605.1Description.
This work consists of providing, installing and dynamically testing foundation piles.
605.2Materials.
605.3Construction.
605.3.1 Submittals.
position during concrete placement.
pile driving system to the engineer for approval. Use Figure 605.3C-1 DelDOT Pile and Driving Equipment Data Form.
per minute for the hammer in use.
conduct load tests, record all data, and provide test result reports to the engineer.
interpreting dynamic pile testing.
collecting the data has documented experience on at least 10 previous projects with similar pile
requirements and possesses a valid certificate of proficiency issued by the Pile Driving Contractors Association (PDCA).
collected data during pile driving.
the wave equation analysis submittal. The engineer will review the firm's qualifications and applicable previous experience on other projects.
registered Delaware professional engineer will sign and seal each analysis. Submit the wave equation analysis to the engineer 30 calendar days before driving test piles.
predicts a need for alternate test pile lengths, clearly indicate the lengths of test piles in the submittal.
cushions, and any other applicable information for use in driving initial test piles to the required bearing resistance and tip elevation.
analysis for the pile driving throughout the various subsurface conditions of the site. Show resistance versus blow count, as well as maximum tension and compression stresses versus resistance on the plots.
depths of penetration using the proposed driving system. At a minimum, evaluate the driving conditions for 5 percent penetration, 70 percent penetration, 90 percent penetration, 100 percent penetration, and 110 percent penetration of the pile during initial driving and after set- up condition. Perform additional analysis at depths where the possibility exists of difficult driving or significant changes in drivability. A value of 100 percent penetration refers to penetration to the plan estimated tip elevation to achieve the designated ultimate resistance. Use the wave equation analysis estimate of tip elevation for the ultimate resistance, if it differs from the plan estimate by more than 10 percent at 100 percent penetration. Show the driving conditions for plan estimated depth in the analysis, if the chosen wave equation analysis estimate is used for 100 percent penetration.
soil layer specific quake and damping values and friction parameters for each level of penetration in the drivability analysis. At a minimum, include ultimate resistances, blow counts, compressive and tensile stresses, and transferred energy plotted as a function of depth of penetration in the analysis output.
additional analysis that plots blow count versus stroke and energy for a fixed resistance equal to the ultimate resistance.
minimum tip elevation with a driving resistance not exceeding 120-blows per 12-inches. Driving resistance cannot exceed 20-blows per 1-inch in the last 6-inches of penetration.
the minimum yield strength of the pile material.
contract.
root of the concrete compressive strength, f c ′, plus the effective prestress value, fpe, or 3√fc ′ + fpe, with all units expressed in PSI. ii. For severe exposure, the maximum permissible tensile stress is fpe. iii. For all exposure conditions, the maximum permissible compressive stress is 85 percent of the compressive strength minus the effective prestress value, or 0.85 fc ′ - fpe.
permissible static design strength listed in the contract.
calendar days of receiving the contractor's Pile and Driving Equipment Data Form and wave equation analysis. Modify or replace the proposed methods or equipment for nonconforming analysis. The engineer will complete the conformance review of the revised driving system within calendar days of receipt of a revised Pile and Driving Equipment Data Form and wave equation analysis.
additional test piles, and perform dynamic pile testing, as directed by the engineer, before driving any production piles.
days of the completion of each dynamic test. Include the following:
ii. blows per minute, and iii. ram stroke;
ii. indicate instances of pile damage or broken piles;
hammer blows:
ii. pile penetration depth and corresponding blow sequence, and iii. maximum compressive and tensile driving stresses;
piles as follows:
605.3.2 Pile Installation Equipment.
Equip the plant and equipment with easily accessible pressure gauges. Ensure that the weight of the striking parts of air and steam hammers are at least 1/3 the weight of the helmet and pile being driven, but in no case less than 2,750-pounds.
Equip open-end, single-acting diesel hammers with a device to allow the engineer to visually determine hammer stroke at all times during pile driving.
Equip the power plant and equipment with easily accessible pressure gauges.
with the hammer manufacturer's guidelines. Do not use wood, wire rope, or asbestos hammer cushions. Place a striker plate, as recommended by the hammer manufacturer, on the hammer cushion to ensure uniform compression of the cushion material. Remove the hammer cushion from the helmet and inspect in the presence of the engineer when beginning pile driving at each structure, or after each 100-hours of pile driving, whichever is less. Replace hammer cushions compressed to less than 75 percent of the original thickness before resuming pile driving.
hammer blow to the pile head. Use leads to guide the helmet and prevent it from swinging freely. Use the correct helmet or drive head size to appropriately fit the pile head, to hold the axis of the pile in line with the axis of the hammer, and to prevent eccentric impacts on the pile head.
or composite plywood and hardwood materials. Ensure the pile cushion dimensions prevent movement within the helmet during driving. Provide pile cushion of the thickness specified in the wave equation submittal or as determined from the results of dynamic testing. The engineer will evaluate the use of manufactured pile cushion materials instead of a wood pile cushion on a case-by-case basis.
allow the hammer to move freely while maintaining alignment with the pile to ensure concentric impact for each blow. The contractor may use either fixed or swinging-type leads. When using swinging-type leads, fit a pile gate at the bottom of the leads and, in the case of battered piles, fit a horizontal brace between the crane and the leads, as necessary. Provide leads of sufficient length to raise the hammer into a clear position while placing the pile in the leads and with the leads embedded.
the contract. In cases of follower allowance, drive the first pile in each bent, and every tenth pile driven thereafter, full-length without a follower, to determine adequate pile penetration attainment in order to develop the ultimate pile resistance.
follower of the material and dimensions that allows driving the piles to the penetration depth as determined necessary from the driving of the full-length piles. Verify the final position and alignment of the first 2 piles installed with followers in each substructure unit, according to the location tolerances specified in Section 605.3.6.A before installing additional piles. 605.3.3 Preparation and Driving of Test Piles.
ASTM D4945 - Standard Test Method for High-Strain Dynamic Testing of Piles.
not drive test piles prior to approval of the wave equation analysis.
during dynamic testing, unless otherwise approved by the engineer.
the production piles. Install test piles at the locations indicated in the contract.
cables, lift the pile and align in the leads, and set the hammer and helmet. Once the pile set and the pile driving system is in place, attach dynamic monitoring instrumentation.
in the contract, or as otherwise directed by the engineer. Continuously monitor the tensile and compressive stresses during driving to prevent exceeding permissible stress limits during driving. Immediately reduce the hammer stroke or stop the driving operation if stresses in the pile approach, or exceed, the permissible limits. If non-axial driving appears by dynamic test measurements, stop pile driving immediately and realign the driving system, or take other corrective action, before resuming driving.
stop pile driving and cut off the damaged area in accordance with Section 605.3.4.B. Prepare the remaining pile section for gauge installation. After the engineer inspects and approves, continue driving.
minimum initial driving resistance. Do not exceed the permissible stress limits.
surface, water surface, or pile template. If driving and dynamic testing are complete, remove the gauges.
and splice the pile before proceeding. Before splicing, properly prepare the pile splice segment for gauge installation, in accordance with ASTM D4945, and make it accessible to the engineer for inspection. After splicing the pile and resetting the hammer and leads, reattach the gauges to the new pile segment and continue the drive.
do not drive the remainder of the pile without the approval of the engineer.
sequence of driving, the engineer will review the driving records and make 1 or more of the following requirements:
for the driving of production piles based on satisfactory test pile results. The engineer reserves the right to establish or modify the minimum tip elevation for all the piles, depending on the actual conditions encountered.
piles governed by the test pile, or group of test piles, within 5 working days after completing test pile driving.
completing the initial driving.
re-strike. Make the driving splice in accordance with the driving splice details shown in the contract. Upon completion of driving the spliced pile, the engineer will review the new driving records and make 1 of the above recommendations.
production pile.
may select 1 of the above requirements before authorizing performance of a load test, or if a load test is unsatisfactory.
inconclusive, or unsatisfactory in any way, the engineer will order another test pile driven for additional information within 2 working days after receipt of the post-driving report.
tests in accordance with the procedures specified in ASTM D1143. Upon completion, the engineer will review the load test records and make 1 or more of the requirements in Section 605.3.3.C.1. 605.3.4 Preparation and Driving of Production Piles.
piles. Prior to installation, repair or replace piles with damage incurred during shipping, handling, or storage. Piles with any of these defects will cause rejection by the engineer:
Section 605.3.4.B.10 below.
test or production piles at any location until the engineer approves the schedule for that location. Do not depart from these schedules without the prior approval of the engineer.
proceeding outwards in both directions, or starting at the outside row and proceeding progressively across the group.
changes to the pile driving system, see Section 605.3.1.F.
allows the engineer to obtain essential measurements and data. The engineer will observe the progress of all pile driving work. The engineer will record a complete driving log for each pile driven. The driving log will list all data essential for the determination of correct bearing resistance.
maintain alignment of the pile during driving. Do not apply side pressure to move piles into the correct position for driving.
heads of all piles are in a true plane and perpendicular to the longitudinal axis of the pile before attaching the helmet.
Secure the pile cushion within the helmet prior to attaching the helmet to the pile. Provide a new pile cushion for each pile. During the driving of a single pile, replace the pile cushion if the cushion is compressed more than 1/2 the original thickness or it begins to burn.
the test piles as established in Section 605.3.3.C, except as required for splicing the pile or replacement of the pile cushion.
driving for 3 consecutive inches. Immediately inform the engineer if blow counts exceed these limits at a tip elevation above the minimum tip elevation specified.
perpendicular to the length to remove damage or deformations detrimental to the performance of the pile driving system or to the integrity of the pile. Allow steel piles to cool before continuing.
or batter shown in the contract. The maximum allowable variation at the top of the pile is 3- inches in any direction from the location shown in the contract.
engineer for review and approval. After completing the splice, drive the spliced pile to meet the driving criteria. If it becomes necessary to splice timber piles, submit the method for splicing and driving to the engineer for written approval.
Provide the survey results to the engineer.
tolerance specified.
the damaged pile, if driving of additional piles can occur without detriment to the structure, and if approved by the engineer.
out of tolerance or added piles.
heaved more than 1/4-inch to the nominal bearing resistance and at least to the original tip elevation, or as directed by the engineer. Remove any material forced up between the piles during driving to the correct elevation before placement of foundation concrete.
responses depending on the what the driving records show:
the requirements of Section 605.3.5.
accordance with the requirements of Section 605.3.3. 605.3.5 Pile Re-strike.
result of Section 605.3.3.C or of production piles as a result of Section 605.3.4.C when the contractor does not meet the driving criteria.
unless otherwise noted in the contract. If pile installation continues adjacent to a pile requiring a re-strike, the engineer reserves the right to delay the re- strike until at least 48 hours after the contractor completes all adjacent pile driving.
dynamically test production pile re-strikes.
driving.
during re-strike.
or pile cut-off at least 20 blows at full stroke.
instrumentation. Strike the pile 20 blows at the required stroke height.
perform additional re-strikes until the pile driving system operates properly through a complete continuous re-strike procedure in accordance with this Section.
days, make 1 or more of the following decisions:
change for production piles re-strikes, based on satisfactory test pile re-strike results.
satisfactory.
engineer may order:
ii. additional driving until the driving criteria is met or the full length of pile is driven, in cases where the top of pile remains above existing grade; or iii. a driving splice, in cases where the top of pile reaches existing grade. 605.3.6 Additional Installation Requirements.
accordance with the contract. Dispose of cut-off material in accordance with Section 106.8.
remains, deepen the remaining hole or drill a new hole of adequate length.
of the superimposed structure:
ii. Install 2 layers of metal sheet covering of either 13-gauge zinc or 20-gauge copper a minimum of 4-inches greater than the diameter of the pile on top of the treatment.
water from entering the pile until placement of grout or concrete. Remove dirt or water from holes or sleeves of pre-stressed concrete piles before grouting in bar reinforcement.
below finished grade or final stream bed elevation, upon satisfactory completion of test driving,
fasten the bars and ties together at all bar intersections, in accordance with the details shown in the contract.
the pile shell. Do not use interior bracing or spacers.
concrete placement.
same substructure unit. If it is not possible to follow this limitation, do not drive within the same substructure unit until the placed concrete reaches 50 percent of the 28-day strength.
by the engineer.
entire casing to provide a permanent bond with all bar reinforcement embedded in the pile.
or dowels occupy only the upper section of the pile, do not place bar reinforcement in the pile casing or shell until the concrete reaches the elevation of the lowest end of the bar reinforcement. At this point, set the bar reinforcement in the casing, and continue to place the concrete until reaching the cut-off elevation. Concrete must remain plastic throughout placement. When bar reinforcement caging or dowels occupy only the upper section of the pile, the contractor may place reinforcement before placing concrete if the contractor uses a tremie or similar piece of equipment that allows the contractor to deposit concrete in the portion of the pile below the bottom elevation of the reinforcement.
28-day strength.
discoloration caused by construction.
605.4Method of Measurement.
Department will measure the quantity of:
production pile tested and for each production pile initial drive tested.
605.5Basis of Payment.
unit price per linear foot for each type of pile. Price and payment constitute full compensation for:
steel pipe piles;
contract unit price per linear foot for each type of pile installed. Payment is full compensation for:
of metal sheeting atop timber piles;
quantity of test piles under this section.
per each. Price and payment will constitute full compensation for all work associated with the set up and conducting the pile re-strikes, except for dynamic pile testing of re-strikes.
contract unit price per each. Payment is full compensation for:
required to perform dynamic pile testing during initial driving;
the contract unit price per each. Payment is full compensation for:
work required to perform dynamic pile testing during re-strikes or production pile driving;
ITEM DESCRIPTION UNIT 605000 PROVIDE TIMBER PILES - TREATED, 12" LF 605001 PROVIDE TIMBER PILES - TREATED, 14" LF 605002 PROVIDE TIMBER PILES - TREATED, 16" LF 605010 PROVIDE CAST-IN-PLACE CONCRETE PILES, 12" LF 605011 PROVIDE CAST-IN-PLACE CONCRETE PILES, 14" LF
ITEM DESCRIPTION UNIT 605012 PROVIDE CAST-IN-PLACE CONCRETE PILES, 16" LF 605013 PROVIDE CAST-IN-PLACE CONCRETE PILES, 18" LF 605020 PROVIDE STEEL H PILES, HP 10 X 42 LF 605021 PROVIDE STEEL H PILES, HP 12 X 53 LF 605022 PROVIDE STEEL H PILES, HP 12 X 63 LF 605023 PROVIDE STEEL H PILES, HP 12 X 74 LF 605024 PROVIDE STEEL H PILES, HP 14 X 73 LF 605025 PROVIDE STEEL H PILES, HP 14 X 89 LF 605026 PROVIDE STEEL H PILES, HP 14 X 102 LF 605030 PROVIDE STEEL PIPE PILES, 24" LF 605031 PROVIDE STEEL PIPE PILES, 30" LF 605032 PROVIDE STEEL PIPE PILES, 36" LF 605033 PROVIDE STEEL PIPE PILES, 48" LF 605034 PROVIDE STEEL PIPE PILES, 12" LF 605040 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 12" X 12" LF 605041 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 14" X 14" LF 605042 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 16" X 16" LF 605043 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 18" X 18" LF 605044 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 20" X 20" LF 605045 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 24" X 24" LF 605046 PROVIDE PRECAST PRESTRESSED CONCRETE PILES, 30" X 30" LF 605050 PROVIDE TIMBER TEST PILES - TREATED, 12" LF 605051 PROVIDE TIMBER TEST PILES - TREATED, 14" LF 605052 PROVIDE TIMBER TEST PILES - TREATED, 16" LF 605060 PROVIDE CAST-IN-PLACE CONCRETE TEST PILES, 12" LF 605061 PROVIDE CAST-IN-PLACE CONCRETE TEST PILES, 14" LF 605062 PROVIDE CAST-IN-PLACE CONCRETE TEST PILES, 16" LF 605063 PROVIDE CAST-IN-PLACE CONCRETE TEST PILES, 18" LF 605070 PROVIDE STEEL H TEST PILES, HP 10 X 42 LF 605071 PROVIDE STEEL H TEST PILES, HP 12 X 53 LF 605072 PROVIDE STEEL H TEST PILES, HP 12 X 63 LF 605073 PROVIDE STEEL H TEST PILES, HP 12 X 74 LF 605074 PROVIDE STEEL H TEST PILES, HP 14 X 73 LF 605075 PROVIDE STEEL H TEST PILES, HP 14 X 89 LF 605076 PROVIDE STEEL H TEST PILES, HP 14 X 102 LF
ITEM DESCRIPTION UNIT 605080 PROVIDE STEEL PIPE TEST PILES, 24" LF 605081 PROVIDE STEEL PIPE TEST PILES, 30" LF 605082 PROVIDE STEEL PIPE TEST PILES, 36" LF 605083 PROVIDE STEEL PIPE TEST PILES, 48" LF 605084 PROVIDE STEEL PIPE TEST PILES, 12" LF 605090 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 12" X 12" LF 605091 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 14" X 14" LF 605092 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 16" X 16" LF 605093 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 18" X 18" LF 605094 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 20" X 20" LF 605095 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 24" X 24" LF 605096 PROVIDE PRECAST PRESTRESSED CONCRETE TEST PILES, 30" X 30" LF 605100 INSTALL TIMBER PILES - TREATED, 12" LF 605101 INSTALL TIMBER PILES - TREATED, 14" LF 605102 INSTALL TIMBER PILES - TREATED, 16" LF 605110 INSTALL CAST-IN-PLACE CONCRETE PILES, 12" LF 605111 INSTALL CAST-IN-PLACE CONCRETE PILES, 14" LF 605112 INSTALL CAST-IN-PLACE CONCRETE PILES, 16" LF 605113 INSTALL CAST-IN-PLACE CONCRETE PILES, 18" LF 605120 INSTALL STEEL H PILES, HP 10 X 42 LF 605121 INSTALL STEEL H PILES, HP 12 X 53 LF 605122 INSTALL STEEL H PILES, HP 12 X 63 LF 605123 INSTALL STEEL H PILES, HP 12 X 74 LF 605124 INSTALL STEEL H PILES, HP 14 X 73 LF 605125 INSTALL STEEL H PILES, HP 14 X 89 LF 605126 INSTALL STEEL H PILES, HP 14 X 102 LF 605130 INSTALL STEEL PIPE PILES, 24" LF 605131 INSTALL STEEL PIPE PILES, 30" LF 605132 INSTALL STEEL PIPE PILES, 36" LF 605133 INSTALL STEEL PIPE PILES, 48" LF 605134 INSTALL STEEL PIPE PILES, 12" LF 605140 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 12" X 12" LF 605141 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 14" X 14" LF 605142 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 16" X 16" LF 605143 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 18" X 18" LF 605144 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 20" X 20" LF 605145 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 24" X 24" LF
ITEM DESCRIPTION UNIT 605146 INSTALL PRECAST PRESTRESSED CONCRETE PILES, 30" X 30" LF 605150 INSTALL TIMBER TEST PILES - TREATED, 12" LF 605151 INSTALL TIMBER TEST PILES - TREATED, 14" LF 605152 INSTALL TIMBER TEST PILES - TREATED, 16" LF 605160 INSTALL CAST-IN-PLACE CONCRETE TEST PILES, 12" LF 605161 INSTALL CAST-IN-PLACE CONCRETE TEST PILES, 14" LF 605162 INSTALL CAST-IN-PLACE CONCRETE TEST PILES, 16" LF 605163 INSTALL CAST-IN-PLACE CONCRETE TEST PILES, 18" LF 605170 INSTALL STEEL H TEST PILES, HP 10 X 42 LF 605171 INSTALL STEEL H TEST PILES, HP 12 X 53 LF 605172 INSTALL STEEL H TEST PILES, HP 12 X 63 LF 605173 INSTALL STEEL H TEST PILES, HP 12 X 74 LF 605174 INSTALL STEEL H TEST PILES, HP 14 X 73 LF 605175 INSTALL STEEL H TEST PILES, HP 14 X 89 LF 605176 INSTALL STEEL H TEST PILES, HP 14 X 102 LF 605180 INSTALL STEEL PIPE TEST PILES, 24" LF 605181 INSTALL STEEL PIPE TEST PILES, 30" LF 605182 INSTALL STEEL PIPE TEST PILES, 36" LF 605183 INSTALL STEEL PIPE TEST PILES, 48" LF 605184 INSTALL STEEL PIPE TEST PILES, 12" LF 605190 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 12" X 12" LF 605191 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 14" X 14" LF 605192 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 16" X 16" LF 605193 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 18" X 18" LF 605194 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 20" X 20" LF 605195 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 24" X 24" LF 605196 INSTALL PRECAST PRESTRESSED CONCRETE TEST PILES, 30" X 30" LF 605200 PILE RESTRIKE EACH 605201 DYNAMIC PILE TESTING BY CONTRACTOR FOR TEST PILE INITIAL DRIVE EACH 605202 DYNAMIC PILE TESTING BY CONTRACTOR FOR RE-STRIKE OR PRODUCTION PILE EACH 605210 STATIC LOAD TEST FOR DRIVEN PILES EACH
DRIVEN PILES in other states
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