559Piling

559.01DESCRIPTION

This work consists of furnishing and placing piling.

559.02MATERIALS

Furnish materials in accordance with the following section and subsection requirements: Steel Pipe Piles ....................................................... 711.10.2 Structural Steel Piles ............................................... 711.10.1

.1 Inspection of Steel Pile

Steel pile may be inspected at the rolling mill and will be inspected at the project. Submit mill test reports showing the chemical and physical test results for each steel pile heat number included in the shipment. Provide steel pile with a maximum camber or sweep of 0.013 inches per foot (1 mm/m) of pile length. Store and handle steel piles to prevent damage. Bent, deformed, or kinked piles will be rejected.

.2 Furnish Pile

Furnish pile quantities shown in the contract. The specified lengths are those required below cutoff. Adjust lengths for the difference between the cut off length and the pile position in the driving equipment and as necessary to meet the requirements of Subsection 559.02.5. Increase pile lengths 1.0-foot (305 mm) for steel pile. Remove and dispose of excess pile length after the pile is driven.

.3 Metal Pile End Protection

Furnish prefabricated cast steel driving point or cutting shoe conforming to AASHTO M 103 requirements. Furnish cast steel driving point for H-pile. Furnish cast steel inside-flanged, open- end cutting shoe or 60°, inside-flanged conical driving point for pipe pile as specified. Weld driving point or cutting shoe to steel pile in accordance with ANSI/AASHTO/AWS D1.1 or D1.5, as applicable. Use welders certified by the Department or a Certified Welding Inspector.

.4 Splicing Piles

When directed by the Project Manager, splice piles driven to plan grade that do not obtain the required driving resistance and continue driving until the required bearing resistance is obtained. Weld steel pile in accordance with AWS D1.5 requirements. Use 10-foot (3-m) minimum spacing for steel pile splice welds. When steel piles are driven less than 10 feet (3 m) below the cutoff elevation specified, use 1 splice to obtain the required cutoff elevation.

.5 Holes in Piling

Pile segments with 1 drilled hole having a diameter of ⅞-inch (22 mm) or less in any cross- section may be incorporated into the finished structure. Pile with more than 1 hole in a cross- section, flame cut hole(s), or a hole greater than ⅞-inch (22 mm), must be cut off to remove the hole(s). This requirement does not apply to holes drilled for attaching dynamic testing equipment, holes shown in the contract or holes within 12 inches (305 mm) of the cutoff elevation. – PILING 2020 EDITION V5.1

559.03CONSTRUCTION REQUIREMENTS

.1 Equipment for Driving Pile

hydraulic hammers. For air or steam hammers, provide equipment that maintains the volume as specified by the manufacturer of the hammer as the pile is driven. Provide equipment with accurate pressure gauges that are easily read from ground level. Ensure that the striking parts of the hammer are at least ⅓ the weight of the helmet and the pile being driven or 2,750 lbs. (1,250 kg), whichever is greater. Provide open-end (single-acting) diesel hammers with rings or other indicators on the ram that permit visual determination of the hammer stroke as the pile is driven. Submit a copy of the hammer manufacturer’s chart that equates the stroke and blows per minute for the hammer being used. Provide closed-end (double-acting) hammers with an accurate bounce chamber pressure gauge that is easily read from ground level. Submit a copy of a chart, calibrated to the actual hammer performance that equates the bounce chamber pressure to the equivalent energy or stroke of the hammer. Provide equipment for hydraulic hammers that are sized to maintain the manufacturer’s specified volume and pressure during driving. Provide equipment with accurate pressure gauges that are easily read from ground level. Delays and additional costs resulting from load tests or other extra work required to verify approval of the vibratory hammer or driving aids is at Contractor expense. If a vibratory hammer is used, re-drive each pile with an impact hammer having the energy to verify the required bearing resistance during driving, as required in Subsection 559.03.3 .

fit around the pile top, align axially with the hammer and pile, distribute the hammer energy to the total pile head cross section and have leads to guide them.

prevent damage to the pile and hammer. Use a cushion recommended and approved by the hammer manufacturer. Use a striker plate recommended by the hammer manufacturer on the hammer cushion to provide uniform compression of the cushion material.

that permit free movement of the hammer, maintain hammer, and pile alignment and provide concentric impact for each blow.

heads, mandrels, or other required devices.

discussed in this specification. Do not impair the bearing resistance of previously installed pile or the safety of adjacent structures. If drilling reduces the bearing resistance of previously placed pile, restore the disturbed pile to conditions in accordance with this specification by re-driving after drilling operations in the area have been completed. 2020 EDITION V5.1 PILING – 559

approved method. Drill pre-bore holes to the specified diameter and depth. Drive the pile in the pre-bore hole, starting from the bottom of the hole, with an impact hammer evaluated in accordance with Subsection 559.03.2. Continue driving the pile to the required bearing resistance and the depth specified. After driving, fill the annular void around the pile with dry, fine concrete aggregate in accordance with Subsection

701.01.1 and Table 701-2

mm) in diameter less than the outside diameter of the round pile and a maximum of 4 inches (100 mm) less than the outside diagonal cross sectional measurement of square or H-pile, to the elevation specified. Drive the pile into the pre-drilled pilot hole to the bottom of the hole with an impact hammer evaluated in accordance with Subsection 559.03.2 . Continue driving the pile below the bottom of the drilled hole to the design tip elevation specified in the contract, or deeper if directed by the Project Manager.

.2 Evaluation of Pile Driving Equipment

The Department will evaluate pile-driving equipment provided by the Contractor. Furnish equipment with the capability to drive the project pile to the design pile tip elevation and required bearing resistance during driving without damage to the pile. Provide pile driving equipment that produces the following results from the wave equation analysis: • 35 to 120 blows per 1-foot (0.3 m) at the required bearing resistance; and • Maximum compressive driving stress less than 90% of the minimum pile material yield strength. The Department will base hammer evaluations on a wave equation analysis. Submit the pile driving equipment information on form MDT-CON-559-03-2 . The Project Manager will notify the Contractor of results of the pile driving equipment evaluation within 14 calendar days after receipt of the Pile and Driving Equipment Data form. If the Department’s wave equation analysis indicates that pile damage may occur or that the proposed pile driving equipment cannot drive the pile to the specified required bearing resistance and design tip elevation, re-submit a plan that modifies the equipment or the method to ensure the ability to drive pile to the specified required bearing resistance and design tip elevation without pile damage. The Project Manager will notify the Contractor of results of the revised pile driving submission within 7 calendar days after receipt of the re submittal. Do not vary from the evaluated driving system without prior written approval. The Department will consider proposed changes to the pile driving equipment or method only after submitting revised information for a new wave equation analysis. The Project Manager will notify the Contractor of evaluation results of the pile driving system changes within 7 calendar days after receipt of the submittal. Delays and additional costs associated with developing, submitting, and obtaining evaluation results for pile driving proposals and resulting changes in the pile driving equipment and work methods are at Contractor’s expense.

.3 Pile Bearing Resistance

the contract, or deeper, if necessary and to the required bearing resistance during driving shown in the contract. The Project Manager will use the wave equation analyses to determine the required bearing resistance and the service pile driving criteria. The Department will determine required bearing resistance based on a wave – PILING 2020 EDITION V5.1 equation analysis. Drive piles with the pile driving equipment evaluated in accordance with Subsection 559.03.2 to the depths necessary to obtain the required bearing resistance. Do not use other methods to aid pile penetration, unless specified or approved after a revised driving resistance is established from the wave equation analysis. Unless otherwise specified, adequate pile penetration consists of reaching the specified wave equation resistance criteria within 1-foot (0.3 m) of the pile tip elevation. Drive pile not achieving the specified resistance within these limits to penetrations established by the Project Manager.

requirements of ASTM D1143 using the Quick Load test method. Load the test pile to the required bearing resistance shown in the contract. Provide testing equipment and measuring systems in accordance with ASTM D1143, except the loading system must be capable of applying 150% of the required bearing resistance. Provide a load cell and spherical bearing plate. Submit detailed plans for the proposed loading system prepared by a professional engineer licensed in the State of Montana for approval. The load system must gradually and incrementally place the load on the test pile without vibration. If the static load test method includes tension (reaction) anchor pile, provide anchor pile of the same type and size as the service pile. Drive the anchor pile in a permanent pile location unless the Project Manager approves another location. Determine top elevation of the test and anchor pile immediately after driving and again just before load testing to check for heave. Re-drive all pile that heaved in excess of ¼-inch (6 mm) or jack the pile to the original elevation before testing. Wait 72 hours between driving the anchor pile or the load test pile and performing the load test. Define the failure load for a tested pile as the axial compressive load that produces a settlement of the pile head equal to:

s f = Δ + (0.15 + 0.008b) (english) sf = Δ + (4.0 + 0.008b) (metric)

sf = Δ + b / 30 (english and metric) Where: sf = Settlement at failure in inches (mm) b = Pile diameter or diagonal width in inches (mm) Δ = Elastic deformation of total pile length in inches (mm) If the Project Manager determines that the pile has failed before achieving the required bearing resistance, perform additional load tests. The Department will measure and pay for each additional load test. When load testing is complete, remove all test or anchor pile not part of the finished structure or cut them off at least 1-foot (305 mm) below the bottom of the footing or below the finished ground elevation if the pile falls outside the footing area. 2020 EDITION V5.1 PILING – 559

ASTM D4945 on pile designated for dynamic load tests. Use a pile specialty consultant with at least 3 years’ experience in dynamic load testing and analysis to perform the dynamic load test, Case Pile Wave Analysis Program (CAPWAP) and the wave equation analysis. Use a geotechnical engineer licensed as a professional engineer in Montana who has achieved at least advanced level on the Foundation QA Examination for Providers of PDA Testing Services to perform the CAPWAP analysis. Use a technician with a basic level classification on the Foundation QA Examination for Providers of PDA Testing Services Operation to operate the pile driving analyzer. Provide the specialty consultant on site during the dynamic load tests. Submit the specialty consultant’s resume for approval. Furnish digital data acquisition system equipment with a display screen and printer. With dynamic testing equipment attached, drive the pile in one continuous operation to the design tip elevation, or deeper if directed by the Project Manager. The Project Manager may lower the required tip elevation based on the bearing resistance measurements at the time of driving or re-driving. Reduce the driving energy to the pile to maintain pile stresses below the values specified in Subsection

.3(A)(2)

, using additional cushions or reduction of the hammer’s output energy. If eccentric driving is indicated, immediately re-align the driving system. Provide a printed summary of the dynamic load test results and recommendations for service pile driving criteria (blow count and stroke) and pile tip elevation. The Project Manager will determine the service pile driving criteria and minimum pile tip elevations based on the dynamic load test results. Perform a re-drive of the test pile when required by the Project Manager. After initial driving, wait 48 hours or longer if directed by the Project Manager, then re- drive each dynamic load test pile with the instruments attached. Apply at least 20 resistance blows to warm the hammer before re-driving. Do not warm the hammer using the dynamic load test pile. Re-drive the dynamic load test pile to a maximum penetration of 6 inches (150 mm) or a maximum of 50 blows, whichever occurs first. Verify the assumption used in the initial wave equation analysis submitted in Subsection 559.03.3(A)(1) using CAPWAP. Analyze one blow from the original driving and one blow from the re-driving for each pile tested. Perform additional wave equation analysis with adjustments based on the CAPWAP results. Provide a graph showing blow count versus bearing resistance. For open-ended diesel hammers, provide a blow count versus stroke graph for the bearing resistance. Provide the driving stresses, transferred energy and pile bearing resistance as a function of depth for each dynamic load test. Submit a written report with numerical and graphical results of the dynamic load testing, CAPWAP analysis and wave equation analysis.

the driving resistance recorded during impact driving after the vibratory equipment has been removed. Splice vibrated pile not reaching the bearing resistance at the design tip elevation at the Contractor’s expense, then drive with an impact hammer until the required bearing resistance is achieved as indicated by the requirements of Subsection

. – PILING 2020 EDITION V5.1

.4 Pile Driving Location and Alignment

Drive piles so the pile head at cutoff elevation is horizontally within 2 inches (50 mm) of the plan location for bent caps supported by piles and within 6 inches (150 mm) of plan location for piles capped below final grade. Ensure no pile is within 4 inches (100 mm) of a cap edge. The allowable alignment tolerance from a plumb line is ¾-inch per yard (20 mm per meter) of pile length. The Project Manager may suspend driving if the either the pile location or alignment is not maintained as the pile is driven. Submit a written plan for correcting piles that do not meet the alignment or location tolerances. Do not laterally pull on misaligned pile. Do not splice a properly aligned section on a misaligned pile.

.5 Service Pile

Do not initiate driving of the service piles until all test piles and analysis are complete unless authorized by the Project Manager. Drive the pile to the design tip elevation shown in the contract, or deeper, if necessary, to achieve the required bearing resistance during driving. If specified, establish pile tip elevation and bearing resistance by compression load testing or dynamic load testing. Furnish the service pile lengths specified in the contract. Adjust pile lengths for the difference between cutoff length and the pile position in the driving equipment. The Project Manager will observe the pile driving and calculate the predicted bearing resistance as it is being driven. When a re-drive of the service pile is required, re-drive the pile 48 hours after initial driving, or longer if directed by the Project Manager, and do not drive the pile below cut off elevation. If the Project Manager determines pile stresses during driving are damaging the pile, the Department may require other installation methods or equipment to obtain pile penetration. Correct or replace improperly driven, damaged, or defective pile at Contractor’s expense. Temporary welded plates for aligning field splices or hoisting may be used with the Project Manager’s approval. Remove temporary plates and grind welds smooth.

.6 Cutting Off Steel Pile or Steel Pipe Pile

Cut steel pile heads square and furnish a driving cap before driving the pile. After driving piles to the required bearing resistance and receiving approval from the Project Manager, cut piles off at the specified elevation.

.7 Steel Pipe Pile

Securely cover driven pipe piling to prevent open-hole hazards. Remove water in steel pipe piles before placing concrete or place the concrete using a tremie when water is present in the pile. Provide lighting to illuminate the full pile length when requested to aid inspection of the pile before placing concrete. Fill steel pipe piles to an elevation no less than 2 feet (610 mm) below the cut off elevation with Class General hydraulic cement concrete a minimum of 12 hours prior to pouring the cap. Do not place concrete in pipe piles until all piles for the bent have been driven. 2020 EDITION V5.1 PILING – 559

.8 Painting Steel Pile or Steel Pipe Pile

Paint steel pile having a portion of the pile exposed to the atmosphere in accordance with the following requirements.

recommendations.

2 feet (610 mm) below finish ground surface or finish channel bottom to the top of exposed steel. Apply the first two paint coats to produce a minimum 12 mils (305 µm) dry film thickness. Field repair paint damage caused by transport, splicing and handling following the paint manufacturer’s recommendations before applying the finish coat. Verify the dry film thickness using SSPC PA-2. When piles are in the final location in the structure, apply the finish coat paint. Provide a finish coat with a minimum 3 mils (76 µm) dry film thickness on all surfaces exposed to the air at time of paint application. Verify the dry film thickness using SSPC PA-2. The Project Manager will select the finish coat paint color from one of the following: TABLE 559-1 FINISH COAT PAINT COLOR Color SAE-AMS-STD 595 Pigment Code Montana Brown 33578 Montana Blue 35450 Montana Green 34138 Concrete Gray 36440

559.04METHOD OF MEASUREMENT

.1 Load Tests

Static and dynamic load tests, and test pile re-drives, completed and accepted are measured by the unit. Include all materials, tools, the first 24 hours of standby time for items dedicated solely to this work, and equipment required to perform each test or test pile re-drive in the unit bid price for the item. Furnishing, driving, splices, re-driving of service piles and pile end protection are measured for payment as outlined in other Subsections. Do not include these costs in the static and dynamic load tests.

.2 Furnish Pile

Furnish pile is measured by the pound (kg) based on the plan quantity.

.3 Drive Pile

Drive pile is measured by the foot (m) of pile driven into the ground. Drive pile is measured by the foot (m) of pile driven through pile drill and socket pilot holes. Pile driven through pre-bore holes are not measured for payment.

.4 Pile Pre-drilling

Pile pre-bore and pile drill and socket pilot holes are measured by the foot (m) drilled below the existing or finished ground elevation to the bottom of the hole. – PILING 2020 EDITION V5.1

.5 Pile Splice

When the pile tip extends more than 1-foot (305 mm) below the plan estimated pile tip elevation, splices required to obtain specified cutoff elevation are measured for payment. Pile splices are measured by the number of pile splices performed in the field and approved by the Project Manager. Splices made for Contractor convenience, to facilitate driving operations, or to produce pile sections in accordance with specified design lengths are not measured for payment.

.6 Pile Driving Point and Cutting Shoe

Pile driving point and cutting shoe are measured by the unit for the quantity specified in the contract.

.7 Filler Concrete

Filler concrete is not measured for payment.

.8 Painting Steel Pile and Steel Pipe Pile

Painting steel pile and steel pipe pile is not measured for payment.

559.05BASIS OF PAYMENT

The Department will not pay for: • Furnishing or driving falsework pile. • Pile driven out of place and not accepted. • Defective pile, or pile damaged in handling or driving. • Forming holes. • Lengths of pile cut off according to Subsection 559.02 ; or • Welding temporary plates, removing the plates, and grinding the welds smooth. Include payment for the costs associated with painting steel pile and steel pipe piles and filler concrete in the contract unit price per foot (m) of drive pile. Pile furnished, based on the plan quantities, but not incorporated in the finished structure, is paid for at the contract unit price per foot (m) of furnish pile and becomes the property of the Contractor. Pile furnished and incorporated in the finished structure in addition to plan quantity, is paid for by lump sum agreed price or in accordance with Subsection 109.04.2 . Payment for the completed and accepted quantities is made under the following: Pay Item Pay Unit Drive Pile Foot (m) Dynamic Load Test Each Furnish Pile Pound (kg) Pile Conical Driving Point Each Pile Cutting Shoe Each Pile Drill and Socket Foot (m) Pile Driving Point Each Pile Pre-bore Foot (m) Pile Splice Force Account Re-drive Test Pile Each Re-drive of Service Pile Force Account Static Load Test Each Partial payments for drive pile will be made based on the total quantity as follows: