SECTION 211 - INTERNALLY STABILIZED CUT STRUCTURES
211-1 DESCRIPTION. This work shall consist of designing, furnishing, installing, and testing an
internally stabilized cut structure at the location(s) and to the elevation(s) shown in the contract documents.
211-1.01 Soil Nail Wall System. A Soil Nail Wall System is comprised of cement-grouted steel nail
tendons, a drainage network and a facing system to internally stabilize a cut and/or underpin a structure.
A.Soil Nail Wall System (SNWS) Definitions.
1.Soil Nail. A passive reinforcing element which develops its reinforcing action through nail tendon/ground interaction. A soil nail includes the SNWS nail tendon, the SNWS nail head, grout, coatings, sheathing, couplers and encapsulation if used.
2.Nail Tendon. A steel bar installed into a slope to reinforce and strengthen the existing ground.
3.Nail Head. The nail head consists of the bearing plate and headed-stud. The bearing plate distributes forces at the nail end to the wall and ground behind the facing. The headed-stud provides anchorage of the nail head into the permanent facing.
4.Grout. Grout is used primarily as a transfer mechanism for stresses from the wall to the ground. The grout also provides a level of corrosion protection.
5.Centralizers. Centralizers are devices, typically PVC, installed at various locations along the length of the nail tendon to center the bar in the excavated hole to ensure a minimum thickness of grout cover.
6.Corrosion Protection Elements. These are physical and/or chemical coatings or systems used to inhibit corrosion.
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a.Epoxy Coating – A product containing pigments, thermosetting epoxy resins, cross linking agents, and other additives, which is applied in the form of a powder onto a clean, heated metallic substrate and fuses to form a continuous barrier coating.
b.Class I Protection – (aka Encapsulated Tendons or Double Corrosion Protection) provides multiple barrier layers for maximum protection. Double corrosion protection includes encapsulation consisting of surrounding the nail tendon with a HDPE or PVC corrugated protective sheathing of which the internal annulus is filled with grout or corrosion inhibiting compound. Subsequent to installing the encapsulated nail into the excavated hole, the outer annulus is also filled with grout.
c.Class II Protection – (aka Grout-Protected Tendons) consists of providing one barrier layer outside of the nail tendon. Epoxy coating on bar tendons provides additional protection and enhances the Class II protection but does not qualify as Class I protection.
7.Temporary Wall Facing. This consists of reinforced shotcrete installed to provide a connection between nail tendons, support the exposed soil within the nail tendon grid and provide protection against erosion and sloughing of the soil at the excavation face.
8.Wall Drainage Network. A system of drainage devices installed to prevent water pressure from developing behind the wall face. The system typically consists of a series of vertical geocomposite drainage strips and weep holes. Additional devices include footing drains and horizontal drains.
9.GUTS. The Guaranteed Ultimate Tensile Strength of the tendon.
211-1.02 Grouted Tieback System. A Grouted Tieback System is comprised of cement-grouted steel
tendons installed to internally stabilize and supplement the resisting force of an external support system retaining a cut and/or underpinning a structure.
A.Grouted Tieback System (GTS) Definitions.
1.Grouted Tieback. An active reinforcing element which transfers tensile loads from a structure to soil or rock. A grouted tieback includes all prestressing steel (tendon), the anchorage, grout, coatings, sheathing, couplers and encapsulation if used.
2.GTS Tendon. The steel bar or strands used to transfer load from the anchorage to the bond length.
3.Anchorage. That portion of the tieback, including bearing plate, nuts and wedges that is used to transfer load from the structure to a tendon.
4.Bond Length (Fixed Length). That portion of the tieback which is bonded to the soil or rock and transfers the tensile force from the tendon to the soil or rock.
5.Tendon Bond Length. The length of the tendon which is bonded to the grout. This is usually, but not necessarily, the same as the Bond Length.
6.Bond Breaker. A sleeve placed over the tendon in its free stressing length to allow elongation of the tendon free stressing length during stressing.
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7.Stressing Length (Free Length). That portion of the tendon which is not bonded to grout.
8.Sheath. That portion of the tieback which encases the tendon in the stressing length only.
9.Encapsulation. See §211-1.01.A.6.b Class I Protection. The system of corrugated sheath and inner grout or corrosion inhibiting compound that is used to shield the tendon from moisture and corrosive agents in the surrounding environment. Encapsulation shall encompass the entire tieback tendon. For pre-grouted encapsulations and all Class I tendons, a separate bond-breaker or common sheath is provided for supplemental corrosion protection or preventing the tendon from bonding to the grout surrounding the unbonded length.
10.Corrosion Protection Elements. The §211-1.01.A.6. Corrosion Protection Elements.
11.Pressure Grouting. Grouting with a sustained pressure in the bond zone greater than 50 psi.
12.Alignment Load. That load necessary to maintain position of the stressing and testing equipment.
13.Total Movement. The total elongation of the tieback under load, measured at the anchor head.
14.Residual Movement. The permanent set of the tieback resulting from stressing and releasing the tieback.
15.Trumpet. A steel pipe or tube, integrally attached to the bearing plate that surrounds the tendon in the vicinity of the structure.
16.Creep Rate. The magnitude of total movement measured during a load hold per log cycle of time.
17.Centralizer. A device used to center the bond length of the tieback in the hole to assure minimum grout cover over the tieback.
18.Spacer. A device used in strand tendons to separate each strand in the bond length to permit the grout to bond with each strand.
19.GUTS. The Guaranteed Ultimate Tensile Strength of the tendon.
211-2 Materials.
211-2.01 Soil Nail Wall System (SNWS). Ensure that the proper materials are supplied for the chosen
system design.
A.SNWS Temporary. Provide materials meeting the following requirements:
1.SNWS Soil Nail Tendon Assembly. Provide components for assembling a soil nail tendon conforming to the requirements of §731-01 A. SNWS Temporary.
2.SNWS Nail Grout. Provide grout manufacture materials conforming to Table 211-1 SNWS Nail Grout Requirements:
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 TABLE 211-1 SNWS NAIL GROUT REQUIREMENTS Material Subsection Portland Cement, Type 1, 2, 3, or 5* §701-01 Flyash §711-10 Water §712-01 *Exception. Where high sulfate soil conditions exist, Portland Cement is limited to Type 2 or 5 only.
a.Admixtures. Admixtures which control bleed, improve flowability, reduce water content, and retard set may be used in the grout subject to review and acceptance by the Engineer. Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List. Accelerators and expansive admixtures are not permitted. Admixtures shall be compatible with the grout and mixed in accordance with the manufacturer’s recommendations.
3.SNWS Shotcrete. Provide shotcrete conforming to the requirements of Section 583 Shotcrete except that all mix designs must contain Blended Portland Cement (§701-03) Type IP containing silica fume.
4.SNWS Welded Wire Fabric. Provide welded wire fabric conforming to the requirements of §709-02 Wire Fabric for Concrete Reinforcement. Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List.
5.SNWS Reinforcing Bars for Shotcrete Facing. Provide No. 5 reinforcing bars for shotcrete facing conforming to the requirements of §709-01 Bar Reinforcement, Grade 60. Acceptance will be based on the manufacturer’s name appearing on the Department’s Approved List.
6.SNWS Bearing Plates / Nuts. Provide bearing plates conforming to the requirements of §715-01 Structural Steel. Provide hexagonal nuts conforming to AASHTO M 291, fitted with beveled washers or spherical seat to provide uniform bearing.
7.SNWS Geotextile Drainage. Provide geotextile drainage conforming to the requirements of §737-01 Geotextile, C. Geotextile Drainage.
8.SNWS Geocomposite Drainage Strip. Provide geocomposite drainage strips conforming to the requirements of §737-04 Prefabricated Composite Structural Drains.
9.SNWS Drainage Aggregate. Provide drainage aggregate conforming to the requirements of §733-20 Underdrain Filter Material, Type 1.
10.SNWS PVC Connector and Drain Pipes. Provide schedule 80 PVC connector and drain pipes conforming to the requirements of §706-15 PVC Plastic Drain Pipe System.
B.SNWS Permanent. Provide materials meeting the requirements §211-2.01 A. SNWS Temporary with the following exceptions:
1.SNWS Soil Nail Tendon Assembly. Provide components for assembling a soil nail tendon conforming to the requirements of §731-01 B. SNWS Permanent.
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211-2.02 Grouted Tieback System (GTS). Ensure that the proper materials are supplied for the chosen
system design.
A.GTS Temporary. Provide materials meeting the following requirements:
1.GTS Tieback Assembly. Provide components for assembling a grouted tieback conforming to the requirements of §731-02 A. GTS Temporary.
2.GTS Anchorage. Provide anchorage capable of developing 95% of the GUTS and set so that only axial loads are applied. Provide bar tiebacks with spherical washers and spherical nuts at the anchorage.
3.GTS Grout. Provide grout manufacture materials conforming to the requirements of §211- 2.01 A.2. SNWS Nail Grout. Epoxy resin will not be allowed as a substitute for cement grout.
a.Admixtures. Provide admixtures, if used, conforming to the requirements of §211-2.01 A.2.a. SNWS Admixtures.
B.GTS Permanent. Provide materials meeting the requirements §211-2.02 A. GTS Temporary with the following exceptions:
1.GTS Tieback Assembly. Provide components for assembling a grouted tieback conforming to the requirements of §731-02 B. GTS Permanent.
211-3 Construction Details.
211-3.01 Soil Nail Wall System (SNWS).
A.SNWS Submittal. Submit a design and design experience to the Engineer a minimum of 30 calendar days prior to start of work. Begin work only after receiving the Departments approval.
1.Experience. Submit as proof to the Deputy Chief Engineer Technical Services (DCETS):
a.Three projects for which the Contractor or subcontractor performing the work has successfully installed soil nails within the past five years,
b.The foreman and drill rig operators for this work have at least three years of experience, on at least three projects, in the installation of soil nails,
c.Written documentation listing at least five permanent structural shotcrete walls successfully completed within the past five years, and
d.Written documentation of the finishers and nozzlemen’s qualifications. Minimum qualifications include experience on at least three projects in the past three years in similar shotcrete application work. In addition, the nozzlemen must demonstrate the ability to satisfactorily place the shotcrete. This will be based on either previous ACI nozzlemen certification or satisfactory completion of preconstruction test panels.
2.Working Drawings. Submit the design and methods of construction to the DCETS for approval. The design shall be completed, sealed and stamped by a Professional Engineer.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 Determine the soil nail length and grid spacing necessary to develop adequate load capacity to satisfy nail testing acceptance criteria for the design parameters shown in the contract documents. Provide the required partial safety factors, allowable strength factors, and minimum global stability soil factors of safety in accordance with FHWA’s “Geotechnical Engineering Circular No. 7 Soil Nail Walls”, Report No. FHWA-IF-03-017. Provide working drawings conforming to the size and type requirements in accordance with §718-01 Prestressed Concrete Units (Structural) A. Size and Type. Include the following:
a.The proposed start date and proposed detailed wall construction sequence including:
1.Plan describing how surface water will be diverted, controlled and disposed of.
2.Proposed methods and equipment for excavating the soil and/or rock to the staged excavation lifts indicated within the submitted design, including the proposed grade elevations for each excavation lift, shown on a wall elevation view.
3.Measures to ensure wall and slope stability during various stages of wall construction and excavation where discontinuous rows of nails will be installed (if applicable), information on space requirements for installation equipment, temporary shoring plans (if applicable), information on provisions for working in the proximity of underground facilities or utilities (if applicable).
4.Details of soil nail layout including lengths, grid spacing, encapsulation or epoxy coating details (if applicable) and design load (P) to resist design earth pressures.
5.Proposed nail drilling methods and equipment including drillhole diameter and inclination proposed to achieve the specified pullout resistance values and any variation of these along the wall alignment.
b.Nail grout mix design/shotcrete mix design including:
1.Proportions of mix, including the Departments Approved List Brand Codes / Source Numbers, by weight and water-cement ratio.
2.Proposed admixtures, manufacturer, dosage, technical literature.
c.Nail grout mix:
1.Compressive strength test results supplied by a qualified independent testing laboratory verifying a minimum 3-day compressive strength of 1500 psi and a minimum 28-day compressive strength of 3000 psi and the corresponding density of the fluid grout performed utilizing a Baroid Mud Balance in accordance with the American Petroleum Institute (API) Recommended Practice (RP) 13B-1: Standard Procedure for Testing Water-Based Drilling Fluids.
d.Shotcrete mix:
1.Compressive strength test results supplied by a qualified independent testing laboratory verifying a minimum 3-day compressive strength of 2000 psi and a minimum 28-day compressive strength of 4000 psi.
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2.Previous strength test results, from Departmental projects, for the proposed mix designs completed within 1 year of the start of construction may be substituted for initial verification of the required compressive strengths at start of production work
e.Proposed nail grout placement procedures and equipment.
f.Proposed nail testing methods and equipment setup including:
1.Details of jacking frame and appurtenant bracing.
2.Details showing methods of isolating test nails during shotcrete application (i.e., methods to prevent bonding of the soil nail bar and the shotcrete facing during testing).
3.Details showing methods of providing the temporary unbonded length and of grouting the temporary unbonded length of test nails after completion of testing.
4.Equipment list.
g.Proposed shotcrete equipment, methods of shotcrete placement, of controlling and maintaining facing alignment, and location and shotcrete thickness.
3.Calibrations. Submit the following documentation to the Engineer at least 15 calendar days prior to the start of work:
a.Identification number and certified calibration records for each test jack and pressure gage and load cell to be used. Jack and pressure gauge shall be calibrated as a unit. Calibration records shall include the date tested, device identification number, and calibration test results and shall be certified for accuracy within 2% of the applied certification loads by a qualified independent testing laboratory within 90 days prior to submittal.
B.SNWS Preproduction. Prior to the start of the soil nailed wall installation, install a nail in accordance with the contract documents for preproduction verification testing at the location specified. Test the nail after installation as specified in §211-3.01 E SNWS Testing. Provide positive control and discharge of all surface water that will affect the installation of the soil nail wall throughout the construction of the wall. Include methods and schedules to be consistent with the soil erosion and sediment control plan in accordance with §209-3.01 General. Maintain all ditches, pipes, or conduits used to control surface water during construction. Repair damage caused by surface water at no additional cost. Upon substantial completion of the wall, remove surface water control pipes or conduits from the site.
C.SNWS Nail Installation. Excavation shall be conducted in accordance with the applicable requirements of Section 206, Trench, Culvert and Structure Excavation, and the details specified in the contract documents. Excavate using procedures that prevent over-excavation, ground loss, swelling, air slaking or loosening, loss of support for completed portions of the wall, loss of soil moisture at the face, or ground freezing. Drill holes for the soil nail installation using core drilling, rotary drilling, or auger drilling. Percussion drilling is prohibited unless approval for its use is granted by the DCETS. Install casing as required to maintain a clean and open hole. Utilize a drill bit with a diameter not smaller than the specified hole diameter minus ⅛ in. Extend the hole a minimum of 2 ft. beyond the nail length. Drill the holes to the inclination specified on the approved Working Drawings within a 3° tolerance.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 Provide centralizers at a maximum of 10 ft. center-to-center spacing throughout the length of the nail to position the bar within 1 in. of the center of the hole and to provide a minimum 1 in. grout cover over bare or epoxy-coated bars or ½ in. grout cover over the encapsulation of an encapsulated nail. Size the centralizers to allow insertion of a tremie pipe to the bottom of the drillhole and to allow grout to freely flow up the drillhole. Provide a centralizer within 2 ft. of the top and bottom of the nail. Sag of the nail shall be taken into account when selecting centralizer diameter and spacing. Insert the nail in the casing or hole after the hole is drilled to the final depth. Locate the nail within a 6 in. tolerance, in any direction. Location tolerances are applicable to only one nail and not accumulative over large wall areas. Repair encapsulated nails that are damaged or defective in accordance with the manufacturer’s recommendations or remove them from the site. Provide a colloidal mixer and grouting equipment capable of continuous mixing and producing grout free of lumps equivalent to the strength and consistency of the approved mix design created by the independent testing laboratory. Equip the grout pump with a grout pressure gage capable of measuring at least twice but not more than three times the intended grout pressure. Size the grouting equipment to enable the entire nail to be grouted in one continuous operation. Place grout within 60 minutes after mixing or within the time recommended by the admixture manufacturer, if admixtures are used. Grout not placed in the allowed time limit will be rejected. Perform the grouting operation after the nail is inserted. Grout each drillhole within 2 hours of completion of drilling. To prevent air voids, fill the hole with grout progressively from the bottom to the top. Completely fill the drillhole in one continuous operation. Cold joints in the grout column are not allowed except at the top of the test-bond length of proof-tested production nails. Maintain sufficient grout level within the casing to offset the external groundwater/soil pressure and prevent hole caving during casing removal for drillholes advanced by either cased or auger methods. Maintain grout head or grout pressures sufficient to ensure that the drillhole will be completely filled with grout and to prevent unstable soil or groundwater from contaminating or diluting the grout. Control grout pressures to prevent excessive ground heave or fracturing. Remove the grout and nail if grouting is suspended for more than 30 minutes or does not satisfy the requirements of this specification or the approved Working Drawings, and replace with fresh grout and undamaged nail bar at no additional cost. Test nails as specified in §211-3.01 E SNWS Testing.
D.SNWS Facing Elements. Install and secure all elements of the wall drainage network as shown on the approved Working Drawings. Secure the geocomposite drainage strips tightly to the excavation face to prevent shotcrete from contaminating the ground side of the geotextile. Geocomposite drainage strips shall be continuous. Splices to the geocomposite drainage strips shall be made with a 1 ft. minimum overlap such that the flow of water is not impeded. Install all elements of the drainage network, exclusive of the wall footing drains, prior to shotcreting. Clean the face of the excavation, and other surfaces to be shotcreted, of loose material, mud, rebound, overspray, or other foreign matter that could prevent or reduce shotcrete bond. Remove material that loosens as shotcrete is applied. Place shotcrete in accordance with the requirements of Section 583-3.03 Placement. Provide shotcrete equipment capable of delivering the premixed material accurately, uniformly and continuously through the delivery hose. Control shotcrete application thickness, nozzle technique, air pressure, and rate of shotcrete placement to prevent sagging or sloughing of freshly applied shotcrete. Ensure that the thickness of shotcrete satisfies the minimum requirements as shown on the approved Working Drawings using shooting wires, thickness control pins, or other acceptable devices. Fill all depressions along the excavated face with shotcrete at no additional cost to the State.
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 Repair shotcrete surface defects as soon as possible after placement. Remove and replace shotcrete which exhibits segregation, honeycombing, lamination, voids, or sand pockets. In-place shotcrete determined not to meet the specified strength requirements will be subject to remediation. Finish shotcrete with either an undisturbed gun finish as applied from the nozzle or a rough- screeded finish. Attach a bearing plate and nut to each nail head as shown on the approved Working Drawings. While shotcrete is still plastic and before its initial set, uniformly seat the plate on the shotcrete by hand wrench tightening the nut. Where uniform contact between the plate and the shotcrete cannot be provided, set the plate in a bed of grout. After grout has set for 24 hours, tighten the nut using a hand wrench. Ensure bearing plates with headed studs are in intimate contact with the construction facing and the studs are located within the tolerances specified herein. Locate the SNWS facing elements from the contract documents location and dimensions within the tolerances provided in Table 211-3 SNWS Tolerances for Facing Elements: TABLE 211-3 SNWS TOLERANCES FOR FACING ELEMENTS Facing Element Tolerance Horizontal location of wire mesh, rebar and headed studs ± ⅝ in. Location of headed studs on bearing plate ± ¼ in. Spacing between reinforcing bars ± 1 in. Reinforcing lap ± 1 in. Shotcrete thickness ± ⅜ in. Nail head bearing plate ± 10° deviation from parallel to the wall face Do not excavate to the next lift until nail installation, reinforced shotcrete placement, attachment of bearing plates, and nuts and nail testing has been completed and accepted in the current lift. Ensure nail grout and shotcrete have cured for at least 72 hours or attained at least their specified 3-day compressive strength before excavating the next underlying lift.
E.SNWS Testing. Perform preproduction verification, verification, and proof testing of designated test nails. Perform a preproduction verification test and verification tests on sacrificial test nails as described herein. Perform proof tests on production nails at locations selected by the Engineer and as described herein. Do not load or perform nail testing until the nail grout and shotcrete facing have cured for at least 72 hours and attained at least their specified 3-day compressive strength. Testing in less than 72 hours will only be allowed if the Contractor submits compressive strength test results, for tests performed by a qualified independent testing laboratory, verifying that the nail grout and shotcrete mixes being used will provide the specified 3-day compressive strength in the lesser time. Provide a minimum 3 ft. temporary unbonded length in each test nail. Prior to testing, grout only the bonded length of the test nail. Determine the bonded length of the test nail based on the production nail bar grade and sized such that the allowable bar structural load is not exceeded during testing. The bond length shall not be less than 10 ft. The maximum test load shall not exceed 80% of the GUTS of the nail. Monitor the jack load with a load cell. Provide the Engineer with the calibration curve for the load cell before start of testing. Submit two copies of all test data to the Engineer.
1.PreProduction Verification Test. Perform a preproduction verification test prior to installation of production nails to verify the Contractor’s installation methods and nail pullout resistance. Testing requirements are contained in §211-3.01 E. 2. Verification Testing.
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2.Verification Testing. Perform a minimum of 2 verification tests in each different soil/rock unit and for each different drilling/grouting method proposed to be used, at each wall location. Verification test nails will be sacrificial and not incorporated as production nails. Bare bars can be used for the sacrificial verification test nails. Incrementally load verification test nails to a maximum test load of 3 times the design load
P.in accordance with Table 211-4 SNWS Verification Test Load Schedule. Record soil nail movements at each load increment. TABLE 211-4 SNWS VERIFICATION TEST LOAD SCHEDULE Load1 Observation Period AL 1 minute 0.25 P 10 minutes 0.50 P 10 minutes 0.75 P 10 minutes 1.00 P 10 minutes 1.25 P 10 minutes 1.50 P (Load Hold)2 60 minutes 1.75 P 10 minutes 2.00 P 10 minutes 2.50 P 10 minutes maximum 3.00 P (or failure) 10 minutes maximum AL 1 minute (record permanent set) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied initially. 2The load hold portion of the verification test is a test load of 1.50 P, which shall be held constant for 60 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 5, 6, 10, 20, 30, 50, and 60 minutes. Maintain load during the load hold portion of the test within 2% of the intended load by use of the load cell. All load increments shall be maintained within 5% of the intended load except as noted for the load hold portion of the test. The Department will review all verification tests to determine if the nail is acceptable. A nail will be accepted if the following three criteria are met:
a.A total load hold movement of less than 0.08 in. per log cycle of time between the 6 and 60 minute readings is measured during load hold testing and the creep rate is linear or decreasing throughout the load hold period.
b.The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.
c.A pullout failure does not occur prior to the 2.50 P load increment. Pullout failure is defined as the load at which attempts to further increase the test load simply result in
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 continued pullout movement of the test nail. Although the nail will be incrementally loaded to a maximum test load of 3.00 P or failure, the test is deemed acceptable if the nail adequately performs under load up to 2.00 P. The pullout failure load shall be recorded as part of the test data.
3.Proof Testing. Perform proof testing on a minimum of 5% (1 in 20) of the production nails in each row or a minimum of 1 per row. The locations shall be designated by the Engineer. A verification test nail successfully completed during production work shall be considered equivalent to a proof test nail and shall be accounted for in determining the number of proof tests required in that particular row. Production proof test nails shorter than 13 ft. in length may be constructed with less than the minimum 10 ft. bond length with the unbonded length limited to 3 ft. Incrementally load the proof test nail to a maximum test load of 1.5 times the Design Load (P) in accordance with Table 211-5 SNWS Proof Test Load Schedule. Record the soil nail movements at each load increment. TABLE 211-5 SNWS PROOF TEST LOAD SCHEDULE Load1 Observation Period AL Minimum of 1 minute2 0.25 P Minimum of 1 minute2 0.50 P Minimum of 1 minute2 0.75 P Minimum of 1 minute2 1.00 P Minimum of 1 minute2 1.25 P Minimum of 1 minute2 1.50 P (Load Hold)2 10 minutes (or 60 minutes depending on total movement3) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2Hold each load increment, except for the 1.5 P load, until the deflection stabilizes. 3The load hold portion of the proof test is a maximum test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 5, 6, and 10 minutes. If the total movement between 1 minute and 10 minutes exceeds 1 mm, the test load shall be held for an additional 50 minutes. Total movements shall be recorded at 20, 30, 50 and 60 minutes. All load increments shall be maintained within 5% of the intended load. The Department will review all proof tests to determine if the nail is acceptable. A nail will be accepted if the following three criteria are met:
a.A total load hold movement of less than 0.04 in. measured between the 1 and 10 minute readings or a total load hold movement of less than 0.08 in. is measured between the 6 and 60 minute readings and the creep rate is linear or decreasing throughout the load hold period.
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b.The total measured movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the test nail unbonded length.
c.A pullout failure does not occur at the maximum test load. Pullout failure is defined as the load at which attempts to further increase the test load simply result in continued pullout movement of the test nail. The pullout failure load shall be recorded as part of the test data.
d.Successful proof-tested nails meeting the above test acceptance criteria may be incorporated as production nails, provided that:
1.The unbonded length of the test nail drillhole has not collapsed during testing.
2.The minimum required drillhole diameter has been maintained.
3.The specified corrosion protection is provided.
4.The test nail length is equal to or greater than the scheduled production nail length. Test nails meeting the above requirements shall be completed by satisfactorily grouting up the unbonded test length. Maintaining the temporary unbonded test length for subsequent grouting is the Contractor’s responsibility. If the unbonded test length of production proof test nails cannot be satisfactorily grouted subsequent to testing, the proof test nail shall become sacrificial and shall be replaced with an additional production nail installed at no additional cost. For nails that are unacceptable, the Contractor shall submit a written proposal containing a suggested course of action. Construct and attach any permanent facing and insulating materials shown in the contract documents.
211-3.02 Grouted Tieback System (GTS).
A.GTS Submittal. Submit a design and design experience to the Engineer a minimum of 30 calendar days prior to start of work. Begin work only after receiving the Departments approval.
1.Experience. Submit as proof to the DCETS: (1) the names of two projects for which the Contractor or subcontractor performing the work has successfully installed grouted tiebacks within the past two years, (2) the foreman for this work having supervised the installation of grouted tiebacks on at least two projects in the past two years. Submit proof of prior experience with the subcontractor approval process.
2.Working Drawings. Submit the design and methods of construction to the DCETS for approval. The design shall be accomplished by a Professional Engineer. Determine the tieback type, size and bond length necessary to develop adequate load capacity to satisfy grouted tieback testing Acceptance Criteria for the design loads shown in the contract documents and in accordance with the Post Tensioning Institute Recommendations for Prestressed Rock and Soil Anchors. The minimum bond length shall be 10 ft. in rock and 15 ft. in soil. The minimum tendon bond length shall be 10 ft. The minimum stressing length shall be 15 ft. or as shown in the contract documents, whichever is greater. The tieback hole shall remain inside the right-of-way or easement limits shown in the contract documents. Provide working drawings conforming to the size and type requirements in accordance with §718-01 Prestressed Concrete Units (Structural) A. Size and Type. Include the following:
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a.A grouted tieback schedule including:
1.grouted tieback number,
2.design load for each tieback,
3.type and size of tendon,
4.total tendon length,
5.bond length, and tendon bond length if different from bond length,
6.stressing length.
b.A drawing of the tieback and corrosion protection including:
1.spacers and their location,
2.centralizers and their location,
3.couplers and their location,
4.stressing length corrosion protection,
5.bond length corrosion protection,
6.anchorage and trumpet,
7.anchorage corrosion protection system.
3.Report. Submit a report to the Engineer within 30 calendar days after completion of the tieback work. The report shall contain:
a.as-built drawings showing the locations of the tiebacks, total tendon lengths, stressing lengths and bond lengths,
b.prestressing steel manufacturer's mill test reports for the tendons,
c.tieback installation notes (hole progression, caving, clean-out),
d.grouting records indicating the cement type, quantity injected and grout pressures,
e.tieback test results and graphs.
B.GTS Installation. The holes for the tiebacks may be either driven or drilled. The hole shall not be progressed in a location that requires the tendon to be bent in order to enable the bearing plate to be connected to the supporting structure. If operations cause subsidence or physical damage, immediately cease operations and repair the damage. The Contractor shall immediately revise operations to prevent reoccurrence of such damage. Any and all costs incurred due to this subsidence or physical damage shall be at no additional cost to the State. If the hole will not stand open, casing shall be installed as required to maintain a clean and open hole. The hole diameter shall be no less
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 than 3 in. if using pressure grouting in the bond length and 4 in. if not using pressure grouting. The Contractor shall provide a drill bit with a diameter no less than the specified hole diameter minus ⅛ in. The hole shall extend a minimum of 2 ft. beyond the tendon length. The holes shall be located in elevation as shown in the contract documents, within a 3 in. tolerance. The holes shall be progressed to the inclination and alignment as specified in the contract documents, within a ±3° tolerance. All tieback holes shall be progressed perpendicular to the direction of the wall, as seen in the contract documents. Holes in rock shall be thoroughly cleaned of all dust, rock chips, grease or other material which may affect bond prior to inserting the tendon. Strands shall not be coupled, except in the case of repairs of installed tendons or for extending stressed strand anchors. A water-tightness test will be required for all tiebacks bonded in rock if grout is injected at a pressure of less than 50 psi. The water-tightness test shall be performed by filling the entire hole in the rock with water and subjecting it to a pressure of 5 psi as measured at the top of the hole. If the stressing length portion of hole is in soil or fractured rock, a packer or casing shall be used to allow the bond length to be pressure-tested. If the leakage rate from the hole, over a 10 minute period, exceeds 0.001 gal. of water per inch of hole diameter per foot of length of hole per minute, the hole shall be grouted, redrilled and retested. Should the subsequent water-tightness test fail, the entire process shall be repeated until results are attained which are within leakage allowances. If artesian or flowing water is encountered in the drilled hole, pressure shall be maintained on the grout until the grout has reached initial set. The Contractor may eliminate the requirement for water-tightness tests in rock by using pressure grouting techniques. Pressure grouting requires that the drill hole be sealed and that the grout be injected until a 50 psi grout pressure, measured at the top of the hole, can be maintained on the grout for 5 minutes without further grout injection. In the bond length, centralizers and their installed locations shall be subject to approval by the Engineer. Centralizers shall be provided at a maximum of 10 ft. center to center spacing throughout the bond length so that not less than ½ in. of grout cover along the bond length is achieved. A centralizer shall be provided at the bottom end of the tendon. Sag of the tendon shall be taken into account when selecting centralizer diameter and spacing. Multi-element tendons shall also employ spacers at maximum 10 ft. intervals throughout the bond length to ensure grout cover on all elements.
1.When the contract documents require encapsulation to provide double-corrosion protection for the tendons:
a.The tendon shall be encapsulated in a grout-filled corrugated tube of one of the types stated in the Materials section of this specification. The tendon shall be grouted inside the encapsulation before inserting the tendon into the drill hole. The bond length of the tendon shall be centralized to provide a minimum grout cover of 3/16 in. within the tube. Spacers shall be used along the tendon bond length for multi-element tendons to ensure good bond with the encapsulation grout.
b.Centralizers shall be used to provide a minimum of 1/2 in. of grout cover over the tendon bond length encapsulation. Centralizers shall be securely attached to the encapsulation and shall be spaced at no more than 10 ft. A centralizer shall be provided at the bottom end of the tendon bond length encapsulation. A centralizer shall also be located a maximum of 5 ft. from the top of the bond length. The bond length of the tendon shall be free of dirt, manufacturer’s lubricants, corrosion-inhibiting coatings or other deleterious substances prior to installation. The tendon shall be inserted in the casing or hole without difficulty. If the tendon cannot be completely inserted, the Contractor shall remove the tendon and clean or redrill the hole to permit insertion. Partially inserted tendons shall not be driven or otherwise forced into the hole. Tendons
211-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 shall not be subject to sharp bends. Care shall be taken to prevent damage to the tendon's corrosion protection and centralizers during handling and installation. The grouting equipment shall be capable of continuous mixing and shall produce grout free of lumps. The grout pump shall be equipped with a grout pressure gage capable of measuring the highest working pressures attained plus 50 psi. The annular space between the tieback and the drilled hole up to the level of the trumpet and between the tendon and encapsulation shall be filled with grout. In order to prevent air voids in the grouting operation, the hole shall be filled with grout progressively from bottom to top. Grouting of the stressing length shall be done at low pressure. The trumpet shall not bear on the top of the stressing length grout column during testing, to ensure that load applied to the tieback during testing is not transferred to the anchorage via the grout column. The tieback shall be centered in the trumpet so that there is no contact between the two. The corrosion protection surrounding the stressing length of the tendon shall extend up beyond the bottom seal of the trumpet but shall not contact the bearing plate or anchor head during stressing and testing. The anchor head shall be protected from corrosion during the interim between tieback installation and final corrosion protection installation by installing a temporary cap and filling the trumpet and anchor head with corrosion-inhibiting grease. Any detrimental corrosion shall be caused for rejection.
2.After installation, testing and acceptance of each tieback, the trumpet shall be filled with grout or corrosion inhibiting grease and the permanent corrosion protection of the anchorage shall be installed. The Contractor shall either:
a.place a water-tight steel cap, filled with corrosion inhibiting grease or grout, over the anchor head, or
b.encase the anchor head in concrete.
C.GTS Testing. Each tieback shall be tested. At no time shall a test or temporary load on any tendon exceed 80% of the GUTS of the tendon. The following tests are required: • Performance Tests. The first two anchors installed at each specified design load capacity and 5% of the remaining anchors shall be performance tested. These tests are used to determine residual movements. • Creep Tests. Creep tests shall only be performed where specified by a Special Note in the contract documents. These tests are performed to determine long term deformation behavior in plastic soils. • Proof Tests. Proof tests shall be performed on all anchors not performance or creep tested. These tests are used to verify load capacity. • Lift-Off Readings. Lift-off readings shall be taken on all tiebacks after the load has been transferred to the anchorage but prior to removing the jack. • Lift-Off Tests. Lift-off tests shall only be performed on tiebacks in rock. If required, lift-off tests shall be performed on at least 2 tiebacks at locations to be chosen by the Engineer. Additional tests, up to 10% of the total number of tiebacks may be directed by the Engineer. Copies of all test results and graphs shall be prepared by the Contractor’s Engineer and transmitted to the Director, Geotechnical Engineering Bureau (as each test is completed) for review and approval. The Department will render a decision within 10 working days after the receipt of all pertinent information. Do not excavate more than 2 ft. below the tieback elevation until testing has been completed and accepted in the current lift.Jacks shall have ram travel at least equal to the theoretical elastic elongation of the stressing length plus the bond length at the maximum test load, and be sufficient to accommodate wall movements. A pressure gauge shall be used with each jack. Gauges shall be calibrated with a single jack and shall not be used with any other jack. All gauges
211-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 shall be accurate enough to read 100 psi changes in pressure. For performance and creep tests, the jack used shall have two calibrated gauges; a master gauge and backup gauge. The pump shall be capable of applying each load increment in less than 60 seconds. A load cell, which has been calibrated by an independent testing laboratory within 14 days prior to the start of work and at least annually thereafter, shall be used to measure the small changes in load during the load hold portion of the performance and creep tests. There will be no substitute for the load cell on testing of the performance and creep tests. Load cells are not required for proof tests. The Contractor shall provide the Engineer with the calibration curve for the load cell prior to testing. For the performance and creep tests, the master gauge and backup gauge shall be connected to the same pressure hose between the pump and jack and be used to measure the applied loads. If the load measured by the master gauge and backup gauge differ by more than 10%, the jack, master gauge and backup gauge shall be recalibrated as a unit at no expense to the State. At the completion of the test the tieback load shall be adjusted to the lock-off load and transferred to the anchorage. The movement of the tieback tendon at each load increment shall be recorded to the nearest 0.001 in. relative to an independent, fixed reference point.
1.Performance Tests. Performance tests shall be performed by incrementally loading and unloading the tieback in accordance with Table 211-6 GTS Performance/Creep Test Load Schedule. Residual movements shall be taken at the alignment load for each cycle. Total movement measurements shall be taken at each load in each cycle. TABLE 211-6 GTS PERFORMANCE/CREEP TEST LOAD SCHEDULE Cycle Load1 PERFORMANCE TEST CREEP TEST Observation Period Observation Period 1 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 10 minutes AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 30 minutes 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.75 P Maximum of 1 minute2 30 minutes 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.75 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 45 minutes 0.75 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 Temporary Tieback AL Maximum of 1 minute2 NA3 0.25 P Maximum of 1 minute2 0.50 P Maximum of 1 minute2 1.00 P Maximum of 1 minute2
211-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2The load shall be held at each increment just long enough to obtain the total movement reading but no longer than 1 minute. 3Creep tests determine the long-term load carrying capacity of a grouted tieback. This test is not applicable to temporary tiebacks. 4The load hold portion of the performance test for a temporary tieback is a test load of 1.33 P, which shall be held constant for 50 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 0, ½, 1, 2, 5, 10, 30, and 50 minutes. If the total movement between 1 minute and 10 minutes is less than 0.04 in., the temporary tieback will be accepted and the test may be terminated without taking the 30 and 50 minute readings. 5The load hold portion of the performance test for a permanent tieback is a test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If the total movement between 1 minute and TABLE 211-6 GTS PERFORMANCE/CREEP TEST LOAD SCHEDULE 1.25 P Maximum of 1 minute2 1.33 P (Load Hold) 50 minutes4 AL Maximum of 1 minute2 Cycle 5 is the end of the load schedule for a temporary tieback. Adjust to the lock-off load of 0.80 P (or as specified in the contract documents) Permanent Tieback AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 1.25 P Maximum of 1 minute2 60 minutes 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 Permanent Tieback AL Maximum of 1 minute2 Maximum of 1 minute2 0.25 P Maximum of 1 minute2 Maximum of 1 minute2 0.50 P Maximum of 1 minute2 Maximum of 1 minute2 1.00 P Maximum of 1 minute2 Maximum of 1 minute2 1.25 P Maximum of 1 minute2 Maximum of 1 minute2 1.50 P (Load Hold) 10 minutes (or 60 minutes depending on total movement5) 300 minutes AL Maximum of 1 minute2 Maximum of 1 minute2 Adjust to the lock-off load of 0.80 P (or as specified in the contract documents)
211-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 10 minutes exceeds 0.04 in., the test load shall be held for an additional 50 minutes. Total movements shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. The Contractor shall plot the tendon movement versus load for each load increment. He shall also plot the creep movement for the load hold as a function of the logarithm of time.
2.Creep Tests. The creep test shall be made by incrementally loading and unloading the tendon in accordance with Table 211-6 GTS Performance/Creep Test Load Schedule. At the highest load in each cycle the load shall be held constant in accordance with the observation periods. A load cell shall be used to monitor the constant load. Residual movement measurements shall be taken at the alignment load for each cycle. Total movement readings shall be taken at each load in each cycle. The times for reading the total movement during an observation period shall be 1 minute, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 45, 60, 75, 90, 100, 120, 150, 180, 210, 240, 270, and 300 minutes. The observation period shall begin when the pump starts to load the tieback from the next lower increment. The Contractor shall plot the tendon movement and the residual movement measured in a creep test as described for the performance test. The Contractor shall also plot the creep movement for each load hold as a function of the logarithm of time. If the creep rates are not acceptable as defined under §211-3.02 C 6. Acceptance Criteria, the Contractor shall modify his installation method and perform creep tests until two successive acceptable creep tests on two different tiebacks have been performed.
3.Proof Tests. The proof tests shall be performed by loading the tieback in accordance with Table 211-7 GTS Proof Test Load Schedule. TABLE 211-7 GTS PROOF TEST LOAD SCHEDULE Load1 Observation Period AL Maximum of 1 minute2 0.25 P Maximum of 1 minute2 0.50 P Maximum of 1 minute2 0.75 P Maximum of 1 minute2 1.00 P Maximum of 1 minute2 1.25 P Maximum of 1 minute2 Load Hold3,4 Permanent Tieback 1.50 P 10 minutes (or 60 minutes depending on total movement3) Temporary Tieback 1.33 P 5 minutes (or 50 minutes depending on total movement4) Adjust to the lock-off load of 0.80 P (or as specified in the contract documents) 1P = Design Load AL = Alignment Load. The AL necessary to maintain position of the stressing and testing equipment shall not exceed 0.05 P. Set dial gauges to “zero” after the alignment load has been applied. 2The load shall be held at each increment just long enough to obtain the total movement reading but no longer than 1 minute. 3The load hold portion of the proof test for a permanent tieback is a test load of 1.50 P, which shall be held constant for 10 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant
211-3 02
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 load. Total movements with respect to an independent fixed reference point shall be recorded at 1 minute, 2, 3, 4, 5, 6, and 10 minutes. If the total movement between 1 minute and 10 minutes exceeds 0.04 in., the test load shall be held for an additional 50 minutes. Total movements shall be recorded at 15, 20, 25, 30, 45 and 60 minutes. 4The load hold portion of the proof test for a temporary tieback is a test load of 1.33 P, which shall be held constant for 5 minutes. The load hold time shall start when the pump begins to load the anchor from the 1.25 P load to the test load. A load cell shall be used to monitor the constant load. Total movements with respect to an independent fixed reference point shall be recorded at 0, ½, 2, and 5 minutes. If the total movement between ½ minute and 5 minutes exceeds 0.08 in., the test load shall be held for an additional 45 minutes. Total movements shall be recorded at 10, 15, 20, 25, 30, 40 and 50 minutes. The Contractor shall plot the tendon movement versus load for each load increment. He shall also plot the creep movement for the load hold as a function of the logarithm of time.
4.Lift-Off Readings. Lift-off readings shall be taken and recorded directly after testing on all tiebacks. The load required to relieve the load from the tieback head shall be measured and recorded. If the lift-off load is not within 5% of the lock-off load the anchorage shall be reset and another lift-off reading taken.
5.Lift-Off Tests. Lift-off tests shall be performed on rock tiebacks only. Locations for lift-off tests shall be selected randomly by the Engineer prior to the commencement of any tieback testing. For each tieback subjected to a lift-off test, the Contractor shall leave an adequate length of tendon protruding over the anchorage to permit jacking. Lift-off tests shall be performed at least 24 hours but no more than 7 days after the tieback has been set to lock-off load. The results of all lift-off tests shall be recorded. If the lift-off load is not within 10% of the lock-off load, the anchorage shall be reset and another lift-off test performed according to the requirements in this specification.
6.Acceptance Criteria. For all grouted tiebacks:
a.All tiebacks and components shall be free of detrimental corrosion.
b.Lift-off readings shall show a load within 5% of the specified lock-off load.
c.Lift-off tests shall show a load within 10% of the specified lock-off load.
d.The total movement at the maximum test load shall exceed 80% of the theoretical elastic elongation of the unbonded length, from the alignment load to the test load. For performance or proof tested tiebacks with a 10 minute load hold, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.04 in. between 1 and 10 minutes. For performance or proof tested tiebacks with a 60 minute load hold, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.08 in. per log cycle of time. For creep tested tiebacks, the tieback shall also resist the maximum test load with a creep rate that does not exceed 0.08 in. per log cycle of time. For unacceptable tiebacks, the Contractor shall submit a written proposal containing a suggested course of action. The action to be taken will be subject to written approval by the Department. Tiebacks which do not meet the total movement criteria shall not be permitted to carry any load.
211-4 01
NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2 Conditional Acceptance Criteria: Tiebacks which meet the total movement criteria but do not meet the creep rate criteria may be accepted by the Department and locked-off at a load equal to ½ Pf. To determine Pf (failure load), allow the load to stabilize for 10 minutes after the tieback has failed. The load after stabilization is the failure load. A supplemental tieback shall be installed and tested at a location approved by the Department. The combined test capacity of the tiebacks shall equal or exceed 1.5 times the original design load. That is: Where: P = the design load for the original tieback sP = the design load for the supplemental tieback fP = the failure load for the original tieback For tiebacks that do not meet the lift-off reading (or test) criteria, the anchorage shall be reset and another lift-off reading (or test) taken.
211-4 Method of Measurement.
211-4.01 Soil Nail Wall System. A SNWS will be measured in square feet of face area measured in a
vertical plane between the payment lines shown in the contract documents.
211-4.02 Grouted Tieback System. A GTS will be measured by the number of grouted tiebacks
installed.
211-4.03 Grouted Tieback Creep Test. A GTS Creep Test will be measured by the number of tests
performed.
211-5 Basis of Payment.
211-5.01 Soil Nail Wall System. The unit bid price shall include the cost of all labor, materials, and
equipment required to satisfactorily complete the work including the wall drainage network, the temporary shotcrete construction facing and preproduction verification tests, verification tests, and proof tests of the soil nails along with successful completion of quality assurance tests indicating that the material conforms to the specification. Excavation will be paid for separately to the temporary shotcrete- soil interface and to the limits shown in the contract documents. Permanent wall facing will be paid for separately.
211-5.02 Grouted Tieback System. The unit bid price shall include the cost of all labor, materials, and
equipment required to satisfactorily complete the work including performance tests, proof tests, lift-off readings and lift-off tests of the tiebacks along with successful completion of quality assurance tests indicating that the material conforms to the specification. For tiebacks which do not meet all the acceptance criteria but do meet the conditional acceptance criteria, the original tieback and any required supplemental tiebacks(s) are, in sum, considered to be one tieback for payment purposes. No payment will be made for any additional wall connections required for installation of supplemental tiebacks. Permanent wall facing will be paid for separately. fs PP = P 5.05.15.1 +
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NEW YORK STATE DEPARTMENT OF TRANSPORTATION Sections 200 - 599 STANDARD SPECIFICATIONS (USC) January 1, 2026 Volume 2
211-5.03 Grouted Tieback Creep Test. The unit bid price shall include the cost of all labor, materials,
and equipment required to satisfactorily complete the work. Payment will be made under: Item No. Item Pay Unit 211.01 Soil Nail Wall System (Temporary) Square Feet 211.02 Soil Nail Wall System (Permanent) Square Feet 211.10 Grouted Tiebacks (Temporary) Each 211.11 Grouted Tiebacks (Permanent) Each 211.12 Creep Test for Grouted Tiebacks Each
Referenced in this section
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Source: Standard Specifications (US Customary Units), 2026 (Jan) Edition. Pages 292–312 of 1,489. View official source ↗