1005PILES

1005. 1 DESCRIPTION—This work is the furnishing and driving of new, unused test piles and production piles. The following definitions apply: (

and establish the predetermined pile tip elevation, before driving production piles. Test piles may als o be used to perform pile load tests.

static load.

of a dynamic load and measuring the force and velocity response with a high strain dynamic load testing system. A dynamic pile load test may include post-driving analysis.

capacity and integrity through instrumentation of the pile with accelerometers and strain gauges during dynamic pile load testing.

roduction Pile. A pile installed to provide structural support as part of the permanent foundation. (

defined bedrock. (

in a dense or hard bearing stratum such as soft or decomposed bedrock, or hard or dense soil. (

pile shaft. (

(

of penetration. (

(

Engineer or District Geotechnical Engineer from the test pile(s). The predetermined pile tip elevation locates the intended bearing strata for point bearing or end bearing piles or establishes the length of friction piles. Predetermined pile tip elevations are used to verify or adjust the estimated pile tip elevations indicated. (

(

and the bearing capacity of piles by simulating motions and forces in a pile if driven with the approved hammer and pile driving equipment. (o ) Restrike. A series of hammer blows applied to a driven test or production pile after a specified waiting period to evaluate the pile for setup or relaxation after initial driving. 1005. 2 MATERIAL—

steel end closures or other acceptable designs, reinforced as indicated, then filled with Class A cement concrete after driving. Provide steel shells and end closures of the type and size indicated, and as follows:

• Having a plain, fluted, or other acceptable wall design.

• Cylindrical, uniformly tapered, step-tapered, or a combination of the shapes.

• Having a nominal diameter not less than 12 inches for cylindrical shells and not less than 12 inches for the butt end of uniformly tapered shells.

• Having a tip diameter of not less than 8 inches for uniformly tapered shells.

• Having a diameter at any section of step-tapered piles not less than 8 inches.

• Of watertight construction.

The wall thickness indicated is the minimum required to satisfy structural design requirements. Increase the thickness, as necessary, to withstand driving without damage or exceeding the maximum allowable driving stress. Provide shells having a wall thickness of 9 gauge (5/32 inch) or thicker; consisting of steel pipe, ASTM A53, Grade B; ASTM A500, Grade B or C; ASTM A501, Grade A or B; ASTM API 5L, Grade B, PSL 1 or PSL 2, X42 or X52; ASTM A252, Grade 2, or 3; or cold- rolled steel tubing, basic open- hearth steel (AISE C1010 or SAE 1010)) with a minimum yield strength of 50,000 pounds per square inch. The use of ASTM A252 or AISE C1010 or SAE 1010 is not recommended if splicing will be utilized; a Procedure Qualification Record must be submitted along with a Welding Procedure Specification according to AASHTO/AWS D1.1-2008 to the Structural Control Engineer for acceptance. Provide each pile preferably in one piece without splices. Obtain the Structure Control Engineer’s acceptance of splice location and splicing details if splicing is necessary, and splice piles as specified in Section 1005.3(g). Provide end closures of forged steel, cast steel, steel plate, or other material as follows: forged steel, AISI 1020; cast steel, ASTM A148, Grade 80-50 or 90-60. For flat steel plate end closures, provide plates not less than 3/4 inch thick, conforming to AASHTO M 270 (ASTM A709), Grade 50. Provide end enclosures not extending more than 1/4 inch beyond the surface of the shell, welded to the shell. Attach end closures of the indicated type and size to the piles as indicated. Use the same end closures for test piles that will be used for production piles. Submit details, including method of attaching, to the Structure Control Engineer for acceptance. Weld end closures as specified in Section 1105.03(m) for the type and position of welding required. Galvanize piles, or portions of piles, as specified in Section 1105.02(s) if indicated. End closures are not required to be galvanized unless indicated. Submit a certification from the manufacturer of the steel shells, end closures, and splice material as specified in Section 106.03(b)3. Forward these certifications within 3 working days after shipment, together with a copy of the certified report showing the chemical and physical properties of the base metal to the Representative for the project file.

to AASHTO M 270 (ASTM A709), Grade 50; or ASTM A572, Grade 50. Provide cast tip reinforcement conforming to ASTM A148, Grade 80-50 or 90-60, and fabricated tip reinforcement conforming to AASHTO M 270 (ASTM A709), Grade 50. Provide each pile preferably in one piece without splices. Obtain the Structure Control Engineer’s acceptance of splice location and splicing details if splicing is necessary, and splice piles as specified in Section 1005.3(g). Attach pile tip reinforcement of the indicated type and size to the piles as indicated. Use the same pile tip reinforcement for test piles that will be used for production piles. Use prefabricated or cast steel tips as an alternate to the indicated tip reinforcement. Submit details, including method of attaching, to the Structure Control Engineer for acceptance. Weld pile tip reinforcement as specified in Section 1105.03(m) for the type and position of welding required. Heavy duty pile tips have an area of at least 2.0 times the pile area and steel prongs to penetrate rock. Galvanize piles, or portions of piles, as specified in Section 1105.02(s) if indicated. Pile tip reinforcement is not required to be galvanized unless indicated.

Submit a certification from the manufacturer of the steel H-piles, pile tip reinforcement and splice material as specified in Section 106.03(b)3. Forward these certifications within 3 working days after shipment, together with a copy of the certified report showing the chemical and physical properties of the base metal to the Representative for the project file.

• Class A Cement Concrete. Section 704, with high-range water-reducing (HRWR) admixture and a slump of 5 inches to 8 inches.

• Reinforcement. Section 709.1

• Welding. Section 1105.02(t)

• Casing Pipe. Section 1006.2(a)

• Aggregate. Section 703.1 or AASHTO No. 10 as specified in Section 703.2 Table C.

1005.3CONSTRUCTION—

approved pile hammer and pile driving equipment capable of installing the specified pile type in the indicated subsurface conditions to achieve the estimated pile tip elevation and required pile capacity without damage.

least 12,000 foot-pounds per blow, unless otherwise allowed. Equip hammers with a suitable drive head or anvil that securely holds the top of the pile in correct position relative to the hammer and that distributes the blows from the ram over the entire top area of the pile. Do not use capblocks or cushions containing asbestos. Inspect the hammer cushion in the presence of the Representative before the start of pile driving, and as requested if damage to the cushion is suspected. Submit the pile hammer operating specifications and pile information for review and acceptance on Pile Hammer Data Form CS -5 at least 21 calendar days before driving test piles. Do not drive test or production piles before receipt of the Pile Hammer Approval Letter. Acceptance of the pile hammer and driving equipment will not relieve the Contractor of responsibility for properly driving piles, in satisfactory condition, to the driving resistance and tip elevations indicated or directed. The Structure Control Engineer will reject hammers that cause damage or drivin g stresses greater than the maximum allowable driving stress at any driving resistance. Equip closed-end diesel hammers with a dial gau ge for measuring pressure in the bounce chamber. Provide a hose for the gau ge long enough to enable reading at ground level. Calibrate the dial ga uge to allow for losses in the gauge hose. Verify the accuracy of the calibrated dial gauge to allow for losses in the gauge hose. Verify the accuracy of the calibrated dial gau ge both during driving of the test piles and, as directed, during driving of the production piles. Ensure cylinder lift occurs if the bounce chamber pressure is consistent with the maximum energy given in the hammer specifications. Do not use closed- end diesel hammers that do not attain cylinder lift at the maximum energy bounce chamber relationship given in the hammer specifications. Measure inlet pressures for double-acting and differential-acting air or steam hammers, using a needle gauge at the head of the hammer if driving test piles and as directed, if driving bearing piles. As an alternative to periodic measurements with a needle gauge, develop a pressure versus speed calibration for the driving conditions at the site. Use air compressors that can provide 25% more air than the manufacturer’s specified air consumption for air-driven hammers. Vibratory hammers may be allowed to advance test or production piles but are not acceptable for driving piles to absolute refusal or end of driving criteria. Submit manufacturer data sheets to the Structure Control Engineer for review and acceptance before advancing piles with a vibratory hammer.

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 or excessive splices will not be necessary under normal conditions.

and setting casing for piles to the depths as indicated or directed. Provide necessary equipment to advance through cobbles, boulders, rock, or other natural or manmade obstructions.

otherwise allowed by the Structure Control Engineer. Do not drive piles within 25 feet of uncured concrete. Use test piles and production piles of the types or sizes indicated. The Department may omit test or production piles. Furnish each steel H -pile or steel shell of the full length indicated and in one continuous unit, unless allowed by the Structure Control Engineer . If a pile is too short for the intended purposes, extend it to the length directed, as specified in Section 1005.3(g). Lift piles into leads using an acceptable method. Submit a repair procedure for review and acceptance if any section of a pile that has been cut, drilled, or modified to attach a lifting device will be incorporated into the final driven length of pile.

pile, showing the driving date, model of hammer, capblock material, capblock inspection date, pile numbers, types, sizes, heat numbers, actual lengths before driving, sound lengths after driving, lengths in footings, rebuild lengths, extended lengths, final pay lengths, pile tip elevations and driving resistances for the entire length of the piles driven. The Representative will record the pile driving log on Form CS-1005.

be incorporated into the permanent work, unless indicated. Drive piles to absolute refusal for point and end bearing piles terminating in bedrock. E nd of driving criteria will be established for friction piles and end bearing piles terminating in soil, unless indicated or directed. The Structure Control Engineer will verify the capability of the hammer to properly drive the production piles based on driving records of test piles at each substructure unit, at locations indicated or directed.

established the predetermined pile tip elevation and driving resistance from representative test piles for each substructure unit. Drive production piles for each substructure unit with the same hammer, under the same operating conditions, and with the same type and size of capblock and cushion material used to drive the representative test piles. Drive piles plumb or to the batter indicated. Drive piles to absolute refusal for piles terminating in bedrock, and end of driving criteria for piles terminating in soil. Unless indicated, the predetermined pile tip elevation is considered approximate to allow for variations in the locations or strength of the stratum from which the pile obtains its primary capacity. The limit of the approximation is established from the test piles. Redrive piles raised by the driving of adjacent piles to the required driving resistance and tip elevation.

5.a Absolute Refusal. For steel point bearing and end bearing piles terminating in bedrock , absolute refusal is reached if the driving resistance attains an average of 20 blows per 1 inch, or more in the intended bearing stratum. Minimum blow requirements are as follows:

Case 1. Piles Required to Be Driven to Absolute Refusal into Sound, Well Defined Bedrock (Point Bearing Piles). After the pile tip reaches the predetermined elevation in the intended bearing stratum, and after penetration becomes 1/4 inch or less for five consecutive blows, absolute refusal is reached if the penetration for five additional blows is less than 1/4 inch.

Case 2. Piles Required to Be Driven to Absolute Refusal into Soft or Decomposed Bedrock (End Bearing Piles). After the pile tip reaches the predetermined elevation in the intended bearing

stratum, and after the penetration becomes 1/2 inch or less for ten consecutive blows, absolute refusal is reached if the penetration for ten additional blows is 1/2 inch or less. After the pile tip enters the intended bearing stratum, if an unreasonably l arge number of blows is required to increase the driving resistance from 10 blows per 1 inch to 20 blows per 1 inch, the Structure Control Engineer may waive the requirement for driving to absolute refusal.

The Structure Control Engineer will determine the acceptability of piles that do not achieve absolute refusal and capacity at the predetermined pile tip elevation for piles intended to bear in soft or decomposed bedrock. If piles are determined unacceptable, continue driving piles to Case 2 Absolute Refusal to ensure absolute refusal is obtained. The Structure Control Engineer will contact the BDTD to revise the Pile Hammer Approval Letter for differing site conditions if the continued driving exceeds the criteria provided.

Case 3. Piles Which Attain Absolute Refusal Above Predetermined Pile Tip Elevations. If hard driving is encountered because of dense strata or because of obstructions located above the bearing stratum identified by a predetermined pile tip elevation, absolute refusal is not reached until the Structure Control Engineer determines the total number of blows, as the average driving resistance specified for absolute refusal, indicates further driving will not advance the pile through the dense strata or obstructions. The Structure Control Engineer will verify the driven pile tip elevation is at or below the minimum embedment length indicated.

The Structure Control Engineer will contact the District Bridge Unit to determine the acceptability of piles that attain absolute refusal above the predetermined pile tip elevation. If piles are determined to be unacceptable, drive one or more production piles at locations directed. If the additional piles also fail to reach the predetermined pile tip elevation, and if directed, drive additional test piles to determine whether the predetermined pile tip elevation may have to be adjusted. Perform test borings and pile load tests, if directed. Perform augering, predrilling, spudding, preexcavation, or jetting, if directed. The Structure Control Engineer will contact the BDTD to revise the Pile Hammer Approval Letter for differing site conditions if necessary.

If production piles attain absolute refusal above the predetermined pile tip elevation due to freezing resulting from discontinuous driving, the Structure Control Engineer will reject the piles.

5.b End of Driving Criteria. For end bearing and friction piles terminating in soil, end of driving criteria is reached if the required capacity is attained, and the pile tip reaches the predetermined elevation in the intended bearing stratum. Dynamic pile load testing will be performed on the test piles to establish the end of driving criteria (i.e. hammer stroke, required driving resistance, pile tip elevation, and blow count) The Structure Control Engineer will set the required driving resistance in units of blows per inch or blows per foot based on the test piles, and establish end of driving criteria as follows:

Case 4. Piles Required to Be Driven to Hard or Dense Soil Strata (End Bearing Piles). After the pile tip reaches the predetermined elevation in the intended bearing stratum, end of driving criteria is reached if the driving resistance meets the minimum number of blows per inch established from the test piles.

Case 5. Piles Required to Be Driven to Loose or Soft Soil Strata (Friction Piles). After the pile tip reaches the predetermined elevation in the intended bearing stratum, end of driving criteria is reached if the driving resistance meets the minimum number of blows per inch or blows per foot established from the test piles . If the piles do not reach the required resistance at the predetermined pile tip elevation (or after restrike, if restrike is specified), contact the Structure Control Engineer for guidance. If the required resistance is not attained within an additional 10 feet of driving depth, the Structure Control Engineer is to contact BDTD to review geotechnical information and recommend further actions.

Case 6. Piles Which Attain End of Driving Criteria Above Predetermined Pile Tip Elevations. If hard driving is encountered because of dense strata or because of obstructions located above the bearing stratum identified by a predetermined pile tip elevation, end of driving criteria is not

reached until the Structure Control Engineer determines the total number of blows, as the average driving resistance specified, indicates further driving will not advance the pile through the dense strata or obstructions. The Structure Control Engineer will verify the driven pile tip elevation is at or below the minimum embedment length indicated. If piles reach the required driving resistance above the predetermined pile tip elevation due to freezing resulting from discontinuous driving, the Structure Control Engineer will reject the piles.

5.c Bearing Value of Piles. If piles are not required to be driven to absolute refusal or end of driving criteria, the Structure Control Engineer will determine driving resistances, tip elevations, and safe bearing values from pile load tests or wave equation analysis of the test pil e-driving results. A maximum permissible driving stress of 90% of the steel yield should be used for predicting pile capacity using wave equation and dynamic pile load tests.

result is greater than or equal to the plan factored axial resistance as indicated.

as established by dynamic pile load test is greater than or equal to the plan factored axial resistance as indicated.

ultimate pile capacity result is greater than or equal of the plan factored axial resistance as indicated.

enough volume and pressure of water at the jet nozzles to erode the material adjacent to and below the pile joint. Withdraw jets before the predetermined pile tip elevation is reached.

embankments around driven piles can induce additional loading on the piles due to settlement of the fill. Do not drive piles through quarantined embankments until after the quarantine has been lifted, unless indicated or directed. Do not modify the proposed construction sequence or construction details such as casing, pile sleeves or coatings, pile windows, etc. for piles in embankments without prior approval from the District Geotechnical Engineer. As indicated or directed, spud, auger, or predrill through the embankment material to the original ground.

Contractor of 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. The Structure Control Engineer will reject piles damaged for these reasons, if it is determined the damage impairs the strength of the completed piles . Remove piles showing damage due to improper driving if the pile cannot be rebuilt or extended. Backfill the resulting hole if it interferes with other construction. Drive another pile as close as possible to the required location within the indicated distance from the edges of the footing. Fill damaged steel shells left in place with concrete.

conditions or directed based on the initial driving of the piles.

at each substructure unit to evaluate pile relaxation or set -up, unless a longer waiting period is indicated. Do not restrike before pile load test reports for the original test pile driving, including supplemental analyses, are submitted to the Structure Control Engineer. Before restriking test piles, warm up the hammer by striking a minimum of 20 blows of the hammer on a production pile located as far as practical from test pile(s) to be restruck. Restrike each test pile until the ultimate pile resistance obtained from dynamic testing data is greater than design load requirements.

Maintain driving records and perform dynamic pile load testing during the restriking of the test piles if indicated or directed for the initial drive. Record dynamic data on the first restrike and other blows as approved. Submit data and reports as specified in Section 1005.3(h)2 using the restrike data.

Engineer will determine the need for restriking production piles. Perform restriking of production piles to termination criteria provided, if directed.

vertical or batter indicated for all structure types.

indicated for Integral Abutments, Abutments on Mechanically Stabilized Earth (MSE) Walls, or piles extending above ground for open bent construction. No greater than 30 degrees from the orientation indicated for all other structure types.

indicated position for Integral Abutments, Abutments on MSE Walls, or piles extending above ground for open bent construction. No greater than 6 inches in any direction from the position indicated for all other structure types. Extend the footing or pile cap as directed to enclose piles that are driven closer to the edges of footings than indicated. Extend far enough to obtain the indicated encasement. Add additional reinforcement, as directed.

elevations, perpendicular to their axis, unless otherwise directed. Provide watertight covers for steel shells which have not been filled with concrete.

steel shells using a safe light attached to a cord long enough to reach the entire pile length and obtain the Structure Control Engineer’s acceptance before placing concrete in them. Place reinforcement as specified in Section 1001.3(b) and as indicated. Place and cure Class A cement concrete as specified in the applicable parts of Section 1001.3. Drop the concrete into the shells slowly without forming air pockets. Discharge concrete through hoppers with a short pipe centered on the shell for piles without rebar cages. Do not allow concrete to freefall within the length of the rebar cage. Vibrate concrete within the rebar cage.

necessary during the driving operation with approval of the Structure Control Engineer . Use extensions between the tip and butt end not less than 10 feet long. At the butt ends, use extensions at least 5 feet in length for approximately 75% of the piles in a substructure unit. At the tip ends, use extensions at least 5 feet in length. If piles extend above ground for open bent construction, do not rebuild or splice between the cutoff elevation and a point 10 feet below finished grade, unless indicated or directed. If splicing is anticipated, submit weld procedure specifications for steel H-piles on PennDOT Form TR-52 and for steel shells on PennDOT Form TR -50 to the Structure Control Engineer at least 14 calendar days before the start of driving. Provide copies of current welder certification cards to the Representative before splicing. Weld splices, pile tip reinforcement, or metal end- closures as shown on the Standard Drawings and as specified in Section 1105.03(m) for the type and position of the welding required. Provide splices for steel H-piles that fully develop the yield strength of the pile. Provide splices developing the yield strength of steel shells based on the indicated shell thickness. If the shell thickness exceeds the indicated thickness, base the splice strength on the indicated shell thickness, unless a stronger splice is needed to resist driving forces. Do not splice pile reinforcement, unless allowed in writing by the District Executive.

the detailed requirements.

as indicated or as directed. Conduct dynamic testing during the entire length of piles driven and during the time piles are restruck, if restrike is indicated. The purpose of dynamic testing is to provide the Department with supplemental information for evaluating pile hammer perfor mance, driving stresses, potential pile damage and bearing capacities. Provide dynamic pile load testing with equipment and accessories conforming to ASTM D4945. The same hammer and equipment must be used for the dynamic pile load testing on the test piles or production piles or both.

2.a Qualifications. Submit qualifications for acceptance. Do not begin dynamic testing until qualifications are accepted. Perform the dynamic testing with a Professional Engineer and workforce experienced in dynamic testing meeting the following qualifications and submitting proper documentation:

• The dynamic testing operator must have a minimum of 3 years of experience that demonstrates successful performance on at least three projects in similar geotechnical conditions and pile type with the use of high-strain dynamic pile testing. Include a brief description of each project and the name and phone number of the owner’s representative knowledgeable in each project listed.

• Furnish the full name and license number of a Professional Engineer registered in the State, having at least 5 years of experience in the performance of dynamic testing of driven piles, who is responsible for the work performed and preparing test reports. Do not use only the company names of consultants or manufacturers to meet the requirements of this section; use the names of the personnel.

2.b Submittals. Submit proposed methods of documentation and reports for acceptance. Include the format of the electronic template for the submission of pile driving records. As the tests are completed, provide electronic output records from the dynamic pile load testing with data to correlate the records with the respective pile and driving records . Submit records within 24 hours of testing. Record signals on approved electronic media. Perform supplementary office analyses on piles dynamically tested, as directed. Include an interpretive report that summarizes pertinent field data, to determine pile tip elevations, pile capacity, soil resistance distribution, dynamic soil properties of shaft and toe quake and damping resistances and driving stresses throughout the pile for each substructure unit. Evaluate and report the pile capacity versus plan factored axial resistances, maximum measured driving stress, hammer system efficiency, and pile structural damage/integrity. Submit a preliminary report within 48 hours of dynamic pile load testing. Submit a complete report with the information according to ASTM D4945, signed and sealed by a Professional Engineer licensed in the State, to the Representative within 5 days of testing.

2.c Dynamic Pile Load Testing. Perform dynamic pile load testing only if the Representative is present for witnessing during the entire time piles are driven, redriven or restruck. Notify the Representative of a tentative schedule for testing at least 21 calendar days before starting the tests. Notify the Representative of a firm date at least 48 hours before starting the tests but give the notice between start of work on Monday and noon of the following Friday. Do not schedule dynamic testing on Saturdays, Sundays, or Holidays without prior approval from the Representative. Perform dynamic testing according to ASTM D4945. Drill the necessary holes in the pile to fasten a pair of transducers and a pair of accelerometers. Drive the pile while testing until ordered to stop by the Representative. Remove the transducers and accelerometers after the dynamic testing is completed. Submit a repair procedure to the Representative to seal holes drilled in the pile if that section is to be incorporated into the structure.

Deviations of drill hole from plan location and verticality are allowed, provided the driven pile is within the tolerances as specified in Section 1005.3(d). Piles installed in predrilled holes must be driven to absolute refusal or end of driving criteria to ensure the pile is not bearing on sloughed material. For non-integral abutments, drill a hole with a minimum diameter 3 inches larger than the largest cross - sectional dimension of the pile. For integral abutments, drill a hole with a minimum diameter that is the larger of 2 feet or 10 inches larger than the largest cross section dimension of the pile.

Provide permanent casing if indicated for integral abutments or piles in embankments. Provide temporary casing if indicated. Temporary casing is required to maintain an open hole for the following conditions:

• If there is evidence of exchange of soils or materials between adjacent predrilled holes.

• If drilling methods compromise the lateral support provided by the soil surrounding the pile due to excessive loss or migration of material.

• If excessive sloughing of material occurs into the predrilled holes o infilling of the predrilled hole is visible and evident at the surface.

The use of casing is recommended for predrilled holes influenced by groundwater. Unless otherwise specified, casing is not required for a predrilled hole to be maintained as an open hole for pile insertion.

unobstructed to allow insertion of the pile and aggregate, and to maintain adequate lateral support for the installed pile. An incidental amount of material, which can be penetrated by the pile during driving, may slough into the bottom of the hole. Minimize the potential for sloughing and collapse of the hole by installing the pile and aggregate (or aggregate only, if the predrilled length is less than 20 feet and approved) in predrilled holes promptly after predrilling. Drive piles in as specified in Section 1005.3(b).

hole and install the pile and aggregate (or aggregate only, if the predrilled length is less than 20 feet and approved) in cased holes. Temporary casing may be removed after backfilling if site conditions and project specifications allow. Drive piles as specified in Section 1005.3(b). Piles that reach absolute refusal or end of driving criteria above the bottom of the predrilled hole will be rejected. Remove temporary casing after driving operations, unless directed otherwise.

tip elevation due to unforeseen obstructions, extract the pile(s) using a vibratory hammer, crane or other acceptable method. Inspect extracted piles for damage and obtain approval from the Structure C ontrol Engineer to reuse extracted piles or portions thereof. Discard damaged piles or portions of piles notable to be reused. Predrill holes at the extracted pile location(s) as specified in Section 1005.3(i) and drive new or extracted piles, if approved.

1005.4MEASUREMENT AND PAYMENT—The Department will not pay for unauthorized piles, defective

piles, unsatisfactorily driven piles, piles that reach absolute refusal or end of driving criteria above a predrilled elevation, portions of piles cut off, piles not driven, or for costs for such piles or portions of piles. The following work will be considered Ex tra Work as specified in Section 110.03 (if items are indicated for this work, the work will be paid for as indicated and will not be considered Extra Work) :

• Spudding, preexcavation, jetting, and test borings related to such work, if such work is directed to advance the piles to predetermined pile tip elevations due to unforeseen conditions.

• If piles installed for integral abutments or abutments on mechanically stabilized walls are damaged by twisting as a result of conditions identified as differing site conditions as specified in Section 110.02(b), the extraction of such damaged piles, predrilling for the driving of piles replacing such damaged piles, and the driving of piles replacing such damaged piles.

• Splicing required due to one or more individual piles penetrating more than 10 feet below the estimated pile tip elevation indicated if the total quantity of piling does not significantly change the character of the work to be performed under the contract , as specified in Section 110.02(d) . Payment for splicing if a pile penetrates more than 10 feet below the estimated pile tip elevation is limited to one splice per individual pile.

The cost of spudding, augering, or drilling to original ground through embankments placed is incidental for test and production piles, unless payment for such work is indicated. The Department will not pay for the extraction and replacement of piles damaged due to misalignment of the leads, failure of capblock or cushion material, failure of splices, malfunctioning of the hammer, or other improper construction methods, if it is determined the damage impairs the strength of the completed pile.

The Department will pay for each test pile, including necessary cutting off, splicing, and rebuilding to the indicated test pile length. The price includes necessary excavation for pile splicing, rebuilding, and extending; pile driving equipment furnished on the project; costs of transporting the equipment to the project; erecting, maintaining, and moving the equipment within the project; and dismantling and removing the equipment from the project, and pile tip reinforcement. If any portion of a test pile is indicated to be galvanized, the entire length of the pile will be paid under the galvanized test pile item unless indicated. Additional test piles and extensions in excess of the indicated number and length will be measured and paid for by the linear foot price of corresponding production piles. The excess length will be measured from the estimated pile tip elevation to the elevation of the final driven tip end for test piles driven below the estimated pile tip elevation, or from the cutoff elevation to the final driven tip end for additional test piles not indicated. For test piles specified in the proposal but not required to be placed, adjustment of payment will be made as specified in Section 110.02. Cutoff portions of test piles will remain the property of the Contractor. Costs associated with the use of proximity switches for the monitoring of piles, as specified, are incidental to the price bid for test piles.

Measured from the indicated or directed cutoff elevation to the final driven tip end of the pile, including length of pile driven if restrike is indicated or directed . This length does not include any portion of the tip reinforcement or end closure that extends below the driven end of the pile. The unit price includes costs of furnishing and driving, cutting off, splicing, rebuilding or extending and excavating necessary for splicing and rebuilding or extending. If any portion of a production pile is indicated to be galvanized, the entire length of the pile will be paid under the galvanized production pile item unless indicated. If acceptable piles must be replaced with another type of construction and are removed or cut off, payment will be made for the length below the cut off elevation, or the bottom of the other construction. Piles that reach absolute refusal or end of driving criteria above a predetermined pile tip elevation due to freezing resulting from discontinuous driving are unsatisfactorily driven piles, and the Department will not pay for these piles. If augering, predrilling, spudding, preexcavation, or jetting is directed beca use of these unsatisfactory piles, the additional work is to be done at no additional cost to the Department. The Department will not deduct the volume of concrete displaced by piles from foundation concrete quantities. Costs associated with the use of proximity switches for the monitoring of piles, as specified, will be incidental to the price bid for production piles.

linear foot for the pile of which it is a part. The Department will not pay separate or additional compensation. End closures for test piles will be included in the Contract lump sum prices for those items.

Applies if dynamic testing is performed while driving the entire length of pile, including restrike if indicated. No additional time or payment will be made for the following:

• Testing that is unable to be completed or is terminated by the Contractor before driving the entire length of the pile, as determined.

• Work determined to be unsatisfactory due to improper driving methods, inadequate equipment and materials, or unacceptable splice or tip welding.

• Cost for interruptions, delays, time lost due to malfunction, breakdown of equipment, or inclement weather.

• Additional testing done without the prior approval of the Representative.

• Costs associated with replacing a hammer rejected due to unacceptable performance, inadequate capacity based on the dynamic pile load testing results, or if the Contractor should choose to replace an already accepted hammer. These costs include, but are not limited to, transporting the replacement hammer to the job site, unloading and setup, additional analyses and submissions, additional dynamic pile load tests required for the replacement hammer acceptance, lost production time, etc. Before driving piles with the new hammer, the Contractor must submit the operating specifications and Pile Hammer Data sheet ( Form CS-5) for acceptance of the proposed hammer as specified in Section 1005.3(a)1.

Includes costs to mobilize and restrike test piles. Additional driven length of pile will be paid as specified in Section 1005.4(a). Paid only if restrike of test piles is indicated or directed. Does not include costs for restriking due to poor hammer performance or rejection, or restriking piles raised by driving of adjacent piles.

Includes costs to remobilize and restrike piles, except for additional driven length of pile which is paid as specified in Section 1005.4(b). Paid only if restrike of production piles is indicated or directed. Does not include costs for restriking due to poor hammer performance or rejection, or restriking piles raised by driving of adjacent piles.

Measured from the bottom of the footing elevation or ground surface elevation at the time of drilling, whichever is lower, to the bottom of the predrilled hole. Includes mobilization, access to the foundations, drilling, maintaining an open hole, permanent or temporary casing and backfilling with aggregate.

The proposal will include an item and a predetermined amount of money for Predrilling for Unforeseen Obstructions, Earth Drilling. The contract item will have a unit of measure of Dollar, a unit price of $1.00, and a quantity equal to the predetermined amount. Due to the contingent or unpredictable nature of the work being performed, the provisions of Section

110.02(d) are not applicable to this item

Measured and paid for by determining the actual amount of equipment, tools, labor, and work involved to acceptably perform the work as follows:

1.a Negotiated Price. At a price agreed upon by the Department before performing the work.

1.b Force Account Basis. Section 110.03(d). Includes access to the foundations, drilling, maintaining an open hole, temporary casing, and backfilling with aggregate.

The proposal will include an item and a predetermined amount of money for Predrilling for Unforeseen Obstructions, Obstruction Drilling. The contract item will have a unit of measure of Dollar, a unit price of $1.00, and a quantity equal to the predetermined amount. Due to the contingent or unpredictable nature of the work being performed, the provisions of Section

(d) are not applicable to this item

Measured and paid for by determining the actual amount of equipment, tools, labor, and work involved to acceptably perform the work as follows:

1.a Negotiated Price. At a price agreed upon by the Department before performing the work.

1.b Force Account Basis. Section 110.03(d). Includes access to the foundations, drilling, maintaining an open hole, temporary casing and backfilling with aggregate.

The proposal will include an item and a predetermined amount of money for Pile Extraction and Redriving. The contract item will have a unit of measure of Dollar, a unit price of $1.00, and a quantity equal to the predetermined amount. Due to the contingent or unpredictable nature of the work being performed, the provisions of Section

(d) are not applicable to this item

Measured and paid for by determining the actual amount of equipment, tools, labor, and work involved to acceptably perform the work as follows:

1.a Negotiated Price. At a price agreed upon by the Department before performing the work.

1.b Force Account Basis. Section 110.03(d). Pile extraction and redriving for driven piles that reach absolute refusal or end of driving criteria above the predrilled elevation is unsatisfactory and payment will not be made. Payment will not be made for piles or portions of piles which are notable to be reused after extraction.

The proposal will include an item and a predetermined amount of money for Mobilization for Predrilling of Unforeseen Obstructions. This work includes transportation, assembly, setup and removal of the equipment needed to perform predrilling operations, permitting, access to the foundation, initial items required to start the work, restoration of disturbed areas and site cleanup associated with predrilling. The contract item will have a unit of measure of Dollar, a unit price of $1.00, and a quantity equal to the predetermined amount. Due to the contingent or unpredictable nature of the work being performed, the provisions of Section

(d) are not applicable to this item

Measured and paid for by determining the actual amount of equipment, tools, labor, and work involved to acceptably perform the work as follows:

1.a Negotiated Price. At a price agreed upon by the Department before performing the work.

1.b Force Account Basis. Section 110.03(d).