106410 — Piling

410.01 Description

Furnish and install piling, including performing wave equation analysis. Perform Dynamic Pile Monitoring using Pile Driving Analyzer (PDA) and Case Pile Wave Analysis Program (CAPWAP) as specified. When drilled shafts (caissons) are specified, refer to Section 412. When a Load Test item is included in the Contract Documents, conduct and record load tests.

410.02 Materials

Sand 901.01 Concrete for Steel Pipe 902.10, Mix No. 3 Slump 4-6 in. Tremie Concrete for Steel Pipe Piles 902.10, Mix No. 4 Timber Piles 907.01 Timber Sheet Piles 907.01 Resin and Fiberglass Caps 907.01.01 Steel Pipe Piles 907.02 Steel H Piles 907.03 Steel Sheet Piles 907.04 Reinforcing for Steel Pipe Piles 908.01 Hardware 909.10 Water 921.01 Timber Preservatives 921.06

410.03 Construction

410.03.01 WEAP Analysis and Hammer Approval. At least one month prior to the start of pile

driving operations submit the Pile and Driving Equipment Data sheet and a Wave Equation Analysis of Pile (WEAP) for the tested piles. Submit, for approval, to the Director, Office of Structures, the hammer name, model, and manufacturer’s data for each pile hammer and procedure proposed to be used for pile driving, including any special operational and site or pile preparation requirements, Manufacturer’s Catalog Information and a completed Pile and Driving Equipment Data Form provided in the Contract Documents. 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS Drive all test and production piles with impact hammers. Vibratory hammers are prohibited, except for the driving of sheet piling. Furnish for each test pile, a Wave Equation Analysis of Pile (WEAP), sealed and signed by a professional engineer, registered in the State of Maryland, experienced in such work. The analysis shall demonstrate that the pile hammer and driving procedure proposed by the Contractor has sufficient power to drive the piles to the Minimum Driving Load and Estimated Tip Elevation shown on the plans without exceeding the maximum permitted driving stress values stated in AASHTO LRFD Bridge Design Specifications, Section 10.7.8. The analysis shall, at a minimum, include the following:

410.03.02 Test Piles and Dynamic Pile Monitoring. Test pile driving operations shall not

commence until approval of the WEAP and pile hammer has been received in writing for each applicable test pile or structure/substructure location. 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS Drive test piles to determine the actual depth of penetration and the length of piling to be ordered for each structure and substructure location. Based off of test pile results, ensure that the piling ordered and delivered to the site is of correct type and length. Acceptance of the pile hammer and driving equipment will not relieve the Contractor's responsibility for properly driving piles, in satisfactory condition, to the driving resistance and tip elevations indicated in the plans in accordance with the approved WEAP analysis. Drive test piles in permanent vertical position. Test piles found to be satisfactory shall be utilized as permanent piles.

410.03.03 Storage and Handling. Store and handle piling to avoid damage. Repair or replace

damaged piling as directed.

410.03.04 Preparation for Driving. Do not drive piling until completing embankment, soil

improvements and excavation in the area of the pile driving operation. Provide templates or other approved means to ensure that the piles are properly aligned and positioned. Provide a cap or cushion so that hammer energy is transmitted to the pile evenly without damaging the top or butt. Ensure that the top of the pile, irrespective of type, is normal to the axis of the moving parts of the hammer.

410.03.05 Pile Tips.

410.03.06 Splicing. Do not splice timber piles. If an isolated timber pile penetrates below planned

elevation, thereby resulting in the top being below planned elevation, the Engineer will determine when replacement is required, whether to supplement it with an additional pile, or when the structure can be changed without detriment. When splicing steel H piles and steel pipe piles is necessary, use electric arc welding conforming to the AWS Structural Welding Code for the full periphery and the welding criteria in AWS D1.1 for 24 in. or less diameter pipe piles or AWS D1.5 8.26 and Table 8.1 for over 24 in. diameter pipe piles and H piles. The number of splices permitted shall be compatible with driving conditions at the site and the standard lengths of piling produced by manufacturers; however, only one section of each pile shall be less than 20 ft. If the plans show separate steel pipe pile moment splice details that are to be used above a designated elevation, weld these splices as specified in 430.03 excluding the submerged arc welding requirement. Field welders shall be qualified to 430.03.19(a). All welding above these limits shall receive 100 percent Magnetic Particle Inspection (MT) on the root pass and completed weld, and 100 percent Radiographic Inspection (RT), in accordance with AWS D1.5. Inspectors shall be approved by the Office of Materials and Technology (OMT) as specified for certification testing in accordance with AWS D1.5. 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS Inspectors certified by an accredited/certified American Society for Non-Destructive Testing (ASNT), Level III in the inspection discipline, may submit certifications to OMT for review. Where a manufactured pile type is designed to be spliced by screwing two pieces together or by the use of coupling or collars, and the details for the splice are not specified, submit the device for approval. Drive piles in a continuous operation, and make splices prior to approaching the estimated tip elevation.

410.03.07 Pile Driving. Drive the permanent piles with the same hammer used to drive the test

piles. If the hammer is changed, even if the energy ratings of the hammers are identical, drive additional test piles at no additional cost. Operate hammers at speeds specified in approved WEAP analysis. The manufacturer’s manual for the hammer employed shall be available to the Engineer at the project site. Use pile-driving equipment of an acceptable type, mass (weight), and capacity as determined by WEAP analysis and approved by the Administration. Use air compressors of sufficient capacity to provide 25 percent more air than shown in the manufacturer's specifications for air-driven hammers. Do not use capblocks or cushions containing asbestos. Use either drop-steam, air, diesel, or hydraulic actuated pile-driving hammers. Hammers shall be capable of developing at least the energy shown on the plans. Equip hammers with a suitable drive head that accurately and securely holds the top of the pile in correct position, with reference to the hammer, and that distributes the blows from the ram over the entire top area of the pile or mandrel. Use a hammer of a type and size that enables piles to be driven to the required driving resistance without pile damage due to driving stresses, as indicated by the WEAP. Acceptance of a hammer relative to driving stress damage will not relieve the Contractor's responsibility for piles damaged because of misalignment of the leads, failure of capblock or cushion material, failure of splices, malfunctioning of the hammer, or other improper construction methods. Construct pile driver leads to allow free movement of the hammer. Hold the leads in true vertical or inclined positions, as required, by guys or stiff braces to ensure support of the pile during driving. Provide leads of sufficient length so a follower will not be necessary under normal conditions. Construct leads or spuds to afford freedom of movement of the hammer during the driving phases. Drive the piles within the tolerance as specified without damaging the piles. Remove any leads that do not produce satisfactory results from the project. Do not drive with the hammer out of leads. On all special, marine or water projects and pile bents, use leads of sufficient length that a follower will not be necessary. Provide guides and additional support to prevent excessive bending or buckling under the hammer blow when driving long piles and batter piles. Hold piles in place and alignment by templates or other approved means. Do not perform external jetting of any pile. If it is necessary to remove material from within a pile shell to advance the pile tip or merely to obtain room for concreting, leave at least 10 ft soil plug undisturbed at the tip of the pile. Install turbidity curtain around piles being cleaned when appropriate. Auger or drill holes through strata that resist driving. Use an approved auger or drill that is no larger than the nominal diameter of a circle in which an H pile will fit. After the hole is completed, insert the pile and fill voids between the pile and the walls of the hole with dry sand. Complete the driving and then fill remaining voids with dry sand.

410.03.08 Steel Pipe Piles. driving, remove soil plugs to the specified elevation. Prior to placing

filling (when specified) or reinforcing, use a suitable light to inspect the interior for the entire unplugged length. Do not fill or place reinforcing until the pile is approved. Provide all required equipment for inspection including oxygen, light, boatswain’s chair, and lift. Comply with Federal, State, and local safety regulations. For requirements for micropiles or pin piles, see the Contract Documents. 410.03.09 Concreting Steel Pipe Piles. Perform concreting as specified in Section 420. Perform reinforcing work as specified in Section 421. Securely fasten the reinforcing together to form a cage, positioned and held at a uniform distance from the shell. Except as specified herein, use tie wire to secure tie bars and bands of cage reinforcing. For foundation (footing) piles, tack welding may be used, provided it is performed by an Administration certified welder. For bents and column piles, tie bars, bands, and spacer lugs shall not be welded to the main reinforcing bars, except that a bend may be placed at the top and bottom of the pile cage and all main bars welded to the band. Use tie wires to fasten the reminder of the intersections of ties and main bars. Clean the areas in the top portion of the pile that are to be filled with reinforced concrete and tremie concrete. Place and cure tremie concrete prior to dewatering the top of the pile shell. Place the reinforcing unit in the top portion of the pile prior to filling with Mix No. 3 concrete. Do not place concrete in any pile until completing driving within a radius of 15 ft or until all the piles for any unit of structure (pier, bent, or abutment) have been driven to their final penetration and accepted. If this procedure is not feasible, discontinue driving within the above limits until the concrete in the last pile placed has set at least 72 hours. 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS Immediately prior to concreting remove water and other foreign substances. Deposit the concrete in one continuous operation. The restriction in Section 420 for dropping concrete more than 5 ft does not apply. Set and fasten reinforcing steel cages in proper position in the pile before filling with concrete, except when the reinforcing steel cage extends 6 ft or less below the top of the pile, the concrete filling may be placed before installing the reinforcing. Thoroughly consolidate using mechanical vibrators from the bottom of the reinforcing steel cages to the pile top. Do not disturb or apply loads to concreted piles until all concrete has been in place and cured at least 72 hours.

410.03.10 Pile Cutoff and Removal. Cut off the tops of piles and pile casing, except timber piles

that support timber caps, at the elevations specified. Make cuts on a true plain perpendicular to the axis of the pile unless otherwise specified. Cut off timber piles that support timber caps to ensure that the plane of the bottom of the cap will bear fully on the pile head. Shims shall not be placed between the timber cap and pile head. Cut off piles used for sheeting and shoring to at least 1 ft below existing grade, channel bottom, or mud line as applicable. When specified, these piles may be removed. Dispose of all removed material.

410.03.11 Treatment for Timber Pile Heads. Use an approved asphalt treatment to paint timber

pile heads that are not to be embedded in concrete. After the asphalt has sufficiently cured, cover it with a glass resin composite shield. Apply the first coat of resin to the top and down the side at least 1 in. beyond the limits of the woven glass. Apply precut woven glass cloth using a 3 in. grooved aluminum roller to achieve “wet out.” Neatly wrap woven glass cloth over the top of the pile, drape it down the side at least 2 in., and secure using copper nails. When the first coat of resin has taken a tack free set, apply a second coat of resin to seal the entire application.

410.03.12 Pile Driving Tolerances.

410.03.13 Unacceptable Piles. Take one or more of the following actions or propose other actions

for approval:

410.03.14 Unanticipated Driving Conditions. Should unanticipated driving conditions occur,

such as when resistance on the pile results in hammer blows per inch in excess of 20 with the hammer operated at its maximum fuel or energy setting, or at a reduced fuel or energy setting recommended by the Engineer based on pile installation stress control, stop driving and contact the Office of Structures for further guidance.

410.04 Measurement and Payment

The payment will be full compensation for all material, labor, equipment, tools, and incidentals necessary to complete the work.

410.04.01 Piling (permanent and test) will be measured and paid for at the Contract unit price per

linear foot for the pertinent Piling item. The measured length of all piling will be from its tip up to final cutoff, unless otherwise specified. For test piles not utilized as permanent piles, the measurement for cutoff will be at the same elevation as the nearest proposed permanent pile or to actual top of test pile, whichever is lower. Where piling designated as test piles is accepted for use in the permanent structure, measurements will be made as test piles, and no additional allowance will be made in other piling items.

410.04.02 Furnishing and set up of pile driving equipment for pile driving operations, including

test piles, will not be measured but the cost will be incidental to the Contract unit price for the pertinent Pile item. No additional compensation will be paid for any setup required for redriving or any additional driving of any pile no matter what reason the particular pile may require redriving or additional driving. When an item for Setup for Driving Pile is included in the Contract Documents, the furnishing and setup of pile driving equipment will be measured and paid for at the Contract unit price per each for the pertinent Setup for Driving Pile item. The unit price per each for the setup required for driving each pile for the proposed structure will be used regardless of the distance that the equipment is moved for each pile setup. A maximum of one setup will be paid per pile location.

410.04.03 Pile points for steel H piles will be measured and paid for at the Contract unit price per

each for the pertinent Pile Point for Steel H Pile item.

410.04.04 Timber sheet piling will be measured and paid for at the Contract unit price per

1000 board foot (MBM) for the pertinent Timber Sheet Piling item. Computation of quantities will be based on nominal thickness of lumber, the length of the sheet piling, and the average depth 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS of the sheet piling from cutoff at the top to the tip of the sheet piling in the completed structure. No allowance will be made for waste.

410.04.05 Steel sheet piling will be measured and paid for at the Contract unit price per square ft

as measured along the plane of surface for the pertinent Steel Sheet Piling item.

410.04.06 The following will not be measured but the cost will be incidental to other pertinent

items:

410.04.07 WEAP analysis and report will not be measured, but the cost will be incidental to the Contract unit price for the pertinent Test Pile item.

410.04.08 Dynamic Pile Monitoring will be measured and paid for at the Contract unit price per

each. The payment will be full compensation for furnishing, installing, operating, maintaining, and removing the PDA and for the preparation of reports.

410.04.09 CAPWAP analysis will be measured and paid for at the Contract unit price per each.

The payment will be full compensation for performing the analysis and preparation of reports. 411 — PILE LOAD TEST CATEGORY 400 STRUCTURES SECTION 411 — PILE LOAD TEST

411.01 Description

When a Load Test item is included in the Contract Documents, conduct and record load tests.

411.02 Materials

Not applicable.

411.03 Construction

Ensure that the load test setup, the measuring system, the loading device, the loading procedure, the frequency of measuring the movement of piles, and the record keeping meet D1143, unless otherwise specified. At each load test location, the Engineer will provide driving criteria for the test pile. Then drive and load test the pile to the test load specified. If the pile fails to achieve this capacity, perform an additional load test on a second test pile. Locate this pile adjacent to the initial test pile and drive it in accordance with the revised driving criteria provided by the Engineer. When directed, redrive piles not meeting the required penetration resistance. Use the same equipment and methodology for driving the load test piles that will be used for driving the permanent piles. At each load test location, construct a test enclosure to protect all of the equipment including dial gauges, load cells, loading apparatus, and the personnel taking readings. When necessary, maintain a temperature of at least 50 F within the enclosure. Illuminate the test enclosure to allow taking readings at all times of the day. Ventilate the enclosure to prevent fogging or frosting of gauges. At least seven days prior to the start of the first pile load test, submit drawings showing all details of the proposed load test setup. Include the method of applying the load, the reaction frame and reaction pile configuration (if used), and the placement and support of measuring devices. Revise the load test setup if directed. Obtain the services of a professional engineer experienced in structural design and registered in the State of Maryland to design the reaction frame. 2025 STANDARD SPECIFICATIONS FOR CONSTRUCTION AND MATERIALS