the bottom for end -bearing shafts, and 2 inches of debris for side -friction shafts. If drilling mud is being used to support the hole, perform slurry contamination tests in accordance with the American Petroleum Institute’s (API’s) test Standard Procedure for Field Testing Drilling Fluids , API RP -13B. Adjust the slurry to meet contract specification requirements. Check the elevation of the top of the rebar cage before and after placing the shaft concrete. If the rebar cage is not maintained within the specified tolerances, make corrections to the satisfaction of the Engineer. Do not construct additional shafts unti l the procedure has been modified, to the satisfaction of the Engineer. For drilled shafts constructed using the Dry Construction Method, place concrete by tremie, pumping, or free -fall. When placing concrete by free -fall, direct the concrete so that it does not strike the sides of the excavation or the reinforcing cage. For all other drilled shafts, place concrete in accordance with the requirements of §555 -3.04 Handling and Placing Concrete and §555 -3.05 Depositing Structural Concrete Under Water except place the concrete using the tremie method, by pumping, or by another method approved by the Engineer. Do not place concrete using free fall. Place concrete in one continuous operation to the top of the shaft. Cold joints are not allowed. For shafts less than 8 feet in diameter, conduct operations so that the elapsed time from the beginning of concrete placement in the shaft to the completion of placement does not exceed 2 hours, unless an approved shaft concrete retarder is used. Proceed s o that the concrete mix remains in a workable plastic state throughout the 2 hour placement limit. When the top of shaft elevation is above ground, form the portion above ground with a removable form, or with permanent casing when specified. Temporary casings which become bound during shaft construction and cannot be practically removed are unacceptable unless the Contractor can prove to the Department’s satisfaction that the casing will not adversely affect the performance of the drilled shaf t. Submit a procedure for correcting this to the Engineer for approval before conducting further work on the shaft. Do not conduct any construction operations which may cause soil movement immediately adjacent (within 5 feet) to the drilled shaft for 24 hours after completing the shaft concrete pour. Fill any voids between permanent or interim casing and the soil with c oncrete at least 48 hours after concreting the shaft.
551-3 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 I. Pumped Concrete. All provisions of §555 -3.05 Depositing Structural Concrete Under Water shall apply.
J.Crosshole Sonic Logging (CSL) of Drilled Shafts (if Required). The selection of the testing organization is subject to the approval of the Deputy Chief Engineer Technical Services (DCETS).
1.Equipment. Provide CSL equipment which consists of the following components:
a.A microprocessor based CSL system for display of individual CSL records, analog digital conversion and recording of CSL data, analysis of receiver responses and printing of CSL logs.
b.Ultrasonic source and receiver probes for 1½ inch or 2 inch I.D. pipe, as appropriate.
c.An ultrasonic voltage pulser to excite the source with a synchronized triggering system to start the recording system.
d.A measurement device to determine the depth of records.
e.Appropriate filter/amplification and cable systems for CSL testing.
2.Procedure
a.Access Pipes. Install the access pipes in the shafts specified to be tested as per the contract plans. The number of pipes per shaft and location of the pipes within the shaft is detailed on the plans. Secure the pipes to the rebar cage prior to the placement of the cage in the shaft. After placement of the reinforcement cage, fill the pipes with water before or immediately after concrete placement and cap the pipe tops. The pipes shall be parallel to the longitudinal axis of shaft. Exercise care in the removal of caps from the pipes af ter installation of the shaft concrete so as not to apply excess stress that may break the bond between the pipes and the concrete.
b.CSL Testing. Provide the shaft toe and top elevations, along with construction dates to the testing organization prior to the CSL testing. Conduct CSL tests between pairs of pipes, in the pair configurations shown on the plans. Additional tests may be conducted in the event any anomalies are detected in the specified logs. Remove slack from the cables prior to raising the probes to provide for accurate depth measurement in the CSL records. Raise the probes simultaneously, starting from the bottom of the access pipes. Take CSL measurements from the toe to the top of each shaft at intervals of 0.2 feet. Conduct the CSL testing with the source and receiver probes in the same horizontal plane unless test results indicate potential anomalies/defects in which case the questionable zone may be further evaluated with angled tests (source and receiver vertically offset in the pipes). Report anomalies/defects indicated by longer pulse arrival times and significantly lo wer energy/amplitude signals to the Engineer at the time of testing.
c.Test Results. Provide a preliminary report to the DCETS within two working days and a final report within five working days of completion of the testing at each substructure. Include in the test results CSL logs with analyses of:
1.Initial pulse arrival time or compression wave velocity versus depth.
2.Pulse energy/amplitude versus depth.
551-4 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 Present a CSL log for each pipe pair tested and discuss any anomaly/defect zones in the report as appropriate. In the event the Quality Assurance testing indicates voids or discontinuities in the concrete, which, as determined by the DCES, indicate that the drilled shaft is not structurally adequate, submit a written proposal for correcting the deficiencies and ste ps to prevent them from recurring to the Engineer for approval by the DCES. Do not continue working on the drilled shaft in question, or any other drilled shaft, until the DCES grants approval. Perform any additional QA verification work (such as full dept h shaft coring) and/or corrective work necessary as a result of shaft defects at no additional cost to the State. The repair procedure is subject to the approval of the Engineer. Additional CSL testing will be conducted at the Contractor's expense to verify the repair of the defects.
d.Acceptance. Upon completion of the CSL testing and acceptance of the drilled shafts by the DCETS, remove the water from the access pipes and fill the pipes to the top of the drilled shaft with a cement or sand -cement grout. Cut off the pipes flush with the top of the drilled shaft.
K.Static Pile Compressive Load Test (if Required). Provide all testing, materials, and services as identified in §551 -3.02 C. Static Pile Compressive Load Test (if Required).
551-4 Method of Measurement
551-4.01 Piles
A.General. The length of piles will be determined in the field by driving to the resistance required by the Contract Documents, or DCES at the time of driving. The pile lengths indicated in the contract documents are for estimating purposes only.
B.Steel H -Piles. The quantity of Steel H -Piles to be measured for payment will be in feet of acceptable piles driven, measured to the nearest 1 foot below the cut off elevation.
C.Cast-In-Place Concrete Piles. The quantity of Cast -in-Place Concrete Piles to be measured for payment will be in feet of acceptable piles driven, measured to the nearest 1 foot below the cut off elevation.
D.Furnishing Equipment for Driving Piles. The work under Furnishing Equipment for Driving Piles will be measured on a lump sum basis.
E.Dynamic Pile Load Testing. The quantity of Dynamic Pile Tests to be measured for payment will be the number of pile tests performed. If the pile requires re -driving within 28 hours after the initial test, this shall be considered as one Dynamic Pile Test. If re -driving is more than 28 hours after the initial test, this shall be considered as an additional test.
F.Static Pile Compressive Load Test (if Required). This work will be measured as the number of compressive load tests satisfactorily performed.
G.Splices. The quantity of splices to be measured for payment will be the number of splices installed, which meet the requirements of §551 -2.01 F Splices and §551 -3.01 F Splices .
551-4.02 Micropiles.
551-4 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 A. Micropiles (Contractor Designed). This work will be measured as the number of acceptable micropiles installed.
B.Micropiles (Design Provided). This work will be measured as the number of feet , measured to the nearest foot, of micropiles satisfactorily installed.
C.Furnishing Equipment for Installing Micropiles. This work will be measured on a lump sum basis. No field measurements will be taken.
D.Permanent Casing for Micropiles (if Required). This work will be measured as the number of feet, measured to the nearest foot, of permanent casing for micropiles satisfactorily installed below cut off elevation as indicated in the contract documents.
E.Static Pile Compressive Load Test (if Required). This work will be measured as the number of compressive load tests satisfactorily performed.
551-4.03 Drilled Shafts
A.Drilled Shafts and Drilled Shafts (Low Overhead Clearance). This work will be measured as the number of feet of drilled shaft furnished, installed, and accepted, measured between the cut -off elevation and the tip elevation shown in the contract documents or as changed, in writing, by the Engineer.
B.Trial Shafts. This work will be measured as the number of trial shafts installed and accepted.
C.Furnishing Equipment for Installing Drilled Shafts. This work will be measured on a lump sum basis. No field measurements will be taken.
D.Crosshole Sonic Logging (CSL) of Drilled Shafts (if Required). This work will be measured as the number of drilled shafts on which CSL testing is performed and found to be free of defects which require repair as deemed by the DCETS in accordance with the specification.
E.Static Pile Compressive Load Test (if Required). This work will be measured as the number of compressive load tests satisfactorily performed.
551-5 Basis of Payment
551-5.01 Piles
A.General. The unit price bid per foot for piles shall include the cost of removal of any material forced up above the bottom of footing by the driving of piles, backfilling of all cavities left by the extraction of damaged piles or from auger holes or soil deformati ons necessary to place piles, and furnishing and using pile shoes, followers, augers, or spuds. No payment will be made for piles rejected in accordance with requirements under §551 -3.01 A General.
B.Steel H -Piles. The unit price bid per foot for steel H -Piles shall include the cost of furnishing all labor, including the manipulation of pile driving equipment, materials, and equipment necessary to satisfactorily complete the work.
551-5 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 C. Cast-in-Place Concrete Piles. The unit price bid per foot for cast -in-place concrete piles shall include the cost of furnishing all labor, including the manipulation of pile driving equipment, materials, and equipment necessary to satisfactorily complete the work, including concrete, reinforcement, and steel casings. Progress payments will be made, at the unit price bid, for 60% of the quantity after the casings have been satisfactorily driven. The balance of the quantity will be paid for after completio n of the work, including cutting off piles, placing concrete in the pile, and painting of exposed pile and pile casings.
D.Furnishing Equipment for Driving Piles. The lump sum price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work. Progress payments will be made at seventy -five percent (75%) of the lump sum bid when the equipment for driving piles is furnished and driving of satisfactory piles has commenced. The remainder will be paid when pile driving is completed.
E.Dynamic Pile Load Testing. The unit price bid shall include the cost of furnishing labor, materials, and equipment necessary to satisfactorily support the performance of Dynamic Pile Load Tests.
F.Static Pile Compressive Load Test (if Required). The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work Driven Piles that are tested and fail to meet the acceptance criteria will be rejected. Payment will be made for the Static Pile Compressive Load Test under this pay item and for the installation of the pile under its respective item.
G.Splices. The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work.
551-5.02 Micropiles .
A.Micropiles (Contractor Designed). The unit price bid shall include the cost of the design of the micropiles and furnishing all labor and materials necessary to satisfactorily complete the work. Micropiles that fail to meet the acceptance criteria will be rejected and no payment will be mad e for these micropiles.
B.Micropiles (Design Provided). The unit price bid shall include the cost of furnishing all labor and materials necessary to satisfactorily complete the work. Micropiles that fail to meet the acceptance criteria will be rejected and no payment will be made for these micropiles.
C.Furnishing Equipment for Installing Micropiles. The unit price bid for furnishing equipment for installing micropiles shall include the cost of all labor, material, and equipment necessary for transporting, erecting, maintaining, making any ordered equipment replacement, dismantling, and removing all in stallation equipment. Payment shall be as follows: Seventy -five percent (75%) of the lump sum amount bid will be paid when the required equipment for installing the micropiles is furnished and at least one micropile for each piece of equipment specified has been installed to th e Engineer’s satisfaction. The remainder will be paid when the work of installing all micropiles is complete.
D.Permanent Casing for Micropiles (if Required). The unit price bid shall include the cost of furnishing all labor and materials necessary to satisfactorily complete the work including the placement of grout in the annular space between the permanent casing and the micropile. Include the cost of furnishi ng equipment for installing permanent casing for micropiles in the item for Furnishing Equipment for Installing Micropiles.
551-5 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 E. Static Pile Compressive Load Test (if Required). The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work Contractor Designed Micropiles that are tested and fail to meet the acceptance criteria will be rejected. No payment will be made for the Static Pile Compressive Load Test or for the test pile. Design Provided Micropiles that are tested and fail to meet the acceptance criteria will be rejected. However, payment will be made for the Static Pile Compressive Load Test under this pay item and for the installation of the micropile under its respective item.
551-5.03 Drilled Shafts.
A.Drilled Shafts. The unit price bid for each item shall include the cost of furnishing all labor, material, and any equipment necessary to complete the work not included in the applicable pay item for furnishing equipment for installing drilled shafts. This includes progre ssing the hole through all soil, rock, and obstructions, placing concrete and reinforcing steel in the drilled shaft, installing temporary, interim and/or permanent casing, and supplying the methods and equipment for drilled shaft inspec tion. Quality Assurance, including any load testing and non -destructive testing (i.e. crosshole sonic logging), will be paid for under separate items. There will be no payment for additional quality assurance testing (i.e. coring) that is required to verify or quantify anomalies detected by the initial QA testing. There will be no extra payment for leaving bound temporary casing, deemed acceptable to the Engineer, in place. Include the cost for furnishing equipment to install Trial Shafts in the applicable pay item for furnishing equipment for installing drilled shafts. There will be no separate payment for equipment changes to install trial shafts and production drilled shafts.
B.Furnishing Equipment for Installing Drilled Shafts. The unit price bid shall include the cost of furnishing all labor, materials, and equipment, including barges, platforms, and support vessels, necessary for transporting, erecting, maintaining, making any ordered equipment replacement, dismantling, and rem oving all installation equipment. Payment will be made as follows: Seventy -five percent (75%) of the amount bid will be authorized for payment when the equipment for installing drilled shafts is furnished and the installation of drilled shafts has commenced. The remainder will be authoriz ed for payment when the work of installing the drilled shafts is completed.
C.Crosshole Sonic Logging (CSL) of Drilled Shafts (if Required). The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to perform CSL testing and report the results. The cost of repairing possible defects in the shaft concrete and additional CSL testing to verify the effectiveness of the repairs is at the Contractor's expense.
D.Static Pile Compressive Load Test (if Required). The unit price bid shall include the cost of furnishing all labor, materials, and equipment necessary to satisfactorily complete the work Drilled shafts that are tested and fail to meet the acceptance criteria will be rejected. However, payment will be made for the Static Pile Compressive Load Test under this pay item and for the installation of the shaft under its respective item. Payment will be made under: Item No. Item Description Pay Unit 551.010042 Steel H -Piles (HP 10x42) Foot 551.010057 Steel H -Piles (HP 10x57) Foot
551-5 03
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 551.012053 Steel H -Piles (HP 12x53) Foot 551.012063 Steel H -Piles (HP 12x63) Foot 551.012074 Steel H -Piles (HP 12x74) Foot 551.012084 Steel H -Piles (HP 12x84) Foot 551.014073 Steel H -Piles (HP 14x73) Foot 551.014089 Steel H -Piles (HP 14x89) Foot 551.014102 Steel H -Piles (HP 14x102) Foot 551.014117 Steel H -Piles (HP 14x117) Foot 551.016088 Steel H -Piles (HP 16x88) Foot 551.016101 Steel H -Piles (HP 16x101) Foot 551.016121 Steel H -Piles (HP 16x121) Foot 551.016141 Steel H -Piles (HP 16x141) Foot 551.016162 Steel H -Piles (HP 16x162) Foot 551.016183 Steel H -Piles (HP 16x183) Foot 551.018135 Steel H -Piles (HP 18x135) Foot 551.018157 Steel H -Piles (HP 18x157) Foot 551.018181 Steel H -Piles (HP 18x181) Foot 551.018204 Steel H -Piles (HP 18x204) Foot 551.11 Cast-In-Place Concrete Piles Foot 551.12 Splices for Steel H -Piles Each 551.13 Furnishing Equipment for Driving Piles Lump Sum 551.14 Dynamic Pile Load Testing Each 551.15 Splices for CIP Piles Each 551.30 Micropiles (Contractor Designed) Each 551.31 Micropiles (Contractor Designed) – With Extended Lengths Each 551.32055 Micropiles (Design Provided - 5.5 in. Diameter) Foot 551.32060 Micropiles (Design Provided - 6.0 in. Diameter) Foot 551.32070 Micropiles (Design Provided - 7.0 in. Diameter) Foot 551.32080 Micropiles (Design Provided - 8.0 in. Diameter) Foot 551.320963 Micropiles (Design Provided - 9.625 in. Diameter) Foot 551.321075 Micropiles (Design Provided - 10.75 in. Diameter) Foot 551.321275 Micropiles (Design Provided - 12.75 in. Diameter) Foot 551.321338 Micropiles (Design Provided - 13.375 in. Diameter) Foot 551.3214 Micropiles (Design Provided - 14 in. Diameter) Foot 551,33 Permanent Casing for Micropiles Foot 551.34 Furnishing Equipment for Installing Micropiles Lump Sum 551.35 Static Pile Compressive Load Test Each 551.50020 Drilled Shafts (2.0 ft Diameter) Foot 551.50025 Drilled Shafts (2.5 ft. Diameter) Foot 551.50030 Drilled Shafts (3.0 ft. Diameter) Foot 551.50035 Drilled Shafts (3.5 ft. Diameter) Foot 551.50040 Drilled Shafts (4.0 ft. Diameter) Foot 551.50045 Drilled Shafts (4.5 ft. Diameter) Foot 551.50048 Drilled Shafts (4.8 ft. Diameter) Foot 551.50050 Drilled Shafts (5.0 ft. Diameter) Foot 551.50055 Drilled Shafts (5.5 ft. Diameter) Foot 551.50060 Drilled Shafts (6.0 ft. Diameter) Foot 551.50065 Drilled Shafts (6.5 ft. Diameter) Foot 551.50070 Drilled Shafts (7.0 ft. Diameter) Foot 551.50075 Drilled Shafts (7.5 ft. Diameter) Foot 551.50080 Drilled Shafts (8.0 ft. Diameter) Foot
552-1 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 202 4 Volume 2 551.51020 Drilled Shafts (Low Overhead Clearance - 2.0 ft. Diameter) Foot 551.51025 Drilled Shafts (Low Overhead Clearance - 2.5 ft. Diameter) Foot 551.51030 Drilled Shafts (Low Overhead Clearance - 3.0 ft. Diameter) Foot 551.51035 Drilled Shafts (Low Overhead Clearance - 3.5 ft. Diameter) Foot 551.51040 Drilled Shafts (Low Overhead Clearance - 4.0 ft. Diameter) Foot 551.51045 Drilled Shafts (Low Overhead Clearance - 4.5 ft. Diameter) Foot 551.51048 Drilled Shafts (Low Overhead Clearance - 4.8 ft. Diameter) Foot 551.51050 Drilled Shafts (Low Overhead Clearance - 5.0 ft. Diameter) Foot 551.51055 Drilled Shafts (Low Overhead Clearance - 5.5 ft. Diameter) Foot 551.51060 Drilled Shafts (Low Overhead Clearance - 6.0 ft. Diameter) Foot 551.51065 Drilled Shafts (Low Overhead Clearance - 6.5 ft. Diameter) Foot 551.51070 Drilled Shafts (Low Overhead Clearance - 7.0 ft. Diameter) Foot 551.51075 Drilled Shafts (Low Overhead Clearance - 7.5 ft. Diameter) Foot 551.51080 Drilled Shafts (Low Overhead Clearance - 8.0 ft. Diameter) Foot 551.52 Trial Shafts Each 551.53 Furnishing Equipment for Installing Drilled Shafts Lump Sum 551.54 Furnishing Equipment for Installing Drilled Shafts (On Water) Lump Sum 551.55 Furnishing Equipment for Installing Drilled Shafts (Low Overhead Clearance) Lump Sum 551.56 Crosshole Sonic Logging (CSL) of Drilled Shafts Each SECTION 552 - EXTERNALLY STABILIZED CUT STRUCTURES (Last Revised May, 2016)
552-1 Description
552-1.01 Permanent Sheeting. Under this work, the Contractor shall furnish and install permanent
sheeting of the type, at the locations and to the elevation(s) shown in the contract documents or as directed by the Engineer. All the sheeting and supports will be left in place as a finished structure unless removal of waling and bracing is called for in the contract documents.
552-1.02 Temporary Sheeting. Under this work, the Contractor shall furnish, install, maintain and
remove temporary sheeting of the type, at the locations and to the elevation(s) shown in the contract documents or as directed by the Engineer. It may be left in place only with the writ ten permission of the Engineer. 552.1.03 Interim Sheeting. Under this work, the Contractor shall furnish, install, maintain, cut off and remove sheeting of the type, at the locations and to the elevation(s) shown in the contract documents or as directed by the Engineer. The interim sheeting shall be cut off and removed only to the elevation shown in the contract documents. The remaining material shall be left in place.
552-1.04 Shields and Shoring. Under this work, the Contractor shall design, furnish, place, maintain and
remove a shields and shoring system at locations shown in the contract documents or as directed by the Engineer. Details of the shields and shoring system must conform to the requir ements of 29 CFR 1926. It may be left in place only with the written permission of the Engineer.
A.Shields and Shoring (S&S) System. An S&S system is a pre -engineered, protective/support system used in trenches to provide direct support of the trench sidewalls in addition to protecting
Source: New York Standard Specifications, 2024 Edition. Pages 231–258 of 1,264.