DRIVEN FOUNDATION PILES 514.02 439 513.05 METHOD OF MEASUREMEN T The Engineer will measure classes of bridge deck repair before concrete placement. The Engineer will not measu re reinforcing steel used to repair existing steel with heavy deck section loss.
513.06 Basis of Payment
The Department will pay for each pay item at the contract unit price per the specified pay unit as follows: Pay Item: Pay Unit:
A.CLASS A BRIDGE DECK REPAIR Square Yard [Square Meter]
B.CLASS B BRIDGE DECK REPAIR Square Yard [Square Meter]
C.CLASS C BRIDGE DECK REPAIR Square Yard [Square Meter] The Department will consider the concrete material, cost of reinforcing steel, sawing, removals, lighting and other incidental items to be included in the contract unit price for Class A Bridge Deck Repairs , Class B Bridge Deck Repairs , and Class C Bridge Deck Repairs . Class A Bridge Deck Repairs and Class B Bridge Deck Repairs will not be measured for payment when Hydrodemolition is used.
514.01 Description
This work consists of providing and driving piles and cutting off or building up foundation piles of the type and dimensions required by the Contract. This work also includes providing test piles, performing load tests, and providing and placing reinforcing steel, c oncrete -filled steel shell piles, and pipe piles. The Department defines piles as steel H -piles, sheet piles, steel shell piles, or precast concrete piles.
514.02 Materials
A.General Provide materials in accordance with the following sections and subsecti on: Material: Section or Subsection Structural Concrete 509 Reinforcing Steel for Structures 511 Structural Steel 724 Steel Castings 725.02
514.03 Driven Foundation Piles
440 Material: Section or Subsection Paint 512
B.Steel Piles Provide structural steel in accordance with AASHTO M 270, Grade 50 (ASTM A709) for steel piling. Apply primer coat of the IZ -E-U or OZ -E-U paint system in accordance with Section 512 “Painting” and Section 730 “Paint for Structural Steel” to exposed prime piles as shown on the Plans before driving when exposed steel piles or steel pile shell piles extend above the ground or water surface and are left exposed in the finished structure (i.e. pile bents). Apply remaining coats of three coat paint system to accessible surfaces the after driving. Recoat splices and damaged areas above the water or ground surface. Cure paint as required by the Contract before driving.
C.Steel Shell Piles Provide Class AA concrete for steel shell piles. Provid e steel shells greater than or equal to the thickness required by the Contract. If necessary, provide shells of greater thickness to provide sufficient strength and rigidity to permit driving with the equipment selected for use without damage, and to prev ent distortion caused by soil pressures or from driving adjacent piles. Provide watertight shells to exclude water while placing concrete. Obtain the Engineer’s approval for alternate shell designs before furnishing.
D.Precast Concrete Piles Provide Clas s P concrete with a Department approved corrosion -inhibiting admixture for precast prestressed concrete piles.
E.Steel Sheet Piling Provide steel sheet piling in accordance with Subsection 724.01, “Structural Steel” and Subsection 514.02.B, “Steel Piles. ” for permanent applications. Used steel may be used for applications using temporary sheet piling, provided that it is in good condition as determined by the Engineer.
514.03 Equip Ment
A.Approval of Pile Driving Equipment Provide equipment that drives permanent piles to the depths shown on the Plans without causing damage. Provide a pile driving hammer to drive piles to the tip elevations and achieve the ultimate pile capacity wit hout exceeding driving stresses, in accordance with Subsection 514.03.A.(2), “Wave Equation.” The Engineer will evaluate the pile driving equipment within 14 calendar days of receiving the information. The Enginee r will base approval of pile driving equipment on a wave equation analysis if: Dynamic load testing is required by the Contract, Ultimate pile capacities exceed 270 ton [2,400 kN], Using precast or prestressed concrete piles, or DRIVEN FOUNDATION PILES 514.03 441 The Contract requires the w ave equation analysis. If not using the wave equation analysis, the Engineer will base approval on the minimum hammer energy in SECTION 514.03.A.(3) , “Minimum Hammer Energy.” Regardless of the Engineer’s approval, drive piles to the bearing and tip elevations required by the Contract without causing damage. Resubmit the revised data for approval to modify or replace the proposed equipment. The Engineer will review the revised data within 14 calendar days. The Engi neer will not grant a contract time extension based on the time required for submission, review, and approval.
1.Equipment Submittal Submit a wave equation analysis performed by a pile specialty consultant if the Contract requires. If the Contract does not specify either the dynamic load testing or wave equation analysis, the Engineer will perform the wave equation analysis when necessary. Submit the following pile driving equipment information to the Engineer at least 30 calendar days before driving the piles:
a.General Project and structure identification, Pile driving contractor or subcontractor, Auxiliary methods of installation, and Type and use of the equipment.
b.Hammer Manufacturer, Model, Type, Serial number, Rated energy (provide specific energy rates at specific lengths of stroke), and Modifications. For diesel hammers, include charts specified in Subsection 514.03.B.1, “Diesel Hammers.”
c.Capblock (Hammer Cushion) Material, Thickness, Area, Modulus of elasticity (E), and Coefficient of restitution (e).
d.Pile Cap Helmet weight, Bonnet weight, Anvil block weight, and Drivehead weight .
514.03 Driven Foundation Piles
442 (e) Pile Cushion Cushion material, Thickness, Area, Modulus of elasticity (E), and Coefficient of restitution (e).
f.Pile Pile type, Length (in leads), Weight/foot [mass/meter], Wall thickness, Taper, Cross -sectional area, Ultimate pile capacity, Description of splice, and Tip treatment description. For wave equation analysis only provide information about the following: Capblock, Pile cap, and Pile cushion.
2.Wave Equation Use the hammer efficiencies shown in Table 514:1 for wave equation analys es. Table 514:1 Hammer Efficiencies Hammer type Efficiency (%) Diesel 72 Air or steam Single acting 67 Double acting 50 Gravity hammer 95 The Engineer requires from 3 hammer blows to 10 hammer blows per 1 in [25 mm] indicated by the wave equation at the ultimate pile capacity. Ensure the pile stresses resulting from the wave equation analysis do not exceed the points of impending damage, defined as follows for steel and concrete piles:
a.Steel Piles Limit the compressive driving stress to 90 percent of the yield stress of the pile material. DRIVEN FOUNDATION PILES 514.03 443 (b) Concrete Piles Limit the tensile and compressive driving stresses in accordance with the following equations: caf EPVTS EPVf CSc85.0 where TS = Tensile Driving Stress (psi [Mpa]), CS = Compressive Driving Stress (psi [Mpa]), EPV = Effective prestress value (psi [Mpa]), cf = Specified 28 -day compressive strength of concrete (psi [Mpa]), and a = 3.0 [0.25].
3.Minimum Hammer Energy Provide driving equipment with enough energy, as rated by the manufacturer, to drive piles at a penetration rate of 120 blows per 1 ft [300 mm] at the Contract required ultimate pile capacity. If not using t he wave equation, use 514.04.E(2) , “Gates Equation .” to determine the minimum hammer energy needed to drive the pile to the required Factored Axial Resistance.
B.Pile Hammers
1.Diesel Hammers
a.Open -End Diesel Hammers Equip open -end (single acting) diesel hammers with a device, such as rings on the ram or a scale (jump stick) extending above the ram cylinder, that allows visual determination of hammer stroke. Submit a chart from the hammer manufacturer e quating stroke and blows per minute for the proposed hammer. The Engineer may approve a speed versus stroke calibration.
b.Closed -End Diesel Hammers Provide a hammer that attains cylinder lift at the maximum energy -bounce chamber pressure relationship i n the hammer specifications. Submit a chart calibrated to actual hammer performance within 90 calendar days. Ensure the chart equates bounce chamber pressure to either equivalent energy or stroke for the hammer to be used. Equip hammers with a dial gaug e, readable at ground level, to measure pressure in the bounce chamber. Calibrate the dial gauge to allow for losses in the gauge hose. To verify the dial gauge accuracy during driving, ensure cylinder lift occurs when bounce chamber pressure matches the maximum energy specified in the hammer specifications.
514.03 Driven Foun Dation Piles
444 (2) Air or Steam Hammers Provide plant and equipment for steam and air hammers that maintain the volume and pressure specified by the hammer manufacturer. Equip the hammer with accurate and accessible pressure gauges. Provide a hammer with striking parts that weigh at least one third of the combined weight of the driving head and pile and totals at least 2,750 lb [1,250 kg].
3.Gravity Hammers Do not use a gravity hammer to drive concrete piles or pi les with a Contract required ultimate capacity of more than 30 ton [267 kN]. Provide a hammer with a ram weighing from 2,000 lb to 3,500 lb [900kg to 1,600 kg]. Limit the drop height to 13 ft [4 m]. Ensure the ram weight exceeds the combined weight of th e drive head and pile. Provide hammer guides to ensure concentric impact on the drive head.
4.Non -Impact Hammers Submit a written proposal to the Engineer for approval to use non -impact hammers.
5.Additional Equipment or Methods If using a hammer, in accordance with the minimum above requirements, does not obtain the required penetration, the Engineer may require the Contractor to provide a hammer of greater energy or, when allowed, resort to supplemental methods. Obtain the Engineer’s approval for sup plemental methods.
C.Driving Appurtenances
1.Hammer Cushion Equip impact pile driving equipment, except gravity hammers, with a hammer cushion thick enough to prevent damage to the hammer or pile and ensure uniform driving. Make hammer cushions from dur able, manufactured material in accordance with the manufacturer’s recommendations. The Department will not allow the use of wood, wire rope, or asbestos hammer cushions. Place a striker plate as recommended by the manufacturer on the hammer cushion to en sure uniform compression of the cushion material. Inspect the hammer cushion in the Engineer’s presence when beginning pile driving at each structure or after each 100 hr of pile driving, whichever is less. Replace the cushion if the thickness reduces by more than 25 percent of the original cushion thickness.
2.Pile Drive Head For impact hammers, provide drive heads that distribute the hammer blow to the pile head. Align the drive head axially with the hammer and pile. Ensure the leads guide the drive head. Ensure that the drive head does not free -swing. Fit the drive head around the pile head to prevent torsional force transfers during driving. Maintain proper alignment of hammer and pile. Squarely cut steel piling heads. Using a drive head, hold the longitudinal axis of the pile in line with the hammer axis. DRIVEN FOUNDATION PILES 514.03 445 Make the pile head for precast and prestressed concrete piles perpendicular to the longitudinal axis of the pile to prevent eccentric impacts from the drive head. Provide driving heads, mandre ls, or other devices in accordance with the manufacturer’s recommendations to prevent damaging special types of piles.
3.Pile Cushion Provide a new pile cushion for each concrete pile to prevent damage during driving. Ensure that pile cushions distribut e the hammer blow throughout the cross -section of the pile. If using plywood, place at least 4 in [100 mm] of plywood before driving. Replace the pile cushion if driving burns or compresses the cushion by more than one -half the original thickness.
4.Leads Support the piles in line while driving, and position the piles with leads that allow the hammer to move freely. Maintain hammer and pile axial alignment to ensure concentric impact. Provide leads that do not require a follower and allow proper alignm ent of battered piles.
5.Followers Obtain written approval from the Engineer before using a follower. Drive the full length of the first pile in each bent or substructure unit, and every subsequent tenth pile without a follower to verify that adequate pi le length develops the Contract required ultimate pile capacity. Provide a follower that drives the piles to the Contract required penetration and length. Maintain the alignment of the follower and pile during driving. Check the final position and alignme nt of the first two piles installed with followers in each substructure unit. Verify that the piles are within location tolerances before installing additional piles.
6.Jetting Obtain written approval from the Engineer before using jetting. Determine th e number of jets and the volume and water pressure at the jet nozzles that freely erodes the material adjacent to the pile without affecting the lateral stability of the final in -place pile if jetting is not indicated but the Engineer approves jetting in w riting. Repair damage caused by jetting at no additional cost to the Department. If required by the Contract, provide jetting equipment that delivers a consistent pressure of at least 100 psi [0.7 MPa] at two ¾ in [20 mm] jet nozzles. Maintain the latera l stability of the final in-place pile. Remove jet pipes when the pile tip reaches at least 5 ft [1.5 m] above the prescribed tip elevation. Drive the pile to the Contract required ultimate pile capacity with an impact hammer. Control, treat, and dispose of jet water in an approved manner.
514.04 Driven Foundation Piles
446 514.04 CONSTRUCTION METHODS
A.Manufacture of Piles
1.Precast Concrete Piles
a.Forms Complete formwork in accordance with Section 502, “Forms, Falsework, and Temporary Works,” and Section 503, “Prestressed Concrete Bridge Members. ” Provide access for vibration and consolidation of the concrete in the forms.
b.Casting Cast concrete in accordance with Section 509, “Structural Conc rete, ” and Section 511, “Reinforcing Steel for Structures.” Place the concrete so it binds with the reinforcement. Avoid the formation of “stone pockets,” honeycombs, or other defects. Continuously place and compact the concret e. Overfill the forms, screed off surplus concrete, and finish the top surfaces to an even texture.
c.Finish Finish exposed portions of piling as required by the Contract. Do not finish other piling, unless otherwise required by the Contract.
d.Curing and Protection Cure concrete piles in accordance with Section 509, “Structural Concrete.” When the piles set, remove the forms. Stack the piles in a curing pile and separate them with wood spacing blocks. Allow the piles to ag e at least 21 days before driving. In cold weather allow piles to cure longer as directed by the Engineer. Cure concrete piles for use in high chloride or sulfate soils for at least 30 days before driving. Protect concrete from freezing until the compres sive strength reaches at least 80 percent of the 28 -day compressive strength required by the Contract.
e.Prestressing Prestress concrete piles in accordance with Section 503, “Prestressed Concrete Bridge Members.”
f.Storage a nd Handling Avoid damage to piles when removing forms, and when curing, storing, transporting, and handling precast concrete piles. Transport and handle concrete piles in accordance with AASHTO Standard Specifications for Highway Bridges and Subsection 503.4.G, “Storage, Inspection, and Transportation.” Suspend piles at the minimum number of points indicated when raising a concrete pile. If suspension points are not illustrated in the Plans, provide the Engineer with the location of DRIVEN FOUNDATION PILES 514.04 447 proposed lifting points for the various lengths required for the project. For a three -point pickup, use ropes or cables supported over pulleys to equalize the supporting forces. Place stored piles on skids made of timber or other suitable materials. At a minimum, place the skids at the pick -up points. The Engineer will reject cracked or damaged piles.
2.Cast -in-Place Concrete Piles
a.Inspection of Metal Shells Provide light for the inspection before placing concrete in the driven shell s.
b.Placing Concrete Place concrete after driving within a radius of 16 ft [5 m], or halt driving until the pile concrete within that radius cures for at least 5 days. Provide dense, homogenous concrete for cast -in-place piles. Continuously place concrete for each pile. Direct the flow of concrete down the center of the pile to consolidate the concrete by impact. Vibrate concrete from at least 5 ft [1.5 m] below the ground surface to the top of the cast -in-place pile. Remove accumulated water be fore placing concrete. Cut back the top surface to remove laitance and to expose aggregate in accordance with Subsection 509.04.D.2, “Bonding ” after the concrete hardens.
B.Working Drawings for Sheet Piling Provide working drawings and design calculations for permanent steel sheet piling walls and temporary sheet piling walls. Submit drawings in accordance with Subsection 105.02, “Plans and Working Drawings, ” and include the fol lowing: Existing ground elevations and soil properties. Design calculations proving that the design satisfies the AASHTO LRFD Specification design parameters including global stability and soil analysis; Details of elements required for the construction of the system, including complete material specifications; Show the sequence of construction.
C.Preparation for Driving
1.Site Work
a.Excavation Drive piles after excavating. Remove material forced up between the piles to the elevation shown on the Pla ns before placing concrete for the foundation.
b.Pilot Holes Used to Facilitate Driving Prebore holes at pile locations to the depths required by the Contract if the Contract requires the use of pilot holes. Seat installed piles into the end -bearing str ata.
514.04 Driven Foundation Piles
448 Use Engineer approved methods to make pilot holes smaller than the diameter or diagonal of the pile cross -section unless otherwise indicated on the plans. Ensure the holes allow penetration of the pile to the Contract required depth. Increase the ho le diameter to the smallest functional dimension if subsurface obstructions appear. When indicated, prebore and encase abutment piling. After driving encase the top 4 ft [1.2 M] of abutment piling and fill with Class A concrete. Fill the remaining porti on of the hole with Class A concrete, sand or other approved materials as specified in the Contract and as approved by the Engineer. Unless otherwise required by the Contract, do not use a spud or punch. The Department defines a spud as a short, strong d riven member, removed to make a hole for inserting a pile. Dispose of drilling material as approved by the Engineer. The Department may require temporary or permanent casings for preboring, even not specifically shown on the Plans. The Department will no t separately measure temporary or permanent casings for preboring for payment. Protect the carrying capacity of piles and adjacent structures. If preboring disturbs the load -carrying capacities of previously installed piles or structures, restore the ulti mate capacity of piles and structures as required by the Contract.
c.Predrilled Holes in Embankments Prebore or spud through embankment before pile driving if the depth of a new embankment reaches more than 6 ft [2 m]. Make the hole diameter at least 6 in [150 mm] larger than the greatest dimension of the pile cross -section. After driving the pile, fill the space around the pile with dry sand or pea gravel except abutment piling fill with Class A concrete as noted above. Dispose of drilling materia l as approved by the Engineer.
2.Preparation of Piling Square up pile heads before driving and further prepare piles as follows:
a.Pointing Point steel piles as the Contract requires. Weld in accordance with Section 724, “St ructural Steel.” The Engineer will not require the use of a low -stress stencil to create permanent identification marks adjacent to the welds. Obtain approval from the Engineer if substituting pile shoes for pointing steel piles or using them during hard driving.
b.Pile Shoes Make pile shoes from cast steel in accordance with Subsection 725.02, “Steel Castings,” and use them at the Contract required locations. Weld to the pile in accordance with Section 724, “Structural Steel.” The Engineer will not require the use of a low -stress stencil to create permanent identification marks adjacent to the welds. DRIVEN FOUNDATION PILES 514.04 449 D. Driving
1.General Drive piling to point bearing on solid foundatio n material at the elevation shown on the Plans. Continue driving to obtain the Contract required ultimate capacity. Drive abutment pile through compacted fill. If shown on the Plans, do not drive piling for abutments until the removal of embankment surc harge. Splice piles that do not obtain the ultimate capacity at the length shown on the Plans. Drive with an impact hammer to reach the specified ultimate pile capacity. Ensure the expected driving energy of the hammer and other driving equipment is mai ntained for each pile throughout driving. If using the wave equation to determine bearing resistance, the Department considers penetration when the wave equation resistance criterion is achieved within 5 ft [1.5 m] of the tip elevation shown on the Plans. Drive piles that do not achieve the Contract required resistance within these limits to the penetration determined by the Engineer. Place individual piles in groups, starting from the center and proceeding outward in both directions, or starting at the ou tside row and proceeding progressively across the group. Redrive piles that move more than ¼ in [6 mm] upward during the driving of adjacent piles. Make the heads of piles perpendicular to the longitudinal axis of the pile. When pile driving, do not dama ge the completed work.
2.Test Piles The Engineer’s order list will include the pile lengths anticipated for the finished structure. Increase the Contract required pile lengths to suit operational methods at no additional cost to the Department. Provide and drive test piles to the lengths, locations, and depths indicated or as directed by the Engineer. When the Contract requires m ake test piles longer than the estimated length of permanent piles to provide for varying soil conditions. Prepare for driving in accordance with Subsection 514.04.C, “Preparation for Driving.” Drive test piles with the same equipment to be used for permanent piles. Drive test piles to the Contract required ultimate capacity at the estimate d tip elevation. Allow test piles that do not attain the ultimate capacity at 12 in [300 mm] above the estimated tip elevation to “set up” for 24 hr before redriving. Warm the hammer before redriving by applying at least 20 blows to another pile. If red riving does not achieve the ultimate capacity required by the Contract, drive at least a portion of the remaining test pile length, and repeat the “set up” and redrive procedure. Splice and continue driving to obtain the Contract required ultimate pile capacity. Ensure test piles to be used for the completed structure meet the Plan requirements as determined by the Engineer Contract. Remove test piles not incorporated in the completed structure to at least 2 ft [0.5 m] below finished grade.
514.04 Driven Foundation Piles
450 (3) Accuracy o f Driving Drive piles so the axial alignment falls within 1:50 from the vertical or the batter required by the Contract. Keep the top of the pile horizontal within 2 in [50 mm] of the location shown on the Plans for bent caps and within 6 in [150 mm] of t he location shown on the Plans for piles capped below finished ground. Place final pile at least 4 in [100 mm] away from cap faces. The Engineer will halt driving to check the pile alignment. If the Engineer cannot internally inspect piles after installa tion, check the alignment before driving the final 6 ft [2 m]. The Department will not allow laterally pulling piles, splicing to correct misalignment, or splicing a properly aligned section on a misaligned pile. Correct piles that have been: Driven impro perly, Driven out of the location shown on the Plans, Misaligned, or Driven below the Contract required cut off elevation. Replace damaged piles. Obtain approval from the Engineer for the proposed correcting or repairing methods for deficiencies.
4.Stee l Piles Provide steel piles with the fewest splices possible, in accordance with Table 514:2 . Table 514:2 Steel Pile Splices Plan length, ft [m] Maximum number of splices allowed to make plan length (per pile) 0 – 40 [0 – 12] 1 ≥40 – 80 [≥12 – 24] 2 ≥80 [≥24] 3 Table 514:2 does not limit the number of splices in extensions. Use cut -off lengths of steel piles for extensions. Protect the piles from dirt and damage during loading, transporting, unloading, storing, and handling. Ensure piles do not exc eed the camber and sweep of mill tolerance. The Department considers damaged steel piles unsatisfactory unless the bearing capacity equals 100 percent of the Contract required ultimate capacity determined by load tests. Perform load tests at no additiona l cost to the Department.
5.Prestressed Concrete Piles Support concrete piles at the points shown on the Plans or at quarter points during moving operations. Do not bend the pile or break the edges when raising or transporting concrete piles. DRIVEN FOUNDATION PILES 514.04 451 Use a pile cushion to protect the concrete pile heads in accordance with Subsection 514.03.C.3, “Pile Cushion.” The Engineer will not accept concrete piles with visible defects that will affect strength or long term performa nce.
6.Concrete Filled Pipe or Steel Shell Piles Provide and handle steel shells or pipes in accordance with Subsection 514.04. D(5), “Prestressed Concrete Piles.” Place cutting shoes for shells or pipes inside or outside the shell. Use high -carbon structural steel with a machined ledge for shell bearing or cast steel with a ledge designed for attachment with a simple weld. Provide for inspection and concrete placement of cast -in-place concrete piles in accordance with Subsection 514.04.A(2) , “Cast -in-Place Concrete Piles.” The Department will not allow driving a pile shell or pipe after filling with concrete. Replace broken, bent, or kinked shells.
7.Steel Sheet Piling W alls
a.Permanent Steel Sheet Piling Walls Drive and cut off steel sheet piling at the pile tip elevation shown on the Plans and in accordance with Subsection 514.04.D, “Driving.” Brace the steel sheet piling with waling strips when specified in the plans. If the Plans require painting, paint in accordance with Section 512, “Painting” using a Category “N” paint system.
b.Temporary Sheet Piling Provide temporary steel sheet piling when shown on the Plans or as needed for phased construction. Remove and dispose of temporary steel sheet piling when no longer needed.
E.Determination of Bearing Capacity
1.General Use the Gates Equation 514.04.E(2) to d etermine the bearing resistance of the in -place pile, unless the wave equation is required by the Contract. If required, use dynamic or static load tests to verify bearing resistance of piles.
2.Gates Equation 514.04.E(2). The hammer has a free fall (gr avity and single acting hammers), The head of the pile is without damages, Penetration is quick and uniform, There is no appreciable rebound of the hammer, and A follower is not used. Use the following formula (Gates Equation) to determine the axial load r esistance of the driven piles: Axial Load Resistance = Φ[(0.875*√(E)*log 10(10N)) -50] Where:
514.04 Driven Foun Dation Piles
452 Φ = Resistance Factor of 0.4 E = Energy produced by the hammer per blow in foot -pounds. For gravity and single acting diesel hammers, the value is based on the ac tual ram stroke observed in the field and measured in feet multiplied by the ram weight in pounds. N = Average number of hammer blows per inch of pile penetration for the last 10 to 20 blows delivered to the pile head. The above formula is only applicable when: The pile driving hammer has a free fall (Gravity and Single Acting Hammers only). The head of the pile is not broomed, crushed or otherwise damaged. The penetration is quick and uniform. There is no appreciable rebound of the hammer, and A follower is not used. The number of blows per inch of pile penetration may be measured either during initial driving or by re -driving with a warm hammer operated at full energy after a pile set period, as determined by the Engineer. If water jets are used in connec tion with the driving, determine the axial load resistance by the formula shown only after the jets have been withdrawn.
3.Wave Equation Method Use the soil, pile, and drive equipment properties to determine bearing resistance required by the Contract fo r wave equation analysis. Reduce bearing resistance to 80 percent of its calculated value, except when wave equation analysis was calibrated to the results of a dynamic pile test. Apply safety factors to bearing resistances calculated by the wave equatio n as the Contract requires.
4.Dynamic Load Tests Provide a qualified pile specialty consultant with at least 3 years experience in dynamic load -testing and analysis to perform the dynamic load test, the Signal Matching Analysis (SMA) or Case Pile Wave An alysis Program (CAPWAP), and the wave equation analysis, including the initial wave analysis for the equipment listed on the submittal. Submit the specialty consultant’s resume for approval by the Engineer. Place the shelter within 50 ft [15 m] of the tes t location. Provide a floor at least 65 ft² [6 m²] and a ceiling at least 6½ ft [2 m] high. Maintain the inside temperature from 50 °F to 100 °F [10 °C to 38 °C]. Provide equipment and perform dynamic load tests in accordance with ASTM D 4945 and under the Engineer’s supervision. Place dynamic load test piles horizontally and away from other piles. Drill holes for mounting instruments near the pile head. Mount the instruments and measure the wave speed. Place the DRIVEN FOUNDATION PILES 514.04 453 designated pile in the leads. Provide safe access for attachment of measuring equipment to the pile. Provide an electrical power supply for the test equipment. If using field generators, provide meters to monitor power voltage and frequency. Perform dynamic load tests on Engineer selected pil es. Perform a SMA or CAPWAP at the end of driving on the first test pile at pile -supported elements to adjust the assumed driving parameters. Wait for SMA or CAPWAP results and adjustments before driving the remaining piles. Attach the SMA or CAPWAP ins trument, and start collecting data before driving the last section of pile. Drive the pile deep enough so the dynamic test equipment indicates achievement of the contract required ultimate pile capacity. Maintain stresses in the pile below the values spe cified in Subsection 514.03.A.2, “Wave Equation,” by reducing the driving energy. Reduce the driving energy using additional cushions, or reduce the energy output of the hammer. If non -axial driving is indicated, immediately realign the driving system. Do not redrive piles into bedrock after reaching plan bearing capacity and specified tip elevation. For piles not driven in bedrock, redrive each dynamic load test pile with instrumentation attached at least 24 hr after the initial driving. Warm the hammer before redriving by applying at least 20 blows to another pile. Redrive the dynamic load test pile to a maximum penetration of 6 in [150 mm] or a maximum of 50 blows, whichever occurs first. Use SMA or CAPWAP to verify the assumptions used in the initially submitted wave equation analysis in accordance with Subsection 514.03.A, “Approval of Pile Driving Equipment.” Analyze one blow from the original driving and one blow from the redriving for each test pile. Perform additional wave equation analyses with adjustments based on the SMA or CAPWAP results. Provide a graph showing blow count versus ultimate capacity. For open -ended diesel hammers, provide a graph of the blow coun t versus stroke for the ultimate capacity. Provide the driving stresses, transferred energy, and pile capacity as a function of depth for each dynamic load test. Based on the results of the dynamic load -testing, SMA or CAPWAP analyses, and wave equation analysis, the Engineer may approve the order list, production driving criteria, and provide the required cut -off elevations, or specify additional pile penetration and testing. The Engineer will provide information within 7 calendar days after receiving th e order list and specified test data for the driven test piles. Submit a complete driving record for each pile to the Engineer within 2 weeks of the completion of the pile load tests for review by the Department’s Bridge Division.
5.Static Load Tests Use the quick load compression test method for static load tests in accordance with ASTM D 1143 when the Contract requires static load tests. Submit drawings of the proposed loading apparatus for approval in accordance with the following:
514.04 Driven Foundation Piles
454 Provide a loading s ystem that applies 150 percent of the ultimate pile capacity or 1,000 ton [9,000 kN], whichever is less. Construct the apparatus to gradually place increments of load without vibrating the test pile. Drive tension piles at the location of permanent piles. The Department will not allow the use of tapered piles in their permanent locations as tension piles. Take the test to plunging failure or to the capacity of the loading system. The Department defines the safe axial pile loads as 50 percent of the failure load. The Department defines failure pile load as the load that produces a settlement at pile head failure in accordance with the following equations: For piles with diameters or diagonal widths 24 in [600 mm] or less, ) 008.0( D aSSf For pi les with diameters or diagonal widths greater than 24 in [600 mm], 30DS Sf where fS = Settlement at failure (in [mm]), D = Pile diameter or diagonal width (in [mm]), S = Elastic deformation of total unsupported pile length (in [mm]), and a = 0.15 [3.8] Determine top elevation of the test pile immediately after driving and before load testing to check for heave. Wait at least 3 calendar days after driving an a nchor or the load test piles before starting the load test. Before testing, redrive or jack to the original elevation those piles that heave more than ¼ in [6 mm]. Remove test or anchor piling not included in the finished structure after static testing. Remove the excess piling to at least 2 ft [0.6 m] below the bottom of the footing or the finished ground elevation. Based on the results of the static load -testing, the Engineer may approve the order list and production driving equipment and provide the re quired cut -off elevations or specify additional tests. The Engineer will provide this information within 7 calendar days of receiving the order list and Contract required test data for the test piles driven.
F.Splices Align and connect pile sections so t hat the spliced pile has a straight axis. DRIVEN FOUNDATION PILES 514.04 455 (1) Steel Piles Submit a welder certification for each welder. Use welders certified for structural welding in accordance with Section 724, “Structural Steel.” The Engineer will not req uire the use of a low-stress stencil to create permanent identification marks adjacent to the welds. Make steel weld splices smooth, uniform, and free from detrimental material before welding a surface. The Engineer will allow oxygen cutting and carbon -arc gouging, chipping, or grinding for joint preparation. Weld in accordance with ANSI/AASHTO/AWS D1.5, Bridge Welding Code except for inspection requirements. Weld the entire pile cross -section using prequalified AWS groove weld butt joints. Use the arc m ethod of welding for splicing. Perform welding to remove visual evidence of cracks, lack of fusion, undercutting, excessive piping, porosity, or inadequate size. Alternatively, use approved cast steel splicers or manufactured splices in place of full pen etration groove butt welds. Ensure splices for steel shell piles are watertight.
2.Concrete Pile Splices and Extensions
a.General Do not splice concrete piles. Extend concrete piles after driving. Do not drive extended concrete piles.
b.Prestres sed Piles Submit drawings of proposed extensions for the Engineer’s approval. Use dowels or other mechanical means to splice precast concrete or precast, prestressed concrete piles. Ensure the splice develops strengths in compression, tension, and bending at least as strong as the pile. Include reinforcing steel bars in the pile head for splicing to the extension bars.
G.Pile Cutoffs Cut off the tops of permanent piles and pile casings at the elevations shown on the Plans. Cut embedded piles clea n and straight, parallel to the bottom face of the structural member. Prevent section loss in the final cut -off elevation. Prevent damage to holes required for lifting or pile testing. Dispose of cut -off piling lengths.
H.Defective Piles Correct piles d riven beyond the Contract required limits and piles with defects. Approved methods of correction include at least one of the following: Use pile at a reduced capacity, Install additional piles, Repair damaged piles, Replace damaged piles. Do not force dis placed piles into the position shown on the Plans. Provide remedial materials and work at no additional cost to the Department. The Engineer will accept piles with a reduced capacity
514.05 Driven Foundation Piles
456 and with no other remedial work at a reduced price in accordance with Subsection 105.03, “Conformity with Plans and Specifications.”
514.05 Method of Measuremen T
A.General For pay items, Piles, Furnished and Piles, Driven , the Engineer will measure individual pile lengths to the nearest hundredth of a foot [meter]. The Engineer will round the overall total for each pile type to the nearest hundredth of a foot [meter]. The Engineer will not measure remedial piling work.
B.Piles, Furnished The Engineer will measure each pile type, provid ed pile lengths, and stockpiled pile lengths required by the Contract as the Piles, Furnished pay item. The Engineer will measure quantities of Piles, Furnished by the total plan length with approved increases for extensions as follows: The Department defi nes the total plan length as the sum of planned pile lengths for a pile type per structure, as shown on the Plans or directed by the Engineer. For concrete piles, the Engineer will add provided extensions that do not exceed the length directed in writing b y the Engineer. For steel piles, the Piles, Furnished quantity will equal the Piles, Driven quantity if the as -built Piles, Driven quantity exceeds the total plan length for the structure.
C.Piles, Driven The Engineer will measure the length of piles driv en as Piles, Driven .
D.Splices for Steel Piling The Department will not measure steel piling splices required to achieve plan length and allowed by Table 514:2 for payment. The Department will include the cost of all splice s required to achieve plan length and allowed by Table 514:2 in the unit price bid for piles, driven . One steel piling splice on an individual pile will be measured for payment for piling extensions beyond plan length. Meet the following conditions before the Department measures the steel piling splice for payment: The plan length on an individual pile has been driven, The required bearing capacity for an individual pile has not been achieved at the plan length, and The splice is produced after condition 1 and 2 have been met.
E.Pilot Holes The Department will measure preboring for pilot holes, when specified on the Plans or in the Contract, by the linear foot [meter] from the top of existing groundline, at the center of th e pilot hole, to the final point elevation of the hole, as defined in the Plans, to a specified point elevation, designated minimum penetration into specified soil/rock classifications, or as authorized by the DRIVEN FOUNDATION PILES 514.06 457 Engineer. The Department will not measure add itional length resulting from temporary earthen fills placed by the Contractor or unapproved additional depth of the pilot hole for payment. The Department will not separately measure or pay for pilot holes required for the Contractor’s convenience. Incl ude the cost of pilot holes required for the Contractor’s convenience in the contract unit bid price for other items in the Contract. The Department will not separately measure or pay for temporary or permanent casings for pilot holes. Include the cost fo r temporary or permanent casings for pilot holes in the contract unit bid price for other items in the Contract.
514.06 Basis of Payment
The Department will pay for each pay item at the contract unit price per the specified pay unit as follows: Pay Item: Pay Unit:
A.PILES, FURNISHED Linear Foot [Meter]
B.PILES, DRIVEN Linear Foot [Meter]
C.TEST PILES, FURNISHED Linear Foot [Meter]
D.TEST PILES, DRIVEN Linear Foot [Meter]
E.PILE LOAD TEST (STATIC) Each
F.PILE LOAD TEST (DYNAMIC) Each
G.METAL PILE SHOES Each
H.SHEET PILING, FURNISHED Square Yard [Square Meter]
I.SHEET PILING, DRIVEN Square Yard [Square Meter]
J.TEMPORARY SHEET PILING Square Yard [Square Meter] or Lump Sum
K.PILOT HOLES Linear Foot [Meter]
L.PILE SPLICE (NON -BIDDABLE) Each
M.PERMANENT SHEET PILING Square Yard [Square Meter] Include the cost of providing and delivering piles, including steel shells for cast -in-place driven piles, to the Project, and providing and placing concrete and reinforcing steel for cast -in-place concrete piles in the contract unit price for Piles, Furnished . Include the cost of driving and cutting off piles in the contract unit price for Piles, Driven . Include the cost of load tests in the contract unit price for the relevant pi le load test pay item. The Department will not pay additionally for increased footing dimensions due to out -of-position piles. Table 514:3 Compensation Rate Per Splice Piling Size, in [mm] Rate Per Splice
515.03 Penetrating Water Repellent Treatment
458 Table 514:3 Compensation Rate Per Splice Piling Size, in [mm] Rate Per Splice Steel H -Pile $500 Steel Pipe Pile $600 Concrete Pile Build -Up $850 When Temporary Sheet Piling is not specified for payment in the Plans, the Department will consider it incidental and will pay for it in other items of work. The Department considers preboring for Contractor convenience as inc idental to the cost of work, and will not measure it separately for payment. When preboring is required to encase the top 4 ft [1.2 M] of piling or when pilot holes are required, the Department will consider the cost of Excavation, Forms, Class A Concrete , sand fill (if used), and Welded Wire Fabric Reinforcing Steel for Steel Pile Encasements to be included in the contract unit price of PILES, DRIVEN. SECTION 515 PENETRATING WATER REPELLENT TREATMENT
515.01 Description
This work consists of treating concrete surfaces with a penetrating water repellent treatment solution.
515.02 Materials
Provide penetrating water repellent treatment solution in accordance with Subsection 701.12, “Penetrating Water Repellent for Treatment of Concrete Surfaces.”
515.03 Equipment
A.General Provide equipment in accordance with Subsection 108.06, “Methods and Eq uipment,” and the treatment solution manufacturer’s recommendations.
B.Surface Preparation Use at least one of the following types of equipment for surface preparation:
1.Sand -Blasting Provide a compressed air pressure sand -blaster to clean concrete sur faces as required by the Contract.
2.Shot -Blasting Provide a portable machine that uses a recyclable steel shot blast technique to clean horizontal concrete surfaces.
Source: Oklahoma Standard Specifications for Highway Construction, 2019 Edition. Pages 453–471 of 935.