SECTION 805 — EARTH RETAINING SYSTEMS 800-31 — EARTH RETAINING SYSTEMS
805.01 Description.
This work includes the provision of temporary and/or permanent sheet piling; temporary and/or permanent sheet piling with ground anchors; and soldier piles and lagging at the required locations. Provide sheet piling that is in rolled steel sections. For sheet piling in cofferdams, comply with Subsection 203.03.2 and SECTION M07. Provide soldier piles that are steel HP sections. Drive or install in pre- drilled shaft excavations. Provide lagging that contains timber or steel sections that span adjacent soldier piles. Use a Rhode Island Registered Professional Engineer for any work performed on the design of earth retaining systems. Permanent Sheet Piling. Ensure that permanent sheet piling and supports are furnished, installed, cut-off and left in place as part of the finished structure. Temporary Sheet Piling and Temporary Sheet Piling Abandoned in Place.
a.Temporary Sheet Piling. Install, maintain, and remove from the job site either after its function has been accomplished or when ordered to do so by the Engineer.
b.Tem porary Sheet Piling Abandoned in Place. This is defined as sheeting used during construction but that is not a necessary structural component of the completed highway facility or bridge structure. Furnish, install, cut off, and leave in place temporary sheet piling abandoned in place. Cut off supports to below grade or as indicated in the Contract. Soldier Pile-and-Lagging. Furnish, install, cut off, and leave in place soldier piles-and-lagging, unless indicated otherwise in the Contract. Design and Approval of Sheet Piling and Soldier Pile-and-Lagging. The Contractor is responsible for the design of sheet piling and soldier pile-and-lagging. Submit complete design drawings, computations , and layout drawings for the temporary or permanent sheeting. Prepare all drawings and computations, stamped by a Rhode Island Registered Professional Engineer. Submit Shop Drawings that conform to Subsection 105.02 . The Department will conduct a cursory review of the submission; the Contractor is responsible for the engineering design of the earth retaining system. Submit sheet piling or soldier pile-and-lagging located adjacent to railroad property to the railroad company for its review and approval.
Part 800 — Bridge Structures August 2025
800-32 SECTION 805 — EARTH RETAINING SYSTEMS
805.02 Materials.
General. Use materials that conform to the following. Material Standard Specification Reference Steel Sheet Piling Subsection M07.04 Steel Soldier Piles Subsection M07.09 Timber Lagging, Walers, and Bracing Subsection M11.01 Steel Lagging, Walers, and Bracing Subsection M05.05 Hardware – Fixtures, Bolts, and Lag Screws Subsection M05.05.4 or Subsection M05.05.13 Anchors. Use anchor materials that conform to the following:
a.Anchor Material. Use either single or multiple elements as follows: ● Uncoated seven-wire, stress-relieved strand conforming to ASTM A416 ● Uncoated high-strength steel bars conforming to ASTM A722
b.Bearing Plates, Brackets, Stiffeners, and/or Rolled Steel Shapes . Use materials that conform to the requirements of ASTM A709, Grade 36 or Grade 50.
c.S heathing. Use sheathing of the unbonded length of a tendon as follows: ● Seamless polyethylene tube with a minimum wall thickness of 50 mils ● Seamless polypropylene tube with a minimum wall thickness of 50 mils ● Corrugated polyvinyl chloride tube with a minimum wall thickness of 30 mils
d.Anchor Grout. Use grout for anchorage that includes a pumpable mixture of Types I, II, or III Portland cement, sand, water, and admixtures that can reach a minimum cube compressive strength of 3500 psi in seven days when tested according to ASTM T106 or as specified on the Plans, whichever is greater.
e.C entralizers . Use centralizers that are fabricated from plastic or steel for the anchor tendon. Do not use w ood. Use centralizer that maintains the position of the tendon so that a minimum of ½ in. of grout cover is obtained on the tendons.
f.S pacers . Use spacers for the separation of elements of a multi-element tendon that permit the free flow of grout and are fabricated from plastic or steel for the anchor tendon. Do not use wood.
Part 800 — Bridge Structures August 2025
SECTION 805 — EARTH RETAINING SYSTEMS 800-33
805.03 Construction Methods.
General. The Engineer may order the use of additional or stronger bracing and supports at any point where, based on his/her evaluation, sufficient bracing and supports have not been provided. The Engineer may order additional temporary sheet piling to be installed when, based on his/her evaluation, field conditions make it necessary to properly protect the work under construction or any existing installation affected by the construction. Use washout areas for concrete, excavatable fill, grout, etc., as directed by the Engineer. Driving Sheet Piling and Soldier Piles. Perform the preconstruction survey of adjacent structures and submit the findings to the Engineer for review. Do not initiate any driving until the Engineer has approved the preconstruction survey. Perform the vibration monitoring during the driving of sheeting or piles. Ensure that the preconstruction survey and vibration monitoring work conform to Subsection 804.03.11(a). Drive the sheet piling and soldier piles reasonably true to the required line and depth. Remove any material that interrupts the driving. Drive the soldier piles to the location and axial tolerances specified in Subsection 804.03.12(f). Pre-drilled Soldier Pile Installation. Install soldier piles in pre -drilled or pre-augered holes 1) when required by the Plans or Special Provisions; or 2) when vibratory or impact driving is not permitted; or 3) when obstructions prevent driving, and the Engineer authorizes pre- drilling or pre -augering in writing. For 3), resume standard driving when the obstruction has been removed or bypassed. To reach the required depth for drilled or augered holes, use methods and equipment that maintain the sidewalls of the excavated shaft. Clean out and remove soil materials, cuttings, and water from the shaft excavation before the installation of soldier piles and concrete backfill. If stockpiles are created, comply with all environmental requirements in Subsection 104.15. This work and equipment are not considered for additional compensation. Place soldier piles into the shaft to ensure that the piles do not sustain damage. Vertically center and align the piles to ensure that their final position, when backfilled, meets the specified location and axial tolerances. Remove and reinstall/replace damaged or out-of-tolerance soldier piles. Place concrete, lean concrete, or other approved backfill in the shaft to encase the soldier pile. Place the concrete from the bottom of the drilled shaft up to the specified elevation or ground surface. Dewater the shaft before placing concrete backfill . Comply with SECTION 208 . If dewatering is not feasible, use a tremie. If during pumping, excessive water inflow is encountered, the Engineer may require alternative methods to reduce inflow, alter the concrete mix, or approve alternative backfill materials.
Part 800 — Bridge Structures August 2025
800-34 SECTION 805 — EARTH RETAINING SYSTEMS Allow concrete backfill to cure for a minimum of five days before excavation and lagging installation begins. Do not allow equipment or other construction operations that might disturb the concrete in the vicinity of the installed pile until the concrete has cured. Earthwork and Installation of Lagging. Ensure that excavation conforms to Subsection 202.03 or 203.03. Conduct the placement and securing of lagging to closely follow excavation in front of pile-and-lagging to ensure that the loss of ground is minimized. Install lagging horizontally between soldier piles. Allow excavation to proceed only as required to set one row of lagging. When one row of lagging has been placed, initiate the excavation for the next lower row. Openings and Cut-Offs. Prepare and cut openings within the sheet piling or piles-and-lagging to permit the passage of all necessary utilities. Cut off sheet piling, whether temporary or permanent, as necessary during construction to allow work to proceed. Cut off permanent sheet piling in a straight line at the required elevations. Cut off soldier piles cleanly and horizontally at the required elevations. Remove concrete backfill, lagging, and other supports to the required elevations. Installation of Ground Anchors. Select the drilling method, the grouting procedure, and the grouting pressure to be used for the installation of the ground anchor as necessary to satisfy the load test requirements. Use a method of drilling that prevents loss of ground above the drilled hole that may be detrimental to the structure or existing structures. If water is used in the drilling operation, control and dispose of the water so that it is not harmful to the site, environment, or adjacent property. Repair any damage caused by loss of ground or inadequate control of water at no additional cost to the Department. Ensure that the hole diameter in free length is not less than 3 in. nor greater than 12 in. and that the hole remains open until grouting begins. Remove casing, if used, as grouting progresses unless permitted by the Engineer to remain in place. When the tendon cannot be completely inserted, remove the tendon and clean the drill hole or re- drill the hole to permit insertion of the tendon without difficulty. Do not force partially inserted tendons into the hole. Provide inclination and alignment to be within ±3 degrees of the design angle at the bearing plate and within ±12 in. of the planned location at the ground surface (point of entry). The Contractor is responsible for determining the anchor bond length necessary to develop adequate load capacity to satisfy anchor testing acceptance criteria for the design load. Ensure that the drilled anchor hole does not extend outside of the right-of-way limits. Provide a minimum bond length of 10 ft in competent rock, 15 ft in soil, or the minimum in the Contract documents. Ensure that the anchor hole extends a minimum of 1 ft beyond the tendon length to be installed.
Part 800 — Bridge Structures August 2025
SECTION 805 — EARTH RETAINING SYSTEMS 800-35 Produce a grout free of lumps and undispersed cement. Equip a positive displacement grout pump with a gauge to monitor and record grout pressures. Ensure that the pressure gauge is capable of measuring pressures of at least 150 psi or twice the actual grout pressures anticipated, whichever is greater. Size the grouting equipment so that the grout is pumped in one continuous operation. Use a mixer that can continuously agitate the grout. Inject the grout at the lowest point of the drill hole. Fill the hole with grout progressively from the bottom to the top to prevent air voids. The grout may be pumped through grout tubes, casings, hollow-stem augers, or drill rods. Place the grout afte r the insertion of the tendon into the drill hole. Record the quantity of grout and the grout pressures. Control the grout pressures and quantities to prevent heave of the ground or fracturing of rock formations. Except where modified below, the grout above the top of the bond length may be placed at the same time as the bond length grout. Do not place the grout under pressure. Ensure that t he grout at the top of the hole stops a minimum of 6 in. from the back of the structure or trumpet, whichever is lowest. If the ground anchor is installed in fine grained soil using a drilled hole larger than 6 in. in diameter, place the grout above the top of the bond length after the ground anchor has been successfully load tested. If the grout is placed in two stages, ensure that the initial stage completely fills the hole to a point 2 ft above the bond length portion of the ground anchor. The entire drill hole m ay be grouted at the same time if the Contractor ’s Rhode Island Professional Engineer can demonstrate that the ground anchor system does not derive a significant portion (less than 5 percent) of its load resistance from the soil above the bond length portion of the ground anchor. Upon completion of grouting, the grout tube may remain in t he drill hole if filled with grout. Also, after grouting, do not load the tendon for seven days, unless otherwise approved by the Engineer. Ensure that tendons are free of dirt, detrimental rust, or other deleterious substances. Before installation, handle and store tendons to avoid corrosion and physical damage. Tendons with damage such as abrasions, cuts, nicks, welds, weld splatters, or heavy corrosion and pitting will be rejected. Tendons with a slight rusting, if it is not sufficient to cause pits visible to the unaided eye, will not be rejected. Do not ground welding leads to the tendon. Degrease the bond length of the tendon before installation in the hole. Do not allow solvent residue to remain on the tendon. Load test each ground anchor according to the currently adopted edition of the PTI “Recommendations for Prestressed Rock and Soil Anchors.” Do not apply a load greater than 10 percent of the design load to the ground anchor before load testing. Place the stressing equipment over the ground anchor so that the jack, bearing plates, load cell, and stressing anchorage are axially aligned with t he tendon and the tendon is centered within the equipment. Apply the test simultaneously to the entire tendon. During all testing, record the movement of the tendon at each load increment to the nearest 0.001 in. with a dial gauge or vernier scale. Take measurements from a fixed reference point , and provide adequate travel clearance so that the total ground anchor movement can be measured without res etting the device. Monitor the jack load with a load cell. Apply each load increment as rapidly as practical (preferably in less than 30 seconds after the jack pump is started). When the theoretical elastic elongation of the total anchor length at the maximum test load exceeds the jack’s ram length, the Engineer must approve the procedure for recycling the jack ram. Proceed with the load testing by incrementally loading the ground anchor according to the
Part 800 — Bridge Structures August 2025
800-36 SECTION 805 — EARTH RETAINING SYSTEMS following schedule. Raise the load from one increment to another immediately after recording the ground anchor movement. Test Load Schedule AL
0.25 Dl
0.50 Dl
0.75 Dl
1.00 Dl
1.20 Dl
1.33 Dl
1.0 Dl – Lo
Where: AL = Alignment Load DL = Design Load LO = Lock Off Load Except for the 1.33 DL load, hold each load until the movement stabilizes for a minimum of one minute, and measure the ground anchor movement to the nearest 0.001 in. from a fixed reference point. Hold the maximum test load (1.33 DL) constant for a minimum of five minutes with movement measurements made at 0, 0.5, 1, 3, and 5 minutes. If the difference between the 0.5- and five-minute measurements is greater than 0.08 in., then hold the 1.33 DL constant for an additional 50 minutes with measurements taken at 15, 20, 30, 45, and 60 minutes. Construct a graph that plots the ground anchor movements versus load for each load increment in the test. At the completion of a successful load test, reduce the anchor load to 1.0 DL and transfer the load to the permanent stressing anchorage. The ground anchor may be completely unloaded before lock-off. After transferring the load and before removing the jack, record the lift-off load reading. Ensure that the lift -off load is within 10 percent of the specified lock-off load. If the load is not within 10 percent of the lock -off load, reset the anchorage and make another lift -off reading. Repeat this process until the desired lock-off load is obtained. The acceptance criteria for proof loading testing at the maximum specified test load (1.33 DL) are: • Ensure that the total movement measured at the anchor head is greater than 80 percent of the theoretical elastic elongation of the stressing length. • Ensure that the total movement measured at the anchor head is less than the theoretical elastic elongation of the tendon length measured from the head of the jack to the center of the installed bond length. • Ensure that the creep movement measured at the anchor head is less than 0.08 in. between the 0.5- and five-minute readings or less than 0.08 in. between the five- and 60- minute readings. Measure the stressing length from the stressing anchorage to the bond length top. If any anchor fails to meet acceptance criteria #1, either release the tension on the anchor, or remove the anchor and provide an additional anchor.
Part 800 — Bridge Structures August 2025
SECTION 805 — EARTH RETAINING SYSTEMS 800-37 If any anchor fails to meet acceptance criteria #2 or #3, retest the anchor and determine the actual capacity that will produce the acceptance criteria. Install an additional anchor according to this Specification at a location specified by the Engineer, and test to verify that the total capacity of the two anchors exceeds the 1.33 DL load. If the anchor failure is through no fault of the Contractor, then compensation will be made for additional anchor(s) and for the required subsequent testing.
805.04 Method of Measurement.
Permanent Earth Retaining Systems. Permanent Earth Retaining Systems are measured by the square foot of exposed face. Exposed face is measured from the bottom of foundation level or approved excavation level, whichever is deeper, to the top of the adjacent ground surface to be maintained. Temporary Earth Retaining Systems. Temporary earth retaining systems are incidental to the work items that require the retaining system and are not measured separately for payment.
805.05 Basis of Payment.
The Department will pay for the completed and accepted quantities as follows. Pay Item Pay Unit Permanent Earth Retaining Systems SF Permanent Earth Retaining Systems. The accepted quantity of Permanent Earth Retaining Systems will be paid for at the Contract unit price per square foot. The price constitutes full compensation for all labor, materials, and equipment, including driving, bracing, cutting and removal of excess quantities, removal of temporary sheet piling, and all incidentals required to finish the work, complete and accepted. The price includes drilling or augering, piles, lagging, walers, bracing, anchors, and hardware. The cost of preparation of openings for passing utilities will be included in the applicable unit bid price for sheet piling or soldier pile-and-lagging. Drilling or Augering to Remove Obstructions. When obstructions prevent driving using standards methods, notify the Engineer before proceeding. The Engineer will determine if a differing site condition exists according to Subsection 104.03. The additional work will be paid according to Subsection 109.04.
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Source: Standard Specifications for Road and Bridge Construction (Blue Book), 2022 (Aug 2025 compilation) Edition. Pages 400–406 of 951. View official source ↗