804Driven Piles

804.01 Description.

This work includes furnishing and installing foundation piles at the required locations. Ensure that the work also conforms to the applicable requirements of Section 4, Driven Foundation Piles of the AASHTO LRFD Bridge Construction Specifications. This work also includes wave equation analysis, static pile load and dynamic pile testing, and vibration monitoring as required. Pile Types Included. Driven piles include timber, steel H -section, open- end and closed- end steel pipe, micropiles, drilled shafts, mandrel-driven or self -supporting driven steel casings, precast -prestressed concrete piles, and composite piles consisting of two or more sections of differing materials. See SECTION 844 for micropiles and SECTION 845 for drilled shafts. Furnish and install piles driven for soldier-pile retaining walls according to SECTION 805. Wave Equation Analyses and Pile Load Testing. Submit a wave equation analysis for each pile type and capacity to be installed and for each driving hammer and system proposed for use. See Subsection 804.03.8. Pile Load Testing. As required, perform pile load tests according to ASTM D1143, “ Piles Under Static Axial Compressive Load.” Perform dynamic pile tests as required. See Subsection 804.03.08. Pile Lengths. Provide production piles in sufficient lengths to be driven to the required minimum tip elevations that meet the required driving criteria established by the wave equation analysis and to the design cut-off elevation. Production pile lengths shown on the Contractor’s order list generally includes only those lengths anticipated for use in the final structure. In addition to pile lengths shown or ordered, furnish increased lengths of production or preliminary test piles to provide for fresh heading and the additional pile lengths as needed to fit the method of operation. When preliminary test piles are required, production pile lengths shown on the Plans are for estimating purposes only. Provide the actual pile lengths for production piles as required to reach the minimum tip elevations and to develop the required capacit ies, subject to the Engineer ’s written approval after driving preliminary piles. Furnish preliminary piles in lengths greater than the estimated production pile lengths. The Engineer will approve the increased pile lengths before the Contractor orders the preliminary piles. Drive preliminary test piles at the required locations to the minimum tip elevations and based on the driving criteria established for production piles. Preliminary piles may be incorporated into the work as permanent piles, if approved by the Engineer.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-11 Defective Piles. Repair or remove and replace all unsatisfactory piles.

Part 800 — Bridge Structures August 2025

800-12 SECTION 804 — DRIVEN PILES tip elevations and deeper, if necessary, to develop required capacities established for production piling. Timber Piles. • General. Do not use cant hooks, dogs, or pike poles. Ensure that the butt ends of timber piles are sawn square to the longitudinal axis of the pile before driving. • C ollars, Bands, or Strapping. Ensure that collars, bands, or strapping are affixed at the butt, intermittently along the length, and near the tip of each pile. • Tr imming and Drive Points . Ensure that the tips of timber piles are sawn square or tapered to a diameter of not less than 4 in . If required, provide timber piles with metal boots or steel point attachments. Trim pile tips to fit the type of boot or point attachment specified. Precast-Prestressed Concrete Piles.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-13 Concrete-Filled Steel Casing Piles.

Part 800 — Bridge Structures August 2025

800-14 SECTION 804 — DRIVEN PILES plates that are single-piece cast steel , 60-degree conical points (ASTM A27), with an external flange. When specified, furnish open-end or closed-end steel pipe piles with one-piece, cast steel (ASTM A27) drive shoes, provided with a thickened ridge along the bearing surface between the pile tip and the shoe. Ensure that s hoe flanges are external and are of the required dimensions and weight of steel. Ensure that plates, drive points, and shoes provide full bearing with pile tips and are affixed to the piles using 5/16-in. continuous fillet welds along the flange or ridge contact with the pile tips.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-15

Part 800 — Bridge Structures August 2025

800-16 SECTION 804 — DRIVEN PILES Ensure that the surfaces to be welded are smooth, uniform, and free from loose scale, slag, grease, or other material that could prevent proper welding. Steel may be oxygen cut. Carbon-arc gouging, chipping, or grinding may be used for joint preparation. Welding is permitted for splicing steel casings . Use welding for splicing steel piles, attaching pile points, and attaching bracing or other steel members to steel piles. Ensure that all welding and qualifications for welders conforms to Subsection 824.03.6.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-17 ● General Procedures. ○ Before Driving. P rovide equipment, personnel, or labor as required to perforate the pile and attach and remove the PDA transducers to and from the pile as directed by the Engineer. P rovide a man-lift or other suitable equipment for the Engineer to access the PDA instrumentation during driving. Attach a minimum of four strain and acceleration transducers (two each minimum) to the pile at the locations specified or directed by the Engineer. The Contractor’s Engineer will provide the transducers. Locate the t ransducers at equal radial or cross- sectional distances on diametrically opposite sides of the piles. L ocate the transducers at the same axial distance from the top of the pile, and attach them at least 1½ pile diameters below the top of the pile but no closer than 2 ft below the lowest point of the pile hammer and sleeve. R elocate the transducers satisfying these conditions before driving each new pile section. Ensure that the transducers remain above water level during installation and driving. A lign and protect the transmission cables to suit the Contractor’s method of operation but maintain the operation of the equipment during driving. Position and align t he pile so that t he hammer impact is applied axially and concentrically with the pile. ○ Driving. D rive the piles to the tip elevation or deeper to a driving resistance determined by the WEAP analysis and as confirmed by PDA measurements on the indicator piles. Within each substructure unit, drive the indicator piles first. Drive and restrike all indicator piles within a given substructure unit shown on the Contract Drawings with monitoring by PDA before the Engineer establishes the final tip elevations for friction piles or driving resistance for end-bearing piles for the remaining non-indicator piles within the substructure unit. In the Contractor’s schedule, allow time for a two-day evaluation at each substructure unit by the Engineer following the end of restrikes on the indicator piles at each substructure unit so that the Engineer can establish final criteria for the remaining production piles. While waiting for restrike of the indicator piles, the Contractor may begin installation of other non-indicator piles; do not drive to completion any non-indicator piles before the Engineer establishes the final tip elevation or driving resistance. Where friction piles are used, drive the indicator piles to the required design tip elevation and to the required resistance as measured by dynamic monitoring. Drive t he indicator piles deeper than the design tip elevations to meet the required resistance, if necessary. The Engineer will determine the final tip elevations for the remaining non-indicator piles at each substructure unit following the indicator pile installation and restrike and analysis of the PDA results performed on the indicator piles. At the substructure unit s supported by end-bearing piles, initially drive the indicator piles to a penetration resistance expressed as a minimum number of blows per inch for six successive inches as determined by WEAP or other

Part 800 — Bridge Structures August 2025

800-18 SECTION 804 — DRIVEN PILES alternatives. Ensure that the f inal driving of the indicator piles satisfies one of the two following criteria: + The final required penetration resistance determined by dynamic monitoring (PDA) + To refusal (defined as > 20 blows with less than 1 in. of penetration) Drive the remaining end-bearing production piles to the minimum tip elevation and to whichever of the following criteria is satisfied first: + The required penetration resistance as determined by the Engineer after driving the indicator piles and analyses of the PDA results of the indicator piles + The pile has refused (defined as > 20 blows with less than 1 in. of penetration) Adjust the driving energy to maintain acceptable stresses in the pile, and realign the driving system if the testing equipment indicates that the hammer impact is not delivered axially to the pile. Monitor and record: + Ram travel length + Bounce chamber pressure and/or steam or air pressure at the inlet to the hammer as appropriate for the driving system used + Blow counts for specific intervals of penetration during driving of piles + Complete the restrike driving of the indicator piles. During restrike operations, the Engineer will perform PDA monitoring. During restrike, the Engineer may direct the Contractor to apply individual hammer blows to the pile to provide for dynamic records and analyses. Before restriking, wait a minimum of three days after the end of the initial driving. The Engineer will determine the amount of penetration during restrike not to exceed 1 ft.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-19 ● Reaction system ● Proposed method and intervals for telltale installation and protection A Rhode Island Registered Professional Engineer, retained or employed by the Contractor, shall prepare the wave equation analysis and pile load test plans. Design and construct t he load test apparatus to allow the various load increments to be placed gradually without causing vibration to the pile. Ensure that t he wave equation analys is demonstrates that the piles will not be damaged during driving, and determine the blow count necessary to achieve the required ultimate static capacities. The Engineer will review and approve in writing the proposed driving criteria. The design bearing capacity is defined as 50 percent of the failure load. The failure load of a pile under axial compressive load is that load that produces a settlement of the pile head at failure equal to: Sf = S + (0.15 + 0.008D) Where: Sf = Settlement at failure, inches D = Pile diameter or width, inches S = Elastic deformation of total unsupported pile length, inches Furnish piles to be used for load tests with telltales and protective sleeves incorporated into or along the length of the pile. S ubmit the proposed telltale design and method of installation to the Engineer for written approval before the manufacture or furnishing of piles. Ensure that the telltales are sleeved and protected during driving and are functional throughout the pile load test. Secure the sleeves and cast them in the interior of precast or cast-in-place concrete piles, secured to the interior walls of steel pipe piles, or affixed to the faces of steel pipe, timber , and precast piles or the web of H -section piles as required. For the telltales, provide solid, flush-joint sections of steel rods that extend to and screw into threaded steel mounts affixed to or cast into the pile at the specified points along the pile length. For the t elltale sleeves, use plastic or steel tubing as specified, which are properly aligned, installed, and affixed to the screw mounts so that the telltale rods can be lowered into the sleeves entirely under their own weight. Where permitted by the dimensions of the test pile, the Contractor may choose to protect the tubes by installing them inside steel or PVC pipe. Provide sleeves and rods with end caps that provide protection during pile driving. Before installation of the telltale rods, fill the sleeves with a sufficient quantity of oil or grease to fully occupy the annular space between the sleeve and the rod. Install telltale rods into sleeves under the inspection of the Engineer. For any telltale rod installed without the Engineer’s inspection, remove, measure, and re-insert the rod under the inspection of the Engineer. Drive load test piles to the minimum tip elevations and at the driving criteria determined based upon the wave equation analysis. Determine the elevation of the top of the test pile immediately after driving, after driving anchor piles, and just before load testing to

Part 800 — Bridge Structures August 2025

800-20 SECTION 804 — DRIVEN PILES determine heave. Redrive or jack any test pile that has heaved more than ¼ in. to the original tip elevation before load testing. Observe a minimum three- day waiting period between the driving of any anchor piles or the load test pile and the initiation of the pile load test. Prevent eccentric loading of the pile. If the test fails due to eccentric loading, no payment will be made for the test and no future test will be performed on the eccentrically loaded pile. When the approved test method requires the use of tension (anchor) piles that will later be used as permanent piles in the work, use the tension piles that are the same type and diameter as the production piles and are driven in the location of the permanent piles. Test piles must successfully test (i.e., did not fail during testing) to be used as permanent piles. Do not incorporate test anchor piles into the permanent work should a failure of the test occur. Perform the Boot Strap method by jacking down on the test pile or piles with a calibrated hydraulic jack placed beneath a girder. Anchor the girder to tension piles located at least 6 ft from the test pile or piles. Do not allow piles to be closer than 6 ft from the test pile or allow piles to be used to assist in anchoring the girder. Ensure that c onnections of the girder to the anchors and hydraulic jack are tight when the test is initiated, and ensure that the jack can move the test pile or piles a vertical distance of at least 5 in. during the test. If the load is applied to the test pile or piles by jacking against a dead load, do not provide supports to this dead load that are closer than 6 ft from the test pile or piles. Ensure that the jack can move the test pile or piles a vertical distance of 5 in. Always provide a qualified employee to be present during the performance of the test to maintain the required load. If the test is stopped before completion and the load is entirely or partially removed from the pile or piles due to defects in the jack, yield of connections, insufficient load or travel capacity of the jack, or for other mechanical reasons, the Engineer will order that the load test be abandoned and replaced by a new test to be conducted on another pile or piles at an adjacent location. Pile Driving Equipment.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-21 level that will result in damage to the pile. For steel piles, compressive driving stresses must not exceed 90 percent of the yield point (0.9 Fy) of the pile. For concrete piles, tensile stresses must not exceed three times the square root of the concrete compressive strength, f ′c, of the pile plus the effective prestress value; i.e., [3 x (f ′c)½ + prestress]. Compressive stresses in concrete piles cannot exceed 85 percent of the concrete compressive strength minus the effective prestress (0.85 f′c – prestress). For timber piles, compressive stresses must not exceed three times the allowable static design strength. In-water or near-water pile driving locations, comply with the most recent soft-start State and Federal programmatic and consultation requirements. Before any change in the driving system or equipment will be considered, submit the revised pile driving equipment data and calculations for corresponding driving criteria and pile stresses. The Engineer ’s written approval of the pile driving equipment does not relieve the Contractor of its responsibility to drive piles, free of damage, to the required bearing and tip elevations.

Part 800 — Bridge Structures August 2025

800-22 SECTION 804 — DRIVEN PILES If a vibratory hammer is used, redrive each pile for a minimum of two pile diameters with an impact hammer that has the energy to verify the required bearing resistance during driving. Delays and additional costs resulting from load tests or other extra work required to verify approval of the vibratory hammer or driving aids are at no additional cost to the Department. Drive a number of length- determination piles as ordered by the Engineer using a conventional hammer to determine with reasonable accuracy the depth of acceptable penetration throughout the area of each foundation or trestle bent. Drive the subsequent piles using the accepted alternative method to the corresponding depths of penetration with minor adjustments if driving conditions change. Load test a representative number of such piles as designated by the Engineer and indicated on the Project Plans to the required capacity, plus a corresponding number of those piles driven using the alternative method and equipment. Record and correlate load test data. Perform a sufficient number of load tests on piles driven using the alternative method as required to verify the results and ensure design capacity. No payments will be made to the Contractor for pile load tests in excess of those that would be required for piles driven by conventional methods, unless field conditions are such that the alternative methods must be used to advance piles. In these cases, the additional load tests will be measured for payment if the Engineer has ordered the tests in writing, and the tests are completed. Driving Appurtenances.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-23 Preparation for Driving.

Part 800 — Bridge Structures August 2025

800-24 SECTION 804 — DRIVEN PILES Ensure that t he hole has a diameter of not less than the greatest dimension of the pile cross section plus 6 in. After driving the pile, fill the space around the pile to the surface of the embankment with dry sand or fine gravel. Properly dispose of material resulting from drilling holes.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-25 ● Ground elevation from which the pile is driven ● Final elevation of the pile tip and butt Ensure that the records also indicate the quantity of concrete that is placed in the pile.

Part 800 — Bridge Structures August 2025

800-26 SECTION 804 — DRIVEN PILES necessary to drive the pile an additional 3 in. These piles may be accepted without splicing if they exhibit the required bearing capacities upon redriving.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-27 Defective, Damaged, or Broken Piles. Ensure that the driving operations and procedures do not subject piles to excessive or undue damage or stresses that produce: • Spalling and crushing of concrete • Splitting, splintering, or brooming of timber piles • Splitting or excessive deformation of steel piles and casings • Bending, crushing, torsional rotations, etc. (especially for steel H-piles) Correct any pile damaged by reason of internal defects, improper driving, driven out of position, or driven below the required butt elevation by one of the following methods as approved by the Engineer: • Replace the pile with a new and, if necessary, longer pile. • Cut-off the defective or low pile below the base- of-footing elevation, and drive a second pile adjacent to the defective or low pile. • Splice, or otherwise build up, the pile as provided for herein, or extend and reinforce the footing sufficiently to properly embed the pile. Perform all remedial materials and work at no additional expense to the Department. Pile Dewatering, Cleanout, and Spoil/Water Containment and Disposal. Remove soil materials, debris , and/or accumulated water from driven steel pipe piles and steel casing piles to allow inspection of pile interiors and before placement of any concrete. Provide for the control, containment, separation of sediments, and proper disposal of sediments and water volumes removed from the piles. Restore or repair any damage to the site incurred by dewatering and cleanout of piles according to the Contract requirements. Pile Cut-Offs. Do not cut-off piles until: • The driven pile as-builts have been reviewed and approved by the Engineer • All piles within a pile group or within the area specified have been checked for heave • Any required restriking or redriving has been completed Cut-off all piles perpendicular to the longitudinal axis of the pile at the required elevations. For piles that support timber caps or grillages, saw or otherwise cut off the pile to conform to the plane of the bottom of the superimposed structure. Ensure that the amount of cut-off length is sufficient to remove any portion of the pile top that has been trimmed for driving, bruised, or otherwise deformed or damaged during driving. Anchor c ut-off piles to the structure or otherwise protect the pile until incorporated into the remainder of the work. Retain the cut-off portions of all piles, including test piles, and make available for use in splicing or building up piles as required until the pile driving is complete. Upon completion of the work,

Part 800 — Bridge Structures August 2025

800-28 SECTION 804 — DRIVEN PILES piling cut-off lengths shall become the property of the Contractor and shall be properly disposed of off-site at the Contractor’s expense. Trim cut-off pile heads, cuts for bracing, and exposed abrasions of treated timber piles, and apply the required field coatings of preservatives. Coat predrilled bolt holes with the required field preservative. If treated holes will remain open, install field-treated wood plugs or other approved temporary plugs in the holes. Where specified, after trimming and applying the preservative, bend down over the top of the pile a sheet of three- ply roofing felt, or a sheet of galvanized iron, not lighter than 24 gauge and of sufficient area to project at least 6 in. outside and completely around the pile head to fit tightly around the pile. Trim and fasten t he edges of this cover to the pile face with large -headed galvanized roofing nails or bound with galvanized wire. Clean the tops and faces of precast concrete piles that will be embedded in the structure and remove minor chipping or spalling. Cut off steel pipe piles and steel casings at the design elevation before emplacement of concrete fills. If steel pipe or steel casing piles will remain unfilled, install the required protective caps.

Part 800 — Bridge Structures August 2025

SECTION 804 — DRIVEN PILES 800-29 Protective Coating. Protective Coating will be measured by the linear foot of coated pile. Related Items. • Steel reinforcement for steel casing piles or steel pipe piles and steel reinforcement cages for pipe piles will be measured for payment under the provisions of SECTION 810. Reinforcing steel for pile connections into pile caps is incidental to the Piles Furnished pay item. • Concrete for steel casing piles or steel pipe piles will be measured for payment under the provisions of SECTION 601 and SECTION 808. • Excavations for foundations dug before pile installation will be measured for payment under the provisions of SECTION 203. • Sheeting driven before installation of piles will be measured for payment under the provisions of SECTION 805. • Test piles driven before the installation of production piles and used for pile load tests that pass the testing without damage and are accepted by the Engineer will be measured for payment by the linear foot as production pile under Subsection 804.04.2. • Preconstruction and Post Construction Surveys will be measured for payment under the applicable provisions of SECTION 841.

Part 800 — Bridge Structures August 2025

800-30 SECTION 804 — DRIVEN PILES Remove and replace any broken, improperly driven, or otherwise defective shell pile as directed by the Engineer at no additional cost to the Department. Where a loading test is abandoned because of reasons for which the Contractor is responsible, there will be no payment for the abandoned test. Templates and support piles will remain the property of the Contractor, and no separate payment will be made for furnishing materials or labor to construct templates or for support piles. There will be no payment for the initial pile or for any costs of attempting to remove the obstruction. The Department will pay for the alternative pile or piles (due to an unmovable obstruction) at the Contract unit prices. However, the Contractor shall have no claim for delay if this contingency should arise and no claim for moving his equipment to and from the pile location. Pile dewatering, cleanout, and spoil/water containment and disposal will be considered included in the installation of the pile types. No separate measurement or payment will be made for this work. For Pile Load Tests, anchor, or tension piles installed at the Contractor ’s option for use in conducting pile load tests will not be paid for separately. Metal boots, drive points, drive shoes, and closure plates are incidental to the work and will not be paid for separately. When these items are not specified in the Contract Documents, but ordered by the Engineer, they will be paid for under Subsection 104.05. No payment will be made for splicers or splicing made at the Contractor’s initiative. Preboring is incidental to the work and will not be paid for separately. Reinforcement pile cages for pipe piles will be paid separately under SECTION 810. The Department will only pay once for mobilization and demobilization, regardless of the number of phases.

Driven Piles in other states

• Delaware 605 · DRIVEN PILES
• New Mexico 501 · Driven Piles
• Nevada 508 · Driven Piles
• Oregon 00520 · Driven Piles
• Utah 02455 · Driven Piles
• Wisconsin 550 · Driven Piles