2452Piling

2452.1DESCRIPTION

This Work consists of providing and driving piling as required by the Contract.

2452.2MATERIALS

D Cast-in-place (CIP) Concrete Piles

2452.3CONSTRUCTION REQUIREMENTS

A Delivery and Inspection of Piling If the Contract requires test piles, provide the number and lengths of piles as shown in the Contract, unless otherwise directed by the Engineer. The Engineer may designate that piles authorized for one unit of a Structure be driven in another unit of the same Structure or any unit of another structure constructed under the same Contract. If test piles are not specified in the Contract, provide the number and lengths of piles as shown in the Contract. Before delivery, establish the quality of the Material in steel H-piles and in steel shells for cast-in-place concrete piles. Submit the mill test reports and mill shipping papers in accordance with 3371, “Steel Shells for Concrete Piling,” and 3372, “Steel Piling,” to the Engineer. The Contractor may submit a request, for the Engineer’s written approval, to furnish piling from the Contractor’s surplus of cut-offs and overruns from a previous Department Project (up to 5 percent per Substructure unit). In the request provide a certified Letter including the Material Test Reports (for the above referenced piling) stating that previously submitted and approved piling meets the Department

requirements. The Department will not pay for pile splices used to make up approved piles for the Contractor’s convenience. Splices made for the Contractor’s convenience are not eligible for extra compensation in accordance with 2452.5B, “Piling.” Do not drive piling before the Engineer accepts the Material on the basis of mill test reports. The Engineer will visually inspect piling at the site before driving to verify the quality of welds and to determine the piles contain no physical defects that would cause the pile to fail during driving and are capable of performing as intended. B Handling, Transportation, and Storage Handle, transport, and store piling without damaging piles intended for use in the completed Structure. C Equipment for Driving C.1 Requirements for Pile Hammers Use pile driving Equipment approved by the Engineer. The Engineer will use the Contractor-provided 2452.3C.1.a, “Driving System Submittal,” as the basis for approval of Equipment. Acceptance of the pile driving Equipment does not relieve the Contractor of the responsibility to properly install the piling. If in the opinion of the Engineer the accepted driving system fails to perform satisfactorily during actual driving, the Engineer reserves the right to revise the driving criteria and/or require change of Equipment. C.1.a Driving System Submittal The driving system submittal must be certified by a Professional Engineer, licensed in the State of Minnesota. Allow 10 Business Days for the Department's review. Allow an additional 10 Business Days for the review of any resubmittals. No variations in the driving system will be permitted without the Engineer’s written approval . Submit a revised driving system submittal if the hammers or other driving system components change from those shown in the original approved submittal. Use the same pile hammer to drive test piles and to drive the piles authorized by the Engineer based on the results of the test pile driving. Any variation needs to be authorized by the Engineer. For the driving system submittal, perform drivability studies as follows for each hammer and pile type:

hammer cushion, helmet, and pile cushions based on a wave equation analysis

length variation, stickup length, and other considerations appropriate to construction requirements. As appropriate, include soil parameter variations to account for geotechnical uncertainties at the Project Site as well as possible range of hammer energy

Include in the driving system submittal:

systems will install piles to the specified tip elevation or Nominal pile

bearing resistance shown on Plans. The system should be adequate to overcome the greatest expected driving resistance or a minimum of 155 percent of the factored design load and account for end of initial driving and restrike conditions, as appropriate. Driving systems must generate sufficient energy to drive the piles with compressive and tensile stresses not more than 90 percent of the yield strength of a steel pile as driven

the wave equation analysis, capable of operating from 30 blows per foot to 180 blows per foot at the above conditions

typical and range of driving energy

and damping coefficients, skin friction distribution, and ratio of shaft resistance to total resistance

drilling through the center of open ended steel shells, pre- augering, pre-boring, jetting, use of vibratory or other systems to advance the pile other than impact hammers, and the use of closure plates, shoes, and other tip treatment

including fuel settings, stroke limitations, and hammer efficiency

monitoring, and driving records used in the analyses

specifications for pile driving system components. Driving system components will be confirmed by the Engineer upon delivery of the hammer to the Project Site

Driving Report at the Nominal pile bearing resistance required for the test piles and at 85 percent of the manufacturer’s maximum rated energy for the proposed hammer

Engineer will only accept pile driving Equipment capable of operating at 180 blows per foot or less at the above conditions C.2 Pile Driving Caps Equip the top of the pile with a driving cap in the size and type, as approved by the Engineer, to protect the pile against damage during driving. Use a shock block of the type and size as approved by the Engineer on the upper side of the driving cap, when driving conditions warrant. Provide drive caps and shock blocks as recommended by the pile hammer manufacturer.

C.3 Pile Driver Leads Provide pile driver leads meeting the following requirements and characteristics:

operations

C.4 Water Jets Provide jets capable of delivering water in the volume and pressure required to freely erode the Material adjacent to the pile. Provide a water source capable of maintaining at least 100 psi of pressure at two jet nozzles, 3/4 inches in diameter. D Pile Driving Notify the Engineer at least 24 hours before beginning pile driving operations. The Engineer will reestablish the working points for each Substructure unit after the Contractor completes the excavation for that unit. Stake the pile locations. Excavate to the bottom of footing elevation as shown on the Plans before driving foundation piles or test piles in any Substructure. During pile driving operations, keep the water level in the excavation below the top of the pile. Do not perform underwater pile driving unless a concrete foundation seal is required to dewater cofferdam. For each foundation pile, perform continuous pile driving operations unless otherwise directed by the Engineer. Sharpen timber piles to a square point with dimensions at least 5 inches at the tip. Provide timber piles with blunt ends for soils with SPT blow counts less than 20 as shown in P lan borings or for piles having point bearing on hard stratum. Do not use punches or chasers for pile driving if the Contract requires a concrete foundation seal in a cofferdam. If driving piles in a cofferdam, provide the extra length of piling to drive the piles to the cutoff elevation, at no additional cost to the Department. Accurately locate and space the piling as shown in the Bridge Plans with tolerances per 2452.3D.4, “Foundation Piles,” 2452.3D.5, “Pile Bents,” and 2452.3F.2, “Pile Bents.” Provide pile Material and appurtenances capable of withstanding driving to substantial refusal defined in accordance with 2452.3E.1, “Penetration and Bearing, General.” The Department considers failure of piles during pile driving operations to include buckling, bending, kinking, splitting, or rupturing that will impair the strength of the pile or reduce the effectiveness of the energy delivered by the pile hammer, as determined by the Engineer. If the Engineer determines that the piling Material and appurtenances cannot withstand driving to substantial refusal, discontinue pile driving and correct or change the pile driving operations, Equipment, or Material as approved by the Engineer. If failure of the pile occurs after the Engineer directs the Contractor to continue driving after obtaining substantial refusal, the Department will pay for the cost of the failure.

D.1 Jetting and Preboring The Contractor may perform water jetting if needed, or as required by the C ontract, to aid in driving displacement type piles. Do not perform jetting in embankments or in areas where the jetting may damage the existing soils. Before reaching a preset depth approved by the Engineer but not less than 5 feet of the final tip elevation, withdraw the jets and drive the piles with the hammer to secure the final penetration. Control and dispose of jet water, as approved by the Engineer. Perform preboring for displacement type piles driven through embankments if the embankment depth, measured below the bottom of the footing, is greater than 8 feet. Perform preboring through the depth of the embankment. Continue preboring through shallow, dense crust at the surface of the original ground as directed by the Engineer. Perform preboring through embankments less than 8 feet if the Material may damage the piles during driving, as directed by the Engineer. Perform preboring for displacement type piles if the Material below the bottom of a footing precludes driving to a penetration of 10 feet below the bottom of the footing without damaging the piles, as directed by the Engineer . If the pile does not penetrate greater than 0.03 inches per blow for each 1000 foot pounds of rated energy, the Engineer will consider this, the weight of the ram, and the type and size of the piles to determine the probability of damage. Make prebored holes of a diameter that will admit the largest cross -sectional diameter of the pile without creating friction between the faces of the pile and the prebored hole. D.2 Test Piles Provide test piles as required by the Contract. Drive test piles at the locations shown on the Plans unless otherwise approved or directed by the Engineer. Place full lengths of test piles in the leads and continuously drive, unless otherwise approved by the Engineer. The Contractor may perform sectional driving if the Engineer determines from the survey sheet or from previous pile driving in the area that the test piles can be driven in sections without the danger of “set-up” during the splicing period. Assist the Engineer in obtaining data (examples: lay pile in a safe location, marking pile with 10 blow count, attach gauges as instructed) for bearing for the full length of the pile driving. Redrive the test piles as required by the Engineer and in accordance with 2452.3D.8, “Pile Redriving.” If the Engineer determines that steel test piles have not developed adequate bearing capacity per 2452.3E.1, “Penetration and Bearing, General,” provide additional lengths and splice as directed by the Engineer. D.3 Static Pile Load Tests Provide ASTM D1143M, Axial Static Compressive Load Testing; ASTM D3689, Axial Static Tension Load Testing; ASTM D3966, Lateral Static Load Testing; ASTM D7383, Quasi-Static Load Testing; O-Cell Load Testing; or similar testing for evaluation of either axial or lateral compressive or tensile load and deformation analysis.

the Contract. Install temporary and permanent instrumentation as required by the Contract or as directed by the Engineer

timely manner

encountered in the field

analysis and field inspectors’ charts, as described in section K, for assessment of the capacity of foundation piling D.4 Foundation Piles Guide piles during driving. Complete pile driving with piles having the required batter or plumbness within 1/2 inch per foot, and having a final position within 6 inches of Plan location within the footing area. The Engineer may reject or apply a monetary deduction per 1512, “Unacceptable and Unauthorized Work,” for improperly positioned piles, as determined by the Engineer. If the Engineer determines that some piles in a unit have heaved during the driving of other piles in the unit, redrive the piles as directed by the Engineer to complete the pile driving. D.5 Pile Bents The Department defines pile bents as piles meeting the following characteristics and requirements:

Guide piles during driving. Complete pile driving with piles having the required batter or plumbness within 1/4 inch per foot, and having a final position within 3 inches of Plan location within the bent. The Contractor is responsible for any increase in pile cap dimensions or reinforcing caused by inaccurately placed piles. The Engineer may reject or apply a monetary deduction for improperly positioned piles, as determined by the Engineer. For timber pile bents, select piles having a uniform diameter. D.6 Cast-in-Place Concrete Piles Equip the bottom of each pile with a driving shoe meeting the following requirements:

periphery of the pile shell Provide pile points in lieu of flat driving shoes, if required by the Contract, at specified locations or as directed by the Engineer. Equip the bottom of each shell requiring pile points with a commercially manufactured conical pile point of cast steel welded watertight, as approved by the Engineer. Attach the conical pile point to the pile as recommend by the manufacturer . Inspect each pile with the Engineer after driving, for depth to the driving shoe and for condition of the shell. Notify the Engineer upon observation of impairment or damage. The Engineer, considering the bearing requirements and driving conditions, will determine the acceptability of the pile. Provide a light for a visual inspection of the full length of pile. The Department will not require the Contractor to provide reinforcement bars unless otherwise shown on the Plans. Vibrate concrete in the portion of pile shells containing reinforcement cages.

Do not perform pile driving and other operations that will cause detrimental vibrations near concrete-filled piles until the concrete has been in place for at least 3 Calendar Days. Refer to 2401.3G, “Concrete Curing and Protection,” for vibration limits on newly placed concrete. Do not place concrete for footings and caps until the day after concrete placement for the piles. Protect concrete in the piles against freezing temperatures for at least 3 Calendar Days after placement. If placing concrete in piles during freezing temperatures, provide 30 percent additional cement to the concrete mix for concrete above 10 feet below the ground line or waterline. D.7 Steel H Piles Provide pile tip protection, if required by the Contract, at the specified locations or as directed by the Engineer. Provide H-pile tip protectors, as listed on the APL, Bridge, “H-Pile Tip Protection.” Attach the cast steel points to the piles as recommended by the manufacturer. The Contractor may provide thick wall pipe on a performance basis and meeting the following requirements and characteristics in lieu of steel H piling as approved by the Engineer:

and Seamless Steel Pipe Piles, Grade 3

The Engineer will consult with the Bridge Engineer for special welding requirements. D.8 Pile Redriving Redrive of test or foundation piles determines the capacity that can be obtained by including pile “set up.” “Set up” is the time-dependent increase in pile resistance. If the Contract includes a Pay Item for “Pile redrive,” perform pile redrive at the direction of the Engineer a minimum of 24 hours after initial driving unless otherwise required by the Contract. If driving conditions allow, continue to drive test pile to the length shown on the Plans and in accordance with 2452.3E.1, “Penetration and Bearing, General.” Redrive additional foundation piles to verify the bearing capacity as determined and directed by the Engineer. Do not drive other piles in the same Substructure during the waiting period. Perform redriving with a warm pile hammer. Apply at least 20 blows to a previously driven pile or timber mats to warm the pile hammer before using it for the redrive. When redriving, do not strike each pile with greater than 20 blows. When using MPF12 as field control, mark the penetration of every blow and measure penetration using the average of the first 5 blows in which the hammer has good energy. Do not trim piles to the cut-off elevation shown on the Plans until the Engineer has determined the need for redriving. Do not fill CIP concrete piles in any S ubstructure unit with concrete until the Engineer determines that the driven piles in the unit meet the required bearing resistance shown on the Plans and the pile shells were trimmed to the cut-off elevation. Weld extensions to piles authorized and subsequently driven or drive additional piles as directed by the Engineer.

E Penetration and Bearing E.1 General The Department calculated the Nominal pile bearing resistances as shown on the Plans using design loadings. The Department will use the Nominal pile bearing resistance as determined by 2452.3E.2, “Determination of Nominal Bearing Resistance,” to establish the minimum criteria for pile acceptance in which the driving resistance is not less than the required Nominal bearing resistance as shown on the Plans. If necessary, drive the foundation piles beyond the resistance shown on the Plans until the piles reach the required penetration as shown on the Plans or until the piles have been driven to the penetration determined by the Engineer and based on the test pile results. Drive the test pile full length unless substantial refusal is encountered at a lesser penetration. If the test pile has been driven full length and if the test pile has not attained 115 percent of the Nominal resistance for the foundation piles as shown on the Plans, drive the test pile further as directed by the Engineer and in accordance with 2452.3D.2, “Test Piles,” and 2452.4A, “Test Piles.” Perform pile redriving as shown on the Plans with the penetration and time delays in accordance with 2452.3D.8, “Pile Redriving.” The Engineer will consider that substantial refusal is attained, in accordance with 2452.3D, “Pile Driving,” when the penetration rate equals 0.05 inches per blow. When the conditions of this section have been met for the test pile, the resulting pile cut-off becomes the property of the Contractor. E.2 Determination of Nominal Bearing Resistance The Department bases the required Nominal resistance as shown on the Plans for each field control method. Determine the driven pile Nominal resistance in accordance with the following using the appropriate corresponding field control method as shown on the P lans. Unless the Contract requires otherwise, if more than one field control method is shown on the Plans, determine the method used in accordance with any of the following:

provide the Pile Driving Analyzer (PDA) for the field control

Contractor may choose the field control method. The Department will include the cost of the PDA with the relevant Contract Item for piling driven E.3 MnDOT Pile Formula 2012 (MPF12) Used as Field Control Method Determine the Nominal pile bearing resistance using the following dynamic formula for CIP concrete piles and steel H piles driven with power-driven hammers: 𝑅𝑅𝑛𝑛 = 20�𝑊𝑊 × 𝐻𝐻 1000 × log (10 𝑆𝑆 ) Where: Rn = Nominal Pile Bearing Resistance in tons W = Weight of the striking part of the hammer (ram) in pounds (see note below) H = Height of fall in feet (see note below)

S = Average penetration in inches per blow for the last 10 blows or 20 blows, except if the pile may be damaged by this number of blows. The MPF12 is not suitable for use in pile driving conditions where the average penetration is greater than 0.5 inches per blow (less than 24 blows per foot). The Contractor shall immediately notify the Engineer if the specified Nominal pile bearing resistance shown in the Plans is obtained with an average penetration greater than 0.5 inches per blow. The Contractor may choose any of the following options to reduce the average penetration during driving to less than 0.5 inches per blow and achieve the specified Nominal pile bearing resistance shown in the Plans:

reduced fuel setting of the hammer. Perform redrives on the foundation piles that had the highest penetration at the end of initial drive or as determined by the Engineer

per blow

The above options will be performed at no additional cost to the Department, with the exception that additional driven length will be paid for by the Department up to the estimated length shown in the Plans. Regardless of the value measured during driving, the value of (S) used in the dynamic formula shall not be less than 0.066 inches per blow (more than 180 blows per foot). If the measured average penetration for the last 10 blows is less than 0.066 inches per blow, use 0.066 in the dynamic formula to determine the bearing resistance. Note: (W x H) is measured during pile driving and is also commonly referred to as the “energy,” E, hence E = W x H, for single acting power-driven hammers and is measured in foot- pounds. The value of (W x H) used in the dynamic formula shall not exceed 85 percent of the manufacturer’s maximum rated energy for the hammer used. In addition to the limits stated above, apply the dynamic formula only if:

height from H to determine the value of H in the formula For the requirements of this section, double-acting hammers include hammers utilizing a power source for acceleration of the down-stroke of the ram. E.4 Pile Driving Analyzer (PDA) Used as Field Control Method Determine the Nominal pile bearing resistance using the pile driving analyzer and the Case Pile Wave Analysis Program (CAPWAP) in accordance with 2452.3E.4.a, “High-Strain Dynamic Monitoring of Pile Driving.” Use the refined WEAP bearing graph as required in 2452.3E.4.a(3), “Signal Matching and Refined Wave Equation Analysis,” to determine the bearing resistances recorded on the pile driving report. Attach a copy of the bearing graph to the pile driving report. Calculate and record the bearing resistances for informational and comparison

purposes on the report in accordance with 2452.3E.3, “MnDOT Pile Formula 2012 (MPF12) Used as Field Control Method.” E.4.a High-Strain Dynamic Monitoring of Pile Driving E.4.a(1) Description of Work Provide and use a Pile Driving Analyzer (PDA) to perform high- strain dynamic monitoring of driven piles meeting the requirements of ASTM D4945, Standard Test Method for High-Strain Dynamic Testing of Deep Foundations. Perform the dynamic pile testing on the initial driving and redriving of designated piles as shown in the Plans or directed by the Engineer. Test additional piles or designated piles at additional times as directed by the Engineer. E.4.a(2) Pile Preparation Prepare each pile to be tested by marking and attaching instrumentation to the piles. During initial driving of steel shell piles, attach instrumentation after the pile has been placed in the leads. In all circumstances, extra care should be exercised to protect the instrumentation from distress throughout the pile installation. Wireless pile instrumentation may be attached to the pile, if approved by the Engineer, prior to placing the pile in the leads provided that the instrumentation is adequately protec ted against damage by contact with the leads, abrasion, or shear from the rope, chain, or fabric, used to pick up the pile. During the test, provide assistance as necessary, e.g. access, tightening gages, resetting or replacing gages, or replacing cables as necessary for the successful conduct of the dynamic monitoring program. Alert the Engineer to any unanticipated or unusual conditions including such items as severed cables, loose gages, or unusual pile, or pile hammer performance. E.4.a(3) Signal Matching and Refined Wave Equation Analysis Following dynamic testing of the driven piling, perform a refined wave equation analysis based on driving data obtained from the high-strain dynamic monitoring program using the Case Pile Wave Analysis Program

performed by a Professional Engineer, in the State of Minnesota, pre-qualified for Work type 6.5 Deep Foundations, as defined by the Geotechnical Manual. Complete the analysis on all piles dynamically tested, or as directed by the Engineer. Furnish PDA and CAPWAP electronic data and summary hardcopy outputs to the Engineer. After the wave matching analysis is performed, use the GRLWEAP or similar program and the signal matching program (e.g. CAPWAP) data to produce a refined Wave Equation Analysis bearing graph and I nspector’s chart for the basis for pile acceptance. Prepare similar charts if soil set-up and pile re- strikes are being evaluated. Submit the refined WEAP bearing graph and Inspector’s Chart for use in construction control for each Substructure. Use the bearing graph to determine the foundation pile’s Nominal bearing resistance to be recorded on the pile driving report.

Prepare and submit a summary plot of the performance of each pile in the pile group where each pile is plotted on the Inspector’s chart by its observed set and the corresponding stroke of the pile hammer. Adjust this procedure as directed by the Engineer for non-diesel hammers. Any piles not plotting in the acceptable range will be rejected. E.4.a(4) Deliverables Provide the results from each dynamic test performed with the PDA and analyzed with the CAPWAP program meeting the following requirements to the Engineer within the time specified:

with the PDA and analyzed with the CAPWAP program. The results are to be transmitted in the form of the electronic raw data files and a hard copy of columnar data produced with the PDIPLOT program or similar. The data shall consist of blow counts, stresses in the pile, pile capacities, hammer energies and hammer strokes for each one-foot depth increment. This information will be used by the Engineer to develop the construction control criteria, authorize pile length, and establish minimum penetration resistance. In addition, provide expert advice regarding the analysis of the PDA and CAPWAP data.

resistance and Inspector’s charts depicting stroke-versus- blow count to be used for confirming the Nominal Pile Bearing Resistance of the foundation piles. The graph/charts are to be developed based on the results of the PDA, CAPWAP, and pile load test data where static load tests are conducted as part of the construction control. These graphs/charts are also to be documented in the report listed below. These graphs and charts are required for each foundation group, or as specified in the Contract documents, or as directed for the Engineer. Submit this information both in hard-copy and electronically (Adobe PDF or similar).

including a summary of the PDA and CAPWAP results; this report will include appropriate information for the evaluation of test data from standard “test” piles as well as Static Load Test (SLT) test piles, Static Load Test reaction piles, and foundation piles.

storage media) containing data for the piles tested for each Substructure. The data shall be in the form of W01 (PDA file), PIL (PDIPLOT file), and CWW (CAPWAP file) and be properly labeled. The Contractor shall send these electronic files to the Engineer no later than 3 Working Days after dynamic pile tests have been completed at any given Substructure unit.

from the PDA and the associated CAPWAP computer program, the developed bearing graphs, and the pile load test results.

media) containing data for the complete Project as an archive copy including information for piles tested, including any pile static load test data. The data from the dynamic tests shall be in the form of W01 (PDA file), PIL (PDIPLOT file) files, and shall be properly labeled. Include the CAPWAP analysis results and CWW (CAPWAP) files. Include reports and electronic copies of bearing graphs and Inspectors charts. Include any preconstruction WEAP analysis data sheets and WEAP submittal information and electronic files modeling the Contractor’s hammer system. Include subsequent refined wave equation analysis, and summary plots showing foundation pile performance with respect to the acceptance criteria. Include electronic copies of field notes and other information pertinent to the high-strain dynamic monitoring and any related static load testing (including gage locations, test dates, performance notes, etc.) Transmit this electronic archive to the Engineer within 5 Working Days after completion of the Project dynamic (and or static) pile test program. E.5 Static Load Test (SLT) Used as Field Control Method Determine the Nominal pile bearing resistance using the results from the Static Load Test and related analysis from high-strain dynamic monitoring and the Case Pile Wave Analysis Program (CAPWAP) in accordance with 2452.3E.4 , “Pile Driving Analyzer (PDA) Used as Field Control Method.” Use the refined WEAP bearing graph as required in 2452.3E.4, “Pile Driving Analyzer (PDA) Used as Field Control Method,” to develop the Inspector’s chart as the basis for foundation pile acceptance and use the bearing graph to report the bearing resistances, to be recorded on the pile driving report. Attach a copy of the bearing graph to the pile driving report. Calculate and record the bearing resistances for information and comparison purposes on the report in accordance with 2452.3E.3, “MnDOT Pile Formula 2012 (MPF12) Used as Field Control Method.” Provide the deliverables as required in 2452.3E.4, “Pile Driving Analyzer (PDA) Used as Field Control Method.” F Pile Cut-off F.1 Piles Cut off timber piles at the elevation shown on the Plans within a tolerance from −1 inch to 1/2 inches after cutting off the timber pile, leave the head of the pile with sound, undamaged wood. Cut off steel piles to within ±1 inch of the cut-off elevation using an approved method that preserves the shape of the pile at the elevation shown on the Plans . F.2 Pile Bents After aligning and bracing the pile bent, cut off the tops of timber piles at the elevation shown on the Plans to provide uniform bearing for the cap without using shims or fills.

Cut off steel piles using an approved method that preserves the shape of the pile at the elevation shown on the Plans to allow concrete forming or framing in brace members. G Extensions, Splices, and Studs Make splices for steel H-piles and CIP steel shell piles as shown on the Plans, except make splices for cold rolled fluted steel shells as recommended by the manufacturer and as approved by the Engineer. Utilize pile welders qualified to AWS D1.1, “Structural Welding– Steel.” Provide continuity records log proving performance of the weld process since latest qualification. Make splices on piles driven in pile bents at points not exposed to view, unless otherwise required by the Engineer. If making splices in pile bents exposed to view as approved by the Engineer, finish the splices by grinding in such a way that the grounds urface area blends in smoothly with the contour of the CIP pipe. Verify the complete removal of the defect by visual inspection and the wall thickness shall not be adversely affected. If shear studs are required on the piles, perform the welding in accordance with AWS D1.5, Bridge Welding Code, Chapter 7. The Contractor may provide commercial drive-fit splices for CIP piles on a performance basis as approved by the Engineer. Do not use splices in any of the following conditions:

method Commercial made H-pile splicers used solely for aligning two H-pile sections prior to welding them together will not be permitted. H Coating Steel H-Piles and Steel Pile Shells H.1 Painted Piles Provide paint and perform painting in accordance with 2478, “Organic Zinc-Rich Paint System.” Provide CIP steel pile shells painted in accordance with 3371, “Steel Shells for Concrete Piling.” Paint the outside of steel H-piles and CIP steel pile shells that are not encased in concrete but extending above ground surface or water surface with epoxy zinc -rich primer for the entire length, except for sections below splices at least 2 feet below the final ground surface or low water elevation. Apply the primer preferably before shipping or at least 2 Calendar Days before driving the piles. After driving, paint the piles with remaining coat(s) on exposed portions above the water level, existing at the time of paint application or above an elevation 6 inches below the final ground surface. Paint the finish coat for piles in Bridges with concrete Superstructures in a color matching the AMS-STD-595A No. 37200 (lusterless aluminum) and paint the finish coat for piles in Bridges with painted steel Superstructures with the topcoat color of the Superstructure. Paint the finish coat for piles in Bridges with unpainted 3309, “High-Strength Low-Alloy Structural Steel,” steel or timber Superstructures in a color matching the AMS-STD-595A No. 10075 (brown) with a semi-gloss finish.

H.2 Galvanized Piles Provide galvanized steel H-piles and CIP steel pile shells in accordance with 3394, “Galvanized Structural Shapes.” Provide H-piles galvanized in accordance with 3372, “Steel Piling.” Provide CIP steel pile shells galvanized in accordance with 3371, “Steel Shells for Concrete Piling.” Continuously coat steel H-piles and the outside of CIP steel pile shells that are not encased in concrete. Coat the pile from the cut-off elevation to an elevation extending a minimum of 10 feet below the defined ground surface or the bottom of water channel with hot - dipped galvanizing. Do not hot-dip galvanize within 1 foot of a splice. Based on test pile length, if a splice is required, adjust location of splice so that it is not visible after driving is completed. Protect the galvanizing from abrasion or discoloration beginning immediately after the coating process. The special care shall include, but not be limited to:

Design forms and falsework for the Substructure in a manner not requiring clamping or welding to any portion of the piling that are exposed after the cap construction is complete. Repair damaged galvanized areas by the metalizing process described in AASHTO M 36 Standard Specification for Corrugated Steel Pipe, Metallic-Coated, for Sewers and Drains, at no additional cost to the Department. Zinc rich paint is not an acceptable repair.

2452.4METHOD OF MEASUREMENT

A Test Piles If the Plans show specific Contract Pay Items for test piles, the Engineer will measure the number of test piles provided as required by the Contract and driven as directed by the Engineer. The Engineer will not eliminate test piles from the Contract, unless all piles for the unit are eliminated or unless mutually agreed upon by the Contractor and the Engineer. If the Plans do not show a specific Contract Pay Item for test piles, the Engineer will include the measurement of test piles with the measurement for piling. If the Engineer determines that steel H-test piles or steel shells for cast-in-place concrete test piles provided in the lengths required by the Contract do not develop sufficient Nominal pile bearing resistance or do not provide information per 2452.3D.2, “Test Piles,” splice extensions onto test piles, as required by the Engineer. The Engineer will measure splice extensions onto test piles, as required by the Engineer when driving beyond Plan test pile length, in accordance with the relevant Contract Pay Items for Piling . B Piling The Engineer will measure piling by the length of acceptable piling below cut -off elevation. No additional payment will be made if the Contractor elects to furnish and drive thicker wall pipe piles than specified. C Pile Load Tests The Engineer will measure pile load tests by the number of piles load tested as required by the Contract and as directed by the Engineer.

D Reinforcement Bars The Engineer will measure reinforcement bars used in cast-in-place concrete piles by weight in accordance with 2472, “Metal Reinforcement.” E Pile Redriving The Engineer will measure pile redriving by the number of piles redriven as required by the Contract and as directed by the Engineer. The Engineer will recalculate the estimated Plan Quantity to agree with the actual number of piles redriven at the Project Site (estimated not to exceed 25 percent of the total number of planned piles). Any pile redriving completed without the Engineer's direction will be considered unauthorized and the Department will not compensate the Contractor for that Work . F Dynamic Monitoring of Pile Driving The Engineer will measure Pile driving analyzer field control by the number of piles that required the pile driving analysis as required by the Contract. The Engineer will consider initial analysis and redrive analysis on an individual pile as one pile analysis. The Engineer may increase or decrease the number of piles to be dynamically monitored. If the Contract does not require the Pile driving analyzer field control method, the Contractor may perform the Pile driving analyzer field control method at the Contractor’s option and at no additional cost to the Department.

2452.5BASIS OF PAYMENT

A Test Piles The Contract Unit Prices for test pile include the fixed costs of furnishing the pile, applying the driving shoe, driving to full length per 2452.3D, “Pile Driving,” filling with concrete if CIP, coating if required, and performing analysis for hammer qualification submittals. If the P lans do not include a Contract Pay Item for test piles, the Department will include the fixed costs of piling with the relevant Contract Unit Price for mobilization. The Department will pay for splice extensions onto test piles, as required by the Engineer when driving beyond Plan test pile length, with the Contract Pay Items Piling . B Piling The Department will not pay full Contract Unit Prices, but may make partial payments based on actual cost, for stock lengths of steel H-piles and cast-in-place concrete piles delivered to the Project. All treated timber piles, untreated timber piles, steel pipe piles, steel H -piles, and concrete piles driven will be paid for by the linear foot. Payment will be made only for the actual number of linear feet of acceptable piling complete in-place as needed for design or as directed by the Engineer. Splices will be compensated at the rate of 6 times the Contract Unit Price for piling, if the splice was made and only after piling is driven to estimated test pile length for thatS ubstructure and bearing is not achieved. Maximum of 1 splice will be paid per pile. No additional payment will be made for splices made solely for the Contractor’s convenience. If the quantity of driven piling is less than the estimated Plan Quantity, the Department will pay 50 percent of the cost to re-stock unused piling if the Contractor elects to re-stock piling and provides a paid invoice showing the re-stocking fee not to exceed the difference of estimated pile length in the P lan and actual driven length. Payment for the Department’s portion of the restocking fee will be made as a backsheet item under “Piling, Restock” superseding any claims due from 1907, “Payment for Surplus Material.”

The following costs are included in the cost of the piling: predrilling pilot holes; pile sleeves; maintaining open holes during pile driving; broken, bent, damaged, or misplaced piles; concrete filling or concrete encasement; misplaced pile or corrective location or alignment measures; modifying or replacing pile driving Equipment; redriving piles which have heaved more than 1/4 inch; piles which are damaged during handling or if the Engineer determines that the damage was caused by the Contractor’s carelessness or negligence while driving; piles which were not driven in accordance with these Specifications; piles driven with the tops lower than the cut-off elevation; spudding or jetting of piles; cutting, trimming, and coating steel H-pile and cast-in-place concrete piles; providing and attaching driving shoes for pipe piles; all labor, Equipment, and necessary Incidentals; and disposal of all pile cut- offs. The cost of mobilization and demobilization for pile driving operations is included in the cost of mobilization and demobilization per 2452.5, “Piling, Basis of Payment.” The cost to control sediment in water from jetting operations is included in the cost of piling. C Pile Load Tests The Contract each price for Pile load test includes the cost of providing and driving reaction piles at locations that preclude their use in the Structure as foundation piles. D Pile Redriving The Contract Unit Price for Pile redriving includes the cost of redriving test piles and foundation piles, as directed by the Engineer. E Dynamic Monitoring of Pile Driving The Contract each price for Pile analysis includes the cost of dynamic testing of a pile during initial driving and redriving, additional time needed in driving operations, labor, consultants, and Equipment. The Department will include the cost of the actual redrive with the C ontract each price for Pile redriving. The Department will not adjust the Contract each price for increased or decreased Contract quantities for Pile analysis. F Pile Points The Contract each price for Pile points includes the cost of providing and attaching the points to the piles. G Pile Tip Protection The Contract each price for Pile tip protection includes the cost of providing and attaching the tips to the piles.

H Schedule The Department will pay for piling on the basis of the following schedule: Item No. Item Unit

2452.502 Untreated Timber Test Pile ___ ft long each

2 Treated Timber Test Pile ___ ft long each

2 CIP Concrete Test Pile ___ ft long ___”* each

2 Steel H-Test Pile ___ ft long ___”* each

2 Pile Load Test Type ___ each

2 Pile Redriving each

2 Pile Analysis each

2 Pile Points ___” each

2 Pile Tip Protection ___” each

3 Untreated Timber Piling linear foot

3 Treated Timber Piling linear foot

3 CIP Concrete Piling___”* linear foot

3 Steel H-Piling___”* linear foot

8 Reinforcement Bars pound

* Nominal size in inches