SECTION 501: DRIVEN PILES
501.1 Description
The Work consists of providing a nd driving piles, including spl icing additional pile lengths and cut-offs.
501.2 Materials
501.2.1 Standards
The Contractor shall provide Materials in accordance with Table 501.2.1:1, “Applicable Pile Standards.” Table 501.2.1:1 Applicable Pile Standards Material description Standard Structural Steel piles and columns (HP) ASTM A 572, Grade 50 Splice plates for Structural Steel piles AASHTO M 270, Grade 50 Castings for pile shoes ASTM A 148 Steel pipe (longitudinal or continuous spiral welded) piles and columns ASTM A 252, Gr. 3 Backing rings for steel pipe pile splices ASTM A 252, Gr. 3 End plate for closed end pipe piles AASHTO M 270, Grade 50 Portland cement concrete, Class G Section 509, “Portland Cement Concrete Mix Designs.” Precast pre-stressed concrete piles Section 518, “Pre-Stressed Concrete Members.” Paint Section 544, “Protective Coating of New Structural Steel.”
501.2.2 Piles
501.2.2 1 Steel Piles
The Contractor shall use no more than one (1) field splice to m ake steel piles that are from 30 ft to 80 ft long. The Contractor shall use no more tha n two (2) field splices to make steel piles longer than 80 ft. The minimum Acceptable splice l ength is five (5) ft. The Contractor shall not use more than two (2) splices per steel pi le. The Department will not Accept camber and sweep more than the mill tolerance.
501.2.2 2 Continuous Spiral Weld Pipe Piles
The Contractor shall provide l ongitudinal or spiral welded pipe , on the Department’s Approved Products List, with only complete full joint penetrati on welds conforming to the requirements of AWS D1.1 – Structural Welding Code.
501.2.2 3 Pre-cast Pre-stressed Concrete Piles
The Contractor shall manufacture pre-cast pre-stressed concrete piles in accordance with Section 518, “Pre-Stressed Concrete Members.”
501.2.2 4 Pile Splices
The Contractor shall provide Materials in accordance with Table 501.2.1:1, “Applicable Pile Standards.” The Contractor shall use prefabricated splice s only when specified. If the Contract requires additional length due to inadequate bearing, the Contractor shall construct splices in accordance with Section 501.3.6.5, “Splices.” The Contractor shall perform field welding inspection in accord ance with Section 541.3.6.4, “Field Welding.”
501.2.3 Submittals
The Contractor shall submit the following to the Project Manage r: 1. Three (3) certified copies of mill test reports (MTR) for th e following: 1.1. Structural Steel piles; 1.2. Pile columns; 1.3. Steel pipe piles and pipe pile columns; 1.4. Splice plates; 1.5. Backing rings; 1.6. End plates; and 1.7. Pile shoes; Indicate heat numbers on test reports and on each pile provided . 2. Welder Certification in accor dance with Section 541, “Steel Structures,” sufficient for welding field splices and end plates; 3. Class G concrete mix design approved by the State Concrete E ngineer in accordance with Section 509, “Port land Cement Concrete Mix Desi gns;” 4. Pre-cast pre-stressed concrete piles certification and testi ng in accordance with Section 518, “Pre-Stressed Concrete Members;" and 5. Paint certification in acco rdance with Section 544, “Protect ive Coating of New Structural Steel.”
501.2.3 1 Pile Driving Equipment Submittals
The Contractor shall submit pile driving Equipment information to the Project Manager 30 Days before beginning pile driving. The Contractor shall su bmit the information on the Department’s Pile and Driving Equipment Data Form . The Contractor shall provide information required on the form including the following: 1. Pile hammer make, model number, and serial number; 2. Driving head assembly, type, model number, and weight; 3. Hammer cushion, Material, size, and thickness; and 4. Pile cushion, Material, size, and thickness. The Department has fourteen (14) Days to Accept or reject the p roposed pile driving Equipment after the Project Manager receives the Pile and Driving Equipment Data Form . Acceptance will be in accordance with Section 501.3.1.4, “Appro val of Driving System.” If the Department rejects the Equipment, the Contractor shall m odify or replace the pile driving Equipment and revise and resubmit the form. The Depart ment will have seven (7) Section 501: Driven Piles Page 267 Days to Accept or reject the revised Pile and Equipment Data Form . The Contractor shall submit the manufacturer’s chart showing st roke and blows per minute when proposing the use of open-end (single-acting) diese l hammers. The Contractor shall submit a chart equating bounce chamber pre ssure and hose length to either equivalent energy or stroke when proposing use of clo sed-end (double-acting) diesel hammers. The Contractor shall specify hose lengths for closed- end hammers. The Contractor shall calibrate the chart to atmospheric pressure ba sed on the Project site elevation to the nearest 1,500 ft elevation. The Contractor shall submit a chart equating the plant operatin g pressure to the equivalent delivered energy of the hammer, including losses in the hose, when proposing the use of double acting or different ial acting air/steam hammers. The Contractor shall calibrate the chart to atmospheric pressure based on the Project site ele vation to the nearest 1,500 ft elevation. The Contractor shall submit a certificate of calibration to the Project Manager for the pressure gauge required for double acting hammers or for delive red energy for hydraulic hammers. The Contractor shall provide certificate of calibrati on from a National Institute of Standards and Technology traceable Laboratory performed no more than six (6) months before use.
501.3 Construction Requirements
501.3.1 Pre-Pile Driving Conference
The Project Manager will hold a Pre-Pile Driving Conference at least seven (7) Days before the anticipated pile drivi ng begins to review the Specif ication requirements and discuss the Contractor’s preparations. The Contractor shall ensure tha t at a minimum the following attend the conference: 1. Pile Driving Superintendent; 2. Pile Driving Inspector; 3. Foundation Engineer of Record (a vailable for consult via tel econference); and 4. Prime Contractor. The recommended agenda is available from the State Geotechnical Engineer.
501.3.2 Equipment
501.3.2 1 Pile Hammers
The Contractor shall use diesel or hydraulic hammers for drivin g piles. The Contractor shall only use gravity hammers w here specified for use in dynam ic testing of drilled shafts.
501.3.2 1.1 Diesel Hammers
The Contractor shall use open-end diesel hammers that allow the Inspector to see the hammer stroke during pile driving operations, unless accompanie d by a saximeter stroke measurement device. The Contractor shall use clos ed-end diesel hammers equipped wit h a bounce chamber pressure gauge, mounted with a hose long enough for the Inspect or to read.
501.3.2 1.2 Hydraulic Hammers
The Contractor shall use hydraulic hammers equipped with a digi tal display of delivered hammer energy for each stroke. The Contractor shall provide ce rtification of hammer energy measurement read-out to the Project Manager.
501.3.2 2 Driving Apparatus
501.3.2 2.1 Hammer Cushion
The Contractor shall equip impact pile driving Equipment (excep t gravity and hydraulic hammers) with hammer cushion Material to prevent damage to the hammer or pile and to ensure uniform driving. The Contractor shall use hammer cushio ns made in accordance with the hammer manufacturer’s guidelines. The Contractor shall not use wood, wire rope, or asbestos hammer cushions. The Contractor shall place a manufac turer-recommended striker plate on the hammer cushion to ensure uniform compression of th e cushion Material.
501.3.2 2.2 Drive Head
The Contractor shall equip impact hammer driven piles with a st eel drive head to distribute the hammer blow. The Contractor shall align the dri ve head axially with the hammer and the pile. The Contractor shall ensure that it is guided by leads and not free-swinging. The Contractor shall use a drive head that fits around the pile head to maintain the proper alignment of the hammer and pile and not transfer the torsional forces during driving. The Contractor shall cut pile heads squarely. The Contractor shall provide a drive head insert to fit the pile type and dimensions, as recommended by the hammer manu facturer. For pre-cast concrete and pre-stressed concrete piles, the Cont ractor shall use a pile head that is perpendicular to the longitudinal axis of the pile to prevent eccentric impacts.
501.3.2 2.3 Pile Cushion
Before driving, the Contractor shall place a plywood pile cushi on that is at least four (4) inches thick on the pile head. Greater thicknesses may be requ ired if the Wave Equation Analysis (per Section 501.3.3.1.1, “Wave Equation Analysis”) or dynamic testing (per Section
501.3.3 1.2, “Dynamic Formula”) determines that the pile compre ssive or tensile stresses are
unacceptable.
501.3.2 2.4 Leads
While being driven, the Contractor shall support piles in line and position with leads. The Contractor shall construct pile driver leads to allow the hamme r free movement while maintaining alignment of the hammer and the pile to ensure conc entric impacts. The Contractor shall not extend the pile section being driven a bove the leads. The Contractor shall embed the leads in the ground or restrain by a rigid brace to maintain alignment. The Contractor shall ensure that the leads are long enough to make a follower unnecessary, and design the leads to permit alignment of batter piles. The Contractor shall use fixed or swinging leads. The Contract or shall fit swinging leads with a pile gate at the bottom. For batter piles, the Contract or shall use a horizontal brace between the crane and the leads. The Contractor shall not use followers. Where required and app roved by the State Geotechnical Engineer, the Contractor shall use an extra length pile with splices (if necessary) and ensure that the leads are of adequate length so that follow ers will not be required. After cut-off, undamaged extra length pile may be re-used as a produc tion pile.
501.3.2 2.6 Templates
The Contractor shall use securely anchored heavy metal template s to maintain pile positions when driving a pile bent.
501.3.2 2.7 Pre-Boring Equipment
The Contractor shall use pre-boring Equipment in accordance wit h Section 501.3.4.2, “Pre-Boring.”
501.3.2 2.8 Inspection Equipment
The Contractor shall provide and use Equipment to illuminate th e entire interior length of pipe piles after they are driven.
501.3.2 3 Minimum Manufacturer’s-Rated Hammer Energy
Unless the Contract specifies a minimum hammer energy, the Cont ractor shall use a manufacturer-rated hammer at or above the appropriate minimum e nergy level corresponding to the required nominal pile capacity in accordance with Table 501.3.2.3:1, “Required Hammer Energy.” Table 501.3.2.3:1 Required Hammer Energy Nominal Pile Capacity (Kips) Minimum Manufacturer’s Rated Hammer Energy (Ft - lb) ≤ 225 45,000 226 – 350 50,000 351 – 400 55,000 401 – 450 60,000 ≥ 451 Wave Equation Analysis required
501.3.2 4 Approval of Driving System
The State Geotechnical Engineer will approve the driving system . The driving system includes the hammer and driving apparatus proposed on the Depar tment’s Pile and Driving Equipment Data Form . Transporting the driving system to the Project site before i t is approved will be done at the Contractor’s risk. The driving system will be approved based on the following: 1. The driving system meets the requirements of Sections 501.3. 2.1, “Pile Hammers,” and 501.3.2.2, “Driving Apparatus;” 2. The manufacturer’s rated hammer energy meets or exceeds the minimum hammer energy requirements established in Section 501.3.2.3, “Minimum Manufacturer’s- Rated Hammer Energy;” Section 501: Driven Piles Page 270 3. The Wave Equation Analysis indicates that the expected drivi ng resistance (required nominal capacity) can be achieved at less than ten (10) blows p er inch; 4. The Wave Equation Analysis indicates that the pile stresses will not exceed the allowable stresses at the expected driving resistance (required ultimate capacity) as indicated in Table 501.3.2.4:1, “Wave Equation Analysis Allowab le Driving Stress;” and 5. When dynamic tests are specified in accordance with Section 504, “Load Testing of Bearing Piles,” Acceptance of the hammer system will be based o n the measured energy transfer efficiency in accordance with Section 501.3.5, “Variations of Approved Driving Systems.” Table 501.3.2.4:1 Wave Equation Analysis Allowable Driving Stress Description Maximum stress a,b Steel piles Compressive stress 90% of yield strength (0.90 F y) Concrete piles Compressive stress 85% of the compressive strengthc minus the effective pre-stress (0.85 F’ c - effective pre-stress) Tensile stress (3 F’c + effective pre-stress) aIf the pile stresses determined by Wave Equation Analysis excee d the allowable stresses, the Department may approve the hammer system if a heavier pile sect ion approved by the State Geotechnical Engineer is substituted. If necessary, the Contra ctor shall provide heavier piles at no additional cost to the Department. bIf the pile stresses determined by Wave Equation Analysis excee d the allowable stresses, the Department may approve the hammer system if additional static o r dynamic testing is performed and verifies that pile driving resistances will produ c e s t r e s s e s i n t h e p i l e w i t h i n Acceptable ranges. The Contractor shall perform additional tes ting at no additional cost to the Department. cCompressive strength at 28 Days.
501.3.3 Driven Pile Capacity
The nominal pile capacity will generally be the required factor ed design resistance of the pile divided by the specified AASHTO LRFD resistance factor, un less specified otherwise. The specified AASHTO resistanc e factor depends on the specified pile testing and the specified method for monitoring the pile capacity. The Contrac tor shall determine resistance factors in accordance with Table 501.3.3:1, “LRFD Resistance Fa ctors for Driven Piles,” unless otherwise specified. Table 501.3.3:1 LRFD Resistance Factors for Driven Piles Test Method Capacity Monitoring Method LRFD Resistance Factor Static load test Wave Equation Analysis 0.8 Dynamic load test Wave Equation Analysis 0.65 None performed Wave Equation Analysis 0.5 None performed Dynamic Formula 0.4 Section 501: Driven Piles Page 271 In some cases, the required nominal pile capacity shown may be higher than the factored pile design resistance divided by the specified LRFD resistance factor. In these cases, the required nominal pile capacity in cludes resistance to be encoun tered penetrating unsuitable layers in addition to the require d factored design resistance d ivided by the specified LRFD resistance factor.
501.3.3 1 Determination of Pile Capacity with Impact Hammer
501.3.3 1.1 Wave Equation Analysis
The State Geotechnical Engineer will determine the nominal pile capacity based on a Wave Equation Analysis. The Contractor shall drive piles to the required resistance bas ed on the operating energy of the hammer. The Pile Driving Acceptance Chart will indicate the resistance criteria. The Contractor shall obtain pile penetration by achieving the W ave Equation resistance criteria in accordance with Section 501.3.6.2, “Minimum Penetra tion Elevation,” and Section 501.3.6.3, “Estimated P enetration Elevation.” If the p redicted pile penetration varies from the Plan length by ± 25% or more, the State Geotechnical E ngineer will perform a revised Wave Equation Analysis in accordance with Section 501.3.5.2, “R evised Wave Equation Analysis.”
501.3.3 1.2 Dynamic Formula
The Contractor shall use the dynamic formula to determine nomin al pile capacity only if specified or approved by the St ate Geotechnical Engineer. The Contractor shall drive piles to the depth necessary to obtain the nominal pile capacity accordi ng to the following equation and in accordance with Section 501.3.6.2, “Minimum Penetration Elevation:” ( 1 ) Where, R n = nominal bearing resistance, (kips) F = a constant that varies with hammer and pile type Air/Steam hammers; all piles F = 1.8 Open ended diesel hammers with concrete F = 1.2 Open ended diesel hammers with steel piles F = 1.6 Closed ended diesel hammers F = 1.2 E = developed energy (ft-kips) N = average penetration resistance in blows per inch for the last four (4) inches of driving
501.3.4 Preparation for Driving
501.3.4 1 Abutment Piles
Unless otherwise shown, and before driving the abutment bearing piles, the Contractor shall place and compact the approach Embankment Material undern eath and adjacent to the abutment to the required density. After compaction, the Contra ctor shall ensure that the surface of the approach Embankment is not lower than the elevat ion of the bottom of the abutment. )N10(Ln×E×F×2=Rn
501.3.4 2 Pre-Boring
If specified, the Contractor shall pre-bore holes at pile locat ions to the depths and size in accordance with the Plans. If the Contract does not specify pr e-bored, but the State Geotechnical Engineer approves t he use of pre-bored holes, the Contractor shall drill the holes to the depth established by the State Geotechnical Engine er. The Contractor shall ensure that the depth permits the piles to be driven to the min imum penetration elevation and required bearing capacity without overstress or damage to the p iles. The Contractor shall pre- bore holes in the presence of the Inspector. After placing pil e, the Contractor shall fill voids remaining around the pile with sand or other approved Material.
501.3.4 2.1 Application of Pre-Bored Holes
The Contractor shall only use pre-bored holes as specified, or when demonstrated to the satisfaction of the State Geotechnical Engineer that a pile can not be driven to the minimum penetration elevation in accordanc e with Section 501.3.6.2, “Mi nimum Penetration Elevation.” The Department will determine the need for pre-bored pile holes based on the following driving resistances: 1. Steel piles: when, in ten (10) blows, the set is less than 3/4 inch with the hammer delivering the minimum energy required; 2. Pre-cast concrete piles: when, in ten (10) blows, the set i s less than one (1) inch with the hammer delivering the minimum energy as required in th e Contract; and 3. All piles: if the resistance is sufficient to overstress th e pile as indicated by the Wave Equation Analysis Field Acceptance Chart for the approved hammer system.
501.3.4 2.2 Diameter of Pre-bored Holes
The State Geotechnical Engineer will establish the diameter of pre-bored holes. In general, the diameter established will be as shown in Table 501 .3.4.2.5:1, “Diameter of Pre- Bored Holes in Soil,” or Table 501.3.4.2.5:2, “Diameter of Pre- Bored Holes in Rock, Shale, or Conglomerate.”
501.3.4 2.3 Obstructions
If the Contractor encounters subsurface obstructions, the Contr actor may increase the borehole diameter to the smallest dimension adequate for pile i nstallation. The Contractor shall penetrate obstructions in accordance with Section 502.3.5 .2.2, “Obstructions.”
501.3.4 2.4 Rock Sockets
If the Contract requires the Contractor to drive a pile in a ro ck socket and the bore hole is larger than the diameter of the pile, the Contractor shall fill around that part of the pile in solid Material with Class G concrete. The Contractor shall place con crete in accordance with Section 502.3, “Construction Requirements.” The Contractor sha ll fill the part of the pile above the rock socket with sand or other suitable Material.
501.3.4 2.5 Temporary Casing
Temporary casing may be required if the soil sloughs or caves i nto the hole or if a hole is required to be kept dry from groundwater, such as socketed hole s into shale. The Contractor shall increase the diameter of the drilled hole as necessary to place the temporary casing. The Contractor shall pull the casing after driving the pile and after the hole is backfilled with Table 501.3.4.2.5:1 Diameter of Pre-Bored Holes in Soil Pile type Diameter Cylindrical concrete and pipe piles two (2) inch smaller than the outside pile diameter Square concrete piles Minimum pile width H-piles two (2) inch smaller than the diagonal measurement of pile Table 501.3.4.2.5:2 Diameter of Pre-Bored Holes in Rock, Shale, or Conglomerate Pile type Diameter Cylindrical concrete and pipe piles Outside pile diameter Square concrete piles and H-piles Diagonal measurement of pile
501.3.4 3 Pile and Hammer Cushion Preparation
Before the drive head is attached, the Contractor shall make th e pile heads plane and perpendicular to the longitudinal axis of the pile. The Contra ctor shall protect pre-cast concrete pile heads with a pile cushion in accordance with Sect ion 501.3.2.2.3, “Pile Cushion.” The Contractor shall provide a new pile cushion for each pre-ca s t c o n c r e t e p i l e . T h e Contractor shall replace the pile cushion if it is either compr essed more than one-half of the original thickness or begins to burn during driving. The Contractor shall inspect the hammer cushion with the Inspec tor present when beginning pile driving at each Structure or after each 100 h of pile driving, whichever is less. If the hammer cushion thickness is reduced by more than 25% of the original thickness, the Contractor shall replace the cushion before proceeding with dri ving.
501.3.4 4 Conditions to Proceed
The Contractor shall not drive production piles until it meets the following conditions: 1. The State Geotechnical Engineer approves the driving system in accordance with 2. The Inspector completes the Pile Driving Field Inspection Form and the form is then approved by the Project Manager; 3. All required load testing is complete as specified and in ac cordance with Section 504, “Load Testing of Bearing Piles;” Project Manager m ay approve driving production piles in a foundation element upon satisfactory comp letion of a load test prior to completion of remaining load tests; 4. The Pile Driving Acceptance Chart is completed and stamped with New Mexico P.E. seal by the State Geotechnical Engineer and approved by the Sta te Geotechnical Engineer and submitted to the Project Manager; 5. The hammer and leads are aligned with the pile plan in verti cal or battered position; and 6. The Inspector is presen t before beginning operations.
501.3.5 Variations of Approved Driving Systems
Section 501: Driven Piles Page 274 The Contractor shall only use the approved pile driving system. The Contractor shall submit a new Pile and Driving Equipment Data Form to the Project Manager for variations to the approved driving system. The Project Manager will notify t he Contractor of Acceptance or rejection within 72 h of the receipt of the data form. The tim e required for submission, review, and approval of a variation in the driving system will not cons titute a basis for a Contract Time extension.
501.3.5 1 Variations Due to Dynamic Testing
The State Geotechnical Engineer will reject the hammer if the h ammer is unable to transfer sufficient energy to perform the dynamic testing in ac cordance with Section 504, “Load Testing of Bearing Piles. ” Reasons for rejection include pre-ignition from overheating or malfunctioning of the injection system and poor hammer or capbl ock maintenance. After rejection, the Contractor shall repair or replace the hammer.
501.3.5 2 Revised Wave Equation Analysis
The Department will perform a revised Wave Equation Analysis to establish revised driving resistance criteria w hen the following conditions occur : 1. Variations in the driving system; 2. Pre-boring not originally specified in the Contract is used to facilitate pile penetration; or 3. The pile penetrations are considerably more or less than tha t estimated in the Contract. The Contractor shall not drive piles until the Project Manager receives the revised Pile Acceptance Chart.
501.3.6 Pile Driving Operations
Approval of a pile hammer relative to allowable driving stresse s will not relieve the Contractor of responsibility for damaged piles for the followin g reasons: 1. Misalignment of the leads; 2. Failure of capblock or cushion Material; 3. Failure of splices; 4. Malfunctioning of the pile hammer; or 5. Other improper construction methods. If the State Geotechnical Engineer determines that damage cause d by one (1) of the above reasons impairs the pile s trength, or questions the measu red resistance, the Contractor shall replace the piles at no additional cost to the Department . The Contractor shall schedule pile driving to prevent vibration s and pressure from damaging piles or other in-place concrete structural components that have reached their initial set, but that do not have sufficient strength to resist damage. The Contractor shall replace the hammer cushion and pile cushio n when necessary in accordance with Section 501.3.4.3, “Pile and Hammer Cushion Pre paration,” to avoid excessive compression or damage.
501.3.6 1 Pile Measurement and Recording
Section 501: Driven Piles Page 275 The Contractor shall ensure that the first pile driven at each Substructure element is accessible so the Inspector can measure and mark the pile in 12 -inch increments. On the first pile driven, the Inspector will record blows per 12 inches of p enetration until the pile tip is within five (5) ft of the spec ified penetration elevation or un til the pile begins to set up, whichever comes first. Then, the Inspector will measure and re cord the penetration in inches per ten (10) or 20 blows, as directed by the State Geotechnical Engineer, until the Contractor achieves the specified set.
501.3.6 2 Minimum Penetration Elevation
If the Contract specifies a “Minimum Penetration Elevation” and the driven piles do not develop the required nominal bear ing capacity at that elevation , the Contractor shall continue driving the piles until the re quired resistance is obtained. I f the piles develop a set, determined in accordance with Section 501.3.4.2.3, “Application of Pre-Bor ed Holes,” before the pile tip reaches the minimum penetration elevation, the Contractor shall perform drilling to prevent damaging the pile while driving to the minimum penetration elev ation.
501.3.6 3 Estimated Penetration Elevation
If the Contract specifies an estimated penetration elevation, t he Contractor shall drive the piles to the required nominal capacity. If the piles attain th e required resistance above the estimated penetration elevation, the Contractor shall terminate driving and the Department will Accept the piles at the shallower penetration.
501.3.6 4 Pile Groups
If driving multiple rows of piles for pile cap foundations, the Contractor shall drive the piles to the estimated or minimum penetration elevation, before determining pile capacity for Acceptance. After driving the piles in the group to the requir ed tip elevation, the Contractor shall re-strike to determine the pile nominal capacity. If the piles do not develop the required nominal bearing capacity at that elevation, the Contractor shal l continue to drive until the required resistance is attained.
501.3.6 5 Splices
The Contractor shall ensure that steel pile splices are in acco rdance with Section 541, “Steel Structures.” The Contra ctor shall make splices for clos ed-end pipe piles watertight. The Contractor shall use the cement dowel method to make splice s for pre-cast concrete piles unless the State Geotechn ical Engineer approves an altern ate splice detail. The Contractor shall select mechanical splices for concrete or stee l piles from the Department’s Approved Products List.
501.3.6 6 Cut-Off Lengths
The Contractor shall cut off the tops of all permanent piles at the elevation shown or as directed. The Contractor shall remove the cut off lengths from the Project.
501.3.6 7 Filling Closed-End Pipe Piles
After driving closed-end steel-pipe piles, the Contractor shall inspect for water or other Deleterious Material inside the piles. The Contractor shall re move water and foreign substances from inside the pile s. After the Project Manager ap proves the piles, the Contractor shall fill them with Class A (any risk zone) concrete with a 4 1/2 inch to eight (8) inch slump. The Contractor shall provide a superplasticizer in accordance w ith Section 510.3.4.4, Section 501: Driven Piles Page 276 “Superplasticizers” fr om the Department’s Approved Products List to achieve the slump. The Contractor shall place the concrete in accordance with Section 502.3.4.4, “Concrete Placement.”
501.3.6 8 Filling Open-End Pipe Piles
After driving open-end steel pipe piles, the Contractor shall i nspect for water inside the piles. If water is present, the Contractor shall place pea gra vel in the pile to an elevation of three (3) feet above the water level. If the Project Manager a pproves the piles, the Contractor shall fill them with Class A (any risk zone) concrete with a 4 ½ inch to six (6) inch slump. The Contractor shall provide a super plasticizer in accordance with Section 510.3.4.4, “Superplasticizers” fr om the Department’s Approved Products List to achieve the slump. The Contractor shall place the concrete in at least the upper ten ( 10) ft of the piles in accordance with Section 502.3.5.4, “Concrete Placement.”
501.3.7 Pile Acceptance
501.3.7 1 Pile Load Capacity and Penetration
The Contractor shall drive piles to the required nominal capaci ty as determined by the specified capacity monitoring me thod in accordance with Section 501.3.3, “Driven Pile Capacity.” If specified, the Contractor shall install piles to the penetra tion elevation in accordance with Section 501.3.6.2, “Mini mum Penetration Elevation.”
501.3.7 2 Location and Alignment Tolerances
The Contractor shall not pull laterally on piles to correct mis alignment or splice a properly aligned section on a misaligned section to meet tolerances.
501.3.7 2.1 Trestle and Abutment Beam Piling
The Contractor shall drive trestle piling and abutment beam pi ling with a maximum variation of 1/4 inch per foot from the vertical or batter show n. The pile variance will be no more than three (3) inches from the Plan position at any point along its length.
501.3.7 2.2 Foundation Piling
The Contractor shall drive foundation piling capped below grad e w i t h a m a x i m u m variation of 1/4 inch per foot from the vertical or batter show n, with the tops of the piles at cut off elevation varying no more than three (3) inches from the Pl an position.
501.3.7 2.3 Edge Distance
The Contractor shall not place piles within nine (9) inches of an edge of a cap or beam. The Contractor shall increase the size of the cap or beam to me et this edge distance requirement at no additional cost to the Department.
501.3.7 2.4 Pile Orientation
The Contractor shall ensure that H-piles do not rotate more th an 15° out of Plan orientation of the strong axis and weak axis of the pile shown.
501.3.7 2.5 Pile Tops
The Contractor shall cut off the tops of piles perpendicular t o the longitudinal axis of the pile or to a specified bevel, and within the specified toleranc e.
501.3.7 3 Damaged Pile Limitations
The Department will reject dam aged piles based on the following criteria: 1. Piles that are broken, cracked, or split; 2. Pre-cast concrete piles that show signs of crushing and spal ling of the concrete, splitting, or visible cracks tha t affect the strength or servic e life of the pile; 3. Steel piles bent or deformed during installation and exceed mill tolerances for sweep and camber; or 4. Closed-end pipe piles that show evidence of groundwater infi ltration, or breaks or deformation that would impair the strength of the completed pil es.
501.3.7 4 Correcting Rejected Piles
The Contractor shall correct piles damaged during driving becau se of internal defects or improper driving with methods approved by the Project Manager, at no additional cost to the Department. If the Contractor exceeds the location or alignment tolerances, and the State Geotechnical Engineer determines that corrective measures are n ecessary, the Contractor shall design and construct corr ective measures at no additional cost to the Department. The State Geotechnical Engineer will approve the design. Corrective methods may include the following: 1. Removing and replacing the pile with a new, and when necessa ry, longer pile; 2. Driving additional piles nex t to the defective piles; or 3. Extending the footing to properly embed the pile.
501.4 Method of Measurement
501.4.1 Pile Extensions
The Project Manager will include any approved extension lengths in the pile measurement.
501.4.2 Driven Piles
The Department will measure Driven Piles below the cut-off elevation to the nearest foot.
501.4.3 Pile Cut-Offs
The Department will calculate Pile Cut-Offs to the nearest foot by subtracting the total lengths of the in-place piles (after cut-off) from the total Pl an lengths.
501.4.4 Pre-bored Holes for Driven Piles
The Department will only measure that portion of Pre-Bored Holes for Driven Piles below the Plan grade elevation. The Department will not measure that portion of pre-bored holes drilled through soil or rock laye rs (overburden) that the Contr actor later excavates.
501.4.5 Pile Splices
The Department will measure Pile Splices required for piles driven deeper than the estimated penetration elevation to achieve the required nominal capacity. The Department will only measure up to two (2) splices per pile in order to drive t he piles beyond the specified penetration elevation to mee t the required resistance.
501.5 Basis of Payment
Pay Item Pay Unit Driven Piles (type) Linear Foot Pre-bored Holes for Driven Piles, ___in diameter Linear Foot Pile Splices Each Pile Shoes Each Pile Cut-Offs Linear Foot
501.5.1 Work Included In Payment
The following Work will be consi dered as included in the paymen t for the main item(s) and will not be measured or paid for separately: 1. Extra length pile used as a follower; 2. Material and backfill placement for pre-bored holes for driv en piles, including Class G concrete in rock sockets; 3. Temporary casing and oversizing of pre-bored holes to accomm odate temporary casing; 4. Steel reinforcement required in steel pipe piles filled with concrete; 5. Furnishing and driving pile to replace piles which were prev iously Accepted by the Project Manager and are subsequently damaged through improper h andling, driving, or construc tion operations prior to completion of the Contract; 6. Increases to the Contract quantity of pre-bored holes for dr iven piles which are not called for in the Contract, but are approved by the State Geote chnical Engineer, will be paid for at a negotiated unit price per foot as established by the Project Manager; 7. Piles that have been driven or partially driven and are subs equently rejected by the Project Manager and are pull ed or left in place; 8. Class A concrete and placement in pipe piles; 9. Mobilization and time lost due to re-mobilization of new ham mer due to poor hammer performance or as determined by dynamic testing; 10. Re-striking of piles in pile groups to determine pile capac ity; and 11. Pile splices provided within the Plan pile length. Section 502: Drilled Shafts Page 279