49 PILING
49-1 General
49-1.01 General
49-1.01A Summary
49-1.01B Definitions
control zone : Zone where subsurface conditions are similar to the corresponding support location . dry hole: Drilled hole that requires no work to keep it free of water. dewatered hole: Drilled hole that:
1.Accumulates no more than 12 inches of water at the bottom during a 1 -hour period without pumping from the hole
2.Has no more than 3 inches of water at the bottom immediately before placing concrete
3.Does not require temporar y casing to control groundwater nominal driving resistance: Sum of (1) nominal resistance required to resist the factored axial loads and
2.driving resistance from unsuitable , liquefiable, or scourable penetrated soil layers that do not contribute to th e design resistance. nominal resistance: Geotechnical resistance required to resist the factored axial loads.
49-1.01C Submittals
49-1.01C(1) General
Before handling or installing piles at a location closer than the length of the pile being handled or in stalled to the edge of a traveled way open to public use, submit a work plan of the measures to be used to provide for the safety of traffic and the public. Submit a VECP for revisions to specified tip elevations shown or installation methods.
49-1.01C(2) Test Borings
If test borings are specified in the special provisions, submit the log of test borings and the test boring report upon completion of all test borings. Sub mit the test boring report and log of test borings electronically to sc.office.associates@dot.ca.gov . The submittal must comply with the specifications for shop drawings. If corrections to the submittal are required , submit the corrected test boring report and log of test borings electronically to sc.office.associ ates@dot.ca.gov . The test boring report must include:
1.Summary of drilling methods, drilling equipment, drill platforms, and drilling difficulties encountered
2.Location map of the surveyed position of the test borings relative to the new pile locations in the California Co ordinate System and bridge stationing
3.Bore hole surveying notes
4.Photographs of rock cores
5.Copies of original daily drilling notes
49-1.01D Quality Assurance
49-1.01D(1) General
Piling must have sufficient length to attain the specified tip elev ation shown and extend into the pile cap or footing.
49-1.01D(2) Determination of Length
You may conduct additional foundation investigation , including installing and axial load testing of additional nonproduction indi cator piling and performing test borings. Locations of additional foundation testing must be authorized. Notify the Engineer at least 5 business days before starting additional foundation testing. SECTION 49 PILING Complete additional foundation investigation before request ing revised specified pile tip elevations or revisions to the described installation methods. The following revisions are not authorized:
1.Specified installation methods if settlement or lateral loads control the design tip elevation
2.Specified pile ti p elevation above the design tip elevation shown for settlement or lateral loads
3.Specified pile tip elevation if the tip elevation is controlled by liquefaction or scour The pile structural capacity design is based on the nominal strength as defined in Article 8.1.3 of the Caltrans Bridge Design Specifications or the nominal resistance as defined in Article 1.3.2.1 of the AASHTO LRFD Bridge Design Specifications . Indicator compression pile load testing must comply with ASTM D1143/D1143M. The pile must s ustain the 1st compression test load applied that is equal to the nominal driving resistance, with no more than 1/2-inch total vertical movement at the top of the pile measured relative to the top of the pile before the start of compression load testing. Indicator tension pile load testing must comply with ASTM D3689 except do not use the loading apparatus described as "Tensile Load Applied by Hydraulic Jack(s) Acting Upward at One End of Test Beam(s)." The pile must sustain the 1st tension test load applie d that is equal to the nominal resistance in tension shown with no more than 1/2 -inch total vertical movement at the top of the pile measured relative to the top of the pile before the start of tension load testing. Remove indicator piling as specified for removing portions of bridges.
49-1.01D(3) Load Test Piles
If load test piles are shown, complete load testing of each load test pile before drilling holes, casting piling, cutting piling to length, driving piling, and fabricating reinforcing steel cages for any piles represented by the load test pile. Notify the Engineer at least 10 days before drilling or driving piles to be load tested. Except in cofferdams, the bottom of the footing excavation must be level and dewatered before pile load testing. The excavation must be kept dewatered during load testing. Install load test piles with the same equipment to be used for installation of production piles. Load test and anchor piles must comply with the specifications for piling as described and Class N steel pipe piling. Locate load test piles such that they may be cut off and become a part of the completed structure. Remove load test and anchor piles not incorporated in the completed structure as specified for removing portions of bridges. For load test anchorages in piles used as anchor piles:
1.HS threaded steel rods must comply with ASTM A722/A722M for uncoated, deformed, Type II, HS steel bars, including the supplementary requirements, except the maximum weight requirement does not apply
2.Steel plates must comply with ASTM A709/A709M, Grade 36
3.Anchor nuts must hold the HS steel rods at a load producing a stress of not less than 95 percent of the specified ultimate tensile strength of the HS steel rod
4.Pipe, couplings, and fittings must be commercially available materials of the types and ratings shown
5.Welds that connect the anchor pile and the anchor pile head must be tested under section 49 - 2.02A(4)(b)(iii)(C) You may use additional cementitious material in load test and anchor piles. You may use Type III cement in any load test and anchor pile not used as a part of the completed structure. SECTION 49 PILING Furnish labor, materials, tools, equipment, and incidentals as required to assist the Department in the transportation, installati on, operation, and removal of Department -furnished steel load test beams, jacks, bearing plates, drills, and other test equipment. This is change order work. The Department performs testing of load test piles when the concrete in the load test and anchor p iles has developed a compressive strength of at least 2,000 psi. Allow the Department 15 days to perform pile load tests at each test location. Allow an additional 10 days for the Department to revise the specified tip elevations.
49-1.01D(4) Dynamic Moni toring
Section 49 -1.01D(4) applies if dynamic monitoring of driven piling is specified in the special provisions. The Department determines which piles from a control zone or support location receive dynamic monitoring. The Depar tment dynamically monitors driven piles using Department -furnished dynamic pile analyzer monitoring instruments. Section 49 -2.01A(4)(c) does not apply to driven piles if dynamic monitoring is required. The Department conducts penetration and bearing analys es of dynamically monitored piles and develops bearing acceptance criteria curves for these piles. Penetration and bearing analyses are based on a wave equation analysis. Penetration and bearing analyses are specific to a driving submittal. Piles located within specified control zones are represented by the associated dynamically monitored pile for bearing acceptance criteria. Except for load test piles and anchor piles, drive the 1st production pile in the control zone. Do not install any additional produc tion piles until dynamic monitoring has been performed, and the Engineer provides you with the bearing acceptance criteria curves for any piles represented by the dynamically monitored piles. Piles to be dynamically monitored must:
1.Have an additional le ngth of 2 times the largest cross -sectional dimension of the pile plus 2 feet.
2.Be available to the Department at least 2 business days before driving.
3.Be safely supported at least 6 inches off the ground in a horizontal position on at least 2 support blocks. If ordered , rotate the piles on the blocks.
4.Be positioned to provide safe access to the entire pile length and circumference for the installation of anchorages and control marks for monitoring. Prepare and drive piles to be dynamically monitored in the following sequence:
1.Before driving, rotate and align the pile in the driving leads as ordered by the Department.
2.Temporarily suspend driving operations for approximately 15 minutes when the pile tip is 25 feet above the specified tip elevation shown.
3.During the 15 -minute suspension, bolt the 1 -pound instrument package securely to plugs or expansion anchors previously installed in the pile by the Department. Connect electrical cables to the instrument package as ordered by the Department.
4.Resume driving operations as ordered by the Department. Suspend driving operations approximately 1 foot above the specified tip elevation.
5.Remo ve the cables and instrument package from the pile and deliver them to the Engineer.
6.The following day, install the instrument package on the pile and attach the cables and resume driving the pile to the specified tip elevation.
7.Remove the cables and instruments from the monitored pile and deliver them to the Engineer. Replace in kind any cables or instruments that are damaged by your activities. After the pile has been dynamically monitored:
1.Allow 15 days for the Department to revise the specifie d tip elevations and to provide bearing acceptance criteria curves SECTION 49 PILING
2.If pile load testing is performed in addition to dynamic monitoring, allow 25 days for the Department to revise the specified tip elevations and to provide bearing acceptance criteria cu rves
3.Cut pile to the specified cut -off elevation after bearing acceptance criteria is provided by the Department
49-1.01D(5) Test Borings
Section 49 -1.01D(5) applies if test borings are specified in the special provisions. Notify the Engineer at least 15 days before drilling test borings. Drill test borings under the job site supervision of, with the log of test borings stamped by, and with the test boring submittal signed by a geologist or civil engineer who is registered in the S tate and has at least 5 years of geotechnical engineering experience with deep foundations in both soil and rock. Drill test borings at the center of each pile location shown. Drill test borings by rotary drilling methods to a depth of at least 20 feet bel ow the specified tip elevation shown. Test borings must be at least 3 inches in diameter. Perform standard penetration tests in all soil types under ASTM D1586 for each test boring at 5 -foot maximum intervals until (1) bedrock is encountered, (2) 10 blows with no discernible sampler advancement is observed, or (3) ordered. Core the bedrock:
1.Continuously with at least 90 percent core recovery. Rock must not be logged from drill cuttings. Rock quality designation must be made at 5 -foot maximum intervals.
2.Using an outer and inner core barrel drilling system. The outer core barrel must be fitted with a diamond impregnated or polycrystalline drill bit and have an outside diameter of at least 3 inches. The split inner tube core barrel must have an inside dia meter of at least 2 inches. Photograph the rock cores:
1.Before removal from the split inner tube barrels and placement into core boxes
2.After core boxes are filled and before boxes are removed from the drilling platform Rock core photographs must be in color, 5 by 7 inches, and labeled with the borehole number, sample elevation, scale, and date and time of photograph. Place the rock cores in rock core boxes labeled as specified in the Soil and Rock Logging, Classification, and Pres entation Manual . Include the support or pile location. Store rock core boxes on or near the job site at an authorized location. Preserve and secure the rock core samples in a weather -protected facility until notified by the Engineer. Dispose of rock cores or transport them to Geotechnical Services, as ordered. The log of test borings and the classification and description of soils and rock must comply with the Soil and Rock Logging, Classification, and Presentation Manual available at the Geotechnical Servi ces website. Use the same version of the Soil and Rock Logging, Classification, and Presentation Manual shown. If no version is shown, use the most current version of the manual. After the test boring report and the log of test borings have been authorized , allow 20 days for the Engineer to notify you of confirmation of or revisions to the specified pile tip elevations. Do not fabricate or manufacture to length steel pipe piling, permanent steel casing, micropiling, and filled and unfilled steel casing unti l you have been notified.
49-1.02 Materials
Not Used
49-1.03 Construction
If the Contract allows the use of more than 1 pile type, use the same type of pile for all piles within each individual footing. SECTION 49 PILING Dispose of drill cuttings under section 19 -2.03B. For a mechanically stabilized embankment abutment, drive or install the piles before constructing the mechanically stabilized embankment around the piles. Mechanically stabilized embankment reinforcement must maintain a 6 -inch clearance around the piles.
49-1.04 Payment
Load test piles and adjacent anchor piles are paid for as the type or class of piling shown in the Bid Item List. The payment quantity is the length used in the load testing.
49-2 Driven Piling
49-2.01 General
49-2.01A General
49-2.01A(1) Summary
Section 49 -2.01 includes general specifications for installing driven piles . Epoxy -coated bar reinforcing steel used for pile anchors must comply with section 52 -2.02. Furnish piling includes:
1.Furnishing piles to the job s ite
2.Splicing piles
3.Furnishing and installing pile anchors and lugs Driving piles includes:
1.Driving and cutting the piles off at the elevations shown
2.Furnishing special driving tips or heavier sections of steel piles
3.Drilling holes or predrilling holes through embankments
4.Disposing of material resulting from drilling holes or predrilling holes
49-2.01A(2) Definitions
Reserved
49-2.01A(3) Submittals
49-2.01A(3)(a) General
For pile driving hammers with no way of visually observing the ram stroke, submit a printed readout as an informational submittal showing hammer energy during driving operations.
49-2.01A(3)(b) Driving System Submittal
Section 49 -2.01A(3)(b) applies if a driving system submittal is specified in the special provisions. The driving system submittal must be sealed and signed by an engineer who is registered as a civil engineer in the State. Allow 15 days for the Department's review. Allow an additional 15 days for the review of any re submittals. Submit a revised driving system submittal if the hammers change from those shown in the submittal. For the driving system submittal, perform driveability studies as follows:
1.Model the proposed driving system including hammers, cap blocks, an d pile cushions based on a wave equation analysis.
2.Use an authorized computer program.
3.If the driveability analysis hammers indicate that open -ended pipe pile and steel shell penetration rates are less than 1 foot per 200 blows and the driving stress es exceed 80 percent of the yield strength of the pipe and steel shell, include assumptions for drilling through the center of the piles and shells.
4.If a follower is used, include (1) an analysis of the driving system with the follower and (2) an analys is of the driving system without the follower. SECTION 49 PILING Include in the driving system submittal:
1.Results of the driveability analysis showing that the proposed driving systems will install piles to the specified tip elevation and nominal driving resistance show n. Driving systems must generate sufficient energy to drive the piles with compressive and tensile stresses not more than 90 percent of the yield strength of the pile as driven. Results must include: 1.1. Pile compressive stress versus blows per foot 1.2. Pile tensile stress versus blows per foot 1.3. Nominal driving resistance versus blows per foot
2.Complete description of: 2.1. Soil parameters used, including soil quake and damping coefficients, skin friction distribution, and ratio of shaft resistance to total resistance 2.2. Assumptions made regarding the formation of soil plugs, drilling through the center of open - ended steel shells, and the use of closure plates, shoes, and other tip treatment
3.List of the hammer operation parameters ass umed in the analysis, including fuel settings, stroke limitations, and hammer efficiency.
4.Copies of the test results from any previous pile load tests, dynamic monitoring, and all driving records used in the analyses.
5.Completed Pile and Driving Data form.
49-2.01A(4) Quality Assurance
49-2.01A(4)(a) General
Reserved
49-2.01A(4)(b) Quality Control
Reserved
49-2.01A(4)(c) Department Acceptance
For pile acceptance, the required number of hammer blows in the last foot of driving is determined using the following formula: Ru = (1.83 x ( Er)1/2 x log 10 (0.83 x N)) -124 where: Ru = nominal driving resistance, kips Er = manufacturer's rating for foot -pounds of energy developed by the hammer at the observed field drop height N = number of hammer blows in the last foot, maximum value allowed for N is 96
49-2.01B Materials
Not Used
49-2.01C Construction
49-2.01C(1) General
If the Engineer revises the pile tip elevation for driven piles, the work involved in furnishing, splici ng, and driving the additional length of pile is change order work. If you are ordered to place additional lugs on steel piles, furnishing and placing these lugs is change order work.
49-2.01C(2) Driving Equipment
Install driven piles using an authorized impact hammer . The impact hammer must be:
1.Steam, hydraulic, air, or diesel
2.Able to develop sufficient energy to drive the pile at a penetration rate of not less than 1/8 inch per blow at the nominal driving r esistance shown Do not use vibratory hammers, oscillators, or rotators to install driven piles. SECTION 49 PILING Hammers with an external combustion engine that are not single action must have a transducer that records ram velocity. Double acting diesel hammers with inter nal combustion engines must have a transducer that records bounce chamber pressure. Steam or air hammers must have boiler or air capacity of at least that specified by the manufacturer. The boiler or air compressor must be equipped with an accurate pressur e gauge. Maintain the valve mechanism and other parts of steam, air, or diesel hammers such that the length of stroke and number of blows per minute for which the hammer is designed is attained. Do not use inefficient steam, air, or diesel hammers. You may use followers or underwater hammers for driving piles if authorized. If using a follower or underwater hammer, verify its efficiency by furnishing the 1st pile in each bent or footing sufficiently long and drive the pile without the use of a follower or u nderwater hammer.
49-2.01C(3) Drilling
If necessary to attain the specified tip elevation shown and if authorized, you may drill holes with a diameter not greater than the least dimension of the pile t o the specified depth before driving the piles.
49-2.01C(4) Predrilled Holes
For piles to be driven through embankments constructed under the Contract, drive piles through predrilled holes where the depth of the new embankment at the pile location is in excess of 5 feet. The hole diameter must be at least 6 inches larger than the greatest dimension of the pile cross section. After driving the pile, fill the space around the pile to the ground surface with dry sand or pea gravel.
49-2.01C(5) Driving
Use driving heads or driving blocks that hold the pile in position directly under the hammer when driving. Protect the heads of driven piles from direct impact of the hammer with a cushion driving b lock. Maintain the cushion in good condition during the entire driving operation. Arrange the cushion driving block such that any reinforcing bars projecting above the pile are not displaced or damaged during driving. Provide special driving tips or heavie r pile sections or take other authorized measures to prevent damage to steel piles, steel shells, or steel casings during installation. Drive piles to the position and line shown. The Engineer rejects piles materially out of line. Dispose of rejected piles that interfere with the work. You must remove or cut off and abandon in place any rejected piles that do not interfere with the work. Except for piles to be load tested and sheet piles, drive piles to at least the nominal driving resistance and the specif ied tip elevation shown. Drive piles to be load tested and sheet piles to the specified tip elevation shown. If the pile nominal driving resistance is not shown, drive the pile to the nominal resistance shown.
49-2.01C(6) Pile Cutoff
Cut off driven piles at the elevations shown and anchor them to the structure. Do not damage the pile below cutoff. Dispose of the cutoff lengths of piles.
49-2.01D Payment
Driven piling is paid for as furnish piling and drive pile of the class, type, size, or alternative shown in the Bid Item List. If you are ordered to place additional lugs on steel piles, the Department does not pay for the additional work involved in driving piles due to these additional lugs. SECTION 49 PILING The payment quantity for furnish piling is the l ength measured along the longest side of the pile from the specified tip elevation shown to the plane of pile cutoff, except for dynamically monitored piles. For dynamically monitored piles, the payment quantity for furnish piling includes an additional le ngth of 2 times the largest cross -sectional dimension of the pile plus 2 feet.
49-2.02 Steel Pipe Piling
49-2.02A General
49-2.02A(1) Summary
Section 49 -2.02 includes specifications for installing steel pipe piles .
49-2.02A(2) Definitions
shop welding: Welding performed at a plant on the Department's Authorized Facility Audit List. field welding: Welding not performed at a plant on the Department's Authorized Facility Audit List. longitudina l weld length: The length of a continuous longitudinal weld. circumferential weld length: The length of a continuous weld around the circumference of the pipe pile. spiral weld length: The length of one full 360 -degree spiral weld revolution around the cir cumference of the pipe pile.
49-2.02A(3) Submittals
49-2.02A(3)(a) General
Reserved
49-2.02A(3)(b) Shop Drawings
Submit shop drawings for attaching handling devices to steel pipe piles. Shop drawings must include the locations, handling and fitting devi ce details, and connection details. Allow 7 days for review of the shop drawings.
49-2.02A(3)(c) Inspection Request Form
Submit an inspection request form at least 10 days before performing any welding of Class N steel pipe piles.
49-2.02A(3)(d) Certific ate of Compliance
Submit a certificate of compliance for steel pipe piles. The certificate of compliance must be signed by the plant's QC representative. The QC representative must be on record with the Department's Office of Materials Management and Indep endent Assurance . Include with the certificate of compliance:
1.Statement that the materials and workmanship comply with the Contract and the required tests and inspections have been performed as described.
2.Certified mill test reports for each heat num ber of steel used in pipe piles being furnished.
3.Test reports for tensile, chemical, and any specified NDT. Test reports must be based on test samples taken from the base metal, steel, coil, or from the manufactured or fabricated piles.
4.Calculated carbon equivalent. The carbon equivalent may be shown on the mill test report.
49-2.02A(4) Quality Assurance
49-2.02A(4)(a) General
Reserved
49-2.02A(4)(b) Quality Control
49-2.02A(4)(b)(i) General
Reserved
49-2.02A(4)(b)(ii) Plant Audit
Fabricate steel pipe piles at a plant on the Department's Authorized Facility Audit List. SECTION 49 PILING
49-2.02A(4)(b)(iii) Nondestructive Testing
49-2.02A(4)(b)(iii)(A) General
Section 49 -2.02A(4)(b)(iii) applies to NDT of Class N steel pipe piles. Except for welding performed under API 5L, the acceptance criteria for RT and UT must comply with AWS D1.1 for cyclically loaded nontubular connections for welds subject to tensile stress. Perform NDT on backing ring welds using RT or UT for a material thickness of 5/16 inch or greater or using RT for a material thickness less than 5/16 inch.
49-2.02A(4)(b)(iii)(B) Shop Welds
For welding performed under API 5L:
1.Submit a DVD or VHS videocassette recording of the actual material testing if radiological testing is used or the actual radiographic film if film radiography is used. Submit the recording before shipping the material from the plant.
2.If film radiography is used to inspect pipe ends or repairs, the trans mitted film density must be from 2.0 to 4.0 in the area of interest, weld, base metal, and image quality indicators.
3.Reinspect repaired defects using the NDT method that originally detected the defect except you may use film radiography for the inspecti on of repairs if the defect was originally detected using radiological testing. For welding performed under AWS D1.1:
1.Perform NDT on 25 percent of each longitudinal, circumferential, or spiral weld length using RT or UT.
2.If repairs are required in a portion of the tested weld: 2.1. Perform additional NDT on untested areas on each end of the initial portion tested. The length of additional NDT on each end must equal 10 percent of the weld length. If it is not possible to perform 10 percent of the weld length on one end, perform the remaining percentage on the other end. 2.2. After this additional 20 percent of NDT is performed, determine and record the total cumulative repair lengths from all NDT for each weld length. If the cumulative weld repair length is equal to or more than 10 percent of the weld length, then perform NDT on the entire weld length. 2.3. Perform NDT on the repaired portion plus 2 inches on each end of the repaired weld excavation.
49-2.02A(4)(b)(iii)(C) Field Welds
Perform NDT on 25 percent of the weld length performed by each welder, using RT or UT at locations selected by the Engineer. The Engineer may select several locations on a given splice. The cover pass must be ground smooth at locations to be tested. Personnel performing UT for field welds must have their qualifications verified before performing NDT, by both written and practical exams. For UT qualification procedures, go to the METS website. If repairs are required in a portion of the tested weld:
1.Perform additional NDT on untested areas on each end of the initial portion tested. The length of additional NDT on each end must equal 10 percent of the pipe's outside circumference. If it is not possible to pe rform 10 percent of the weld length on one end, perform the remaining percentage on the other end.
2.After this additional 20 percent of NDT is performed, determine , and record the total cumulative repair lengths from all NDT for each weld length. If the cumulative weld repair length is equal to or more than 10 percent of the pipe's outside circumference, then perform NDT on the entire weld length.
3.Perform NDT on the repaired portion plus 2 inches on each end of the repaired weld excavation. SECTION 49 PILING
49-2.02A(4)(c) Department Acceptance
Reserved
49-2.02B Materials
49-2.02B(1) General
49-2.02B(1)(a) General
Piles not specified as Class N in the special provisions must comply with the specifications for Class R. The carbon equivalent of steel in steel pipe pil es must not exceed 0.47 percent. Use the following formula to calculate the carbon equivalent: CE = C + (Mn + Si)/6 + (Cr + Mo + V)/5 + (Ni + Cu)/15 where: CE = carbon equivalent, percent Sulfur content of steel in steel pipe piles must not exceed 0.05 percent. Seams in steel pipe piles must be CJP welds. For welding and prequalifying base metal under Table 5.3 of AWS D1.1, treat steel pipe piles complying with ASTM A252 as either ASTM A572/572M, Grade 50, or ASTM A709/709M, Grade 5 0. Section s 11-2.01 through 11 -2.06 do not apply to shop weld ing. For groove welds using submerged arc welding from both sides without backgouging, qualify the WPS under Table 6.5 of AWS D1. 1. Butt welded seams subsequently formed, including skelp end welds, must be 100 pe rcent ultrasonically tested in the final formed and welded condition. The acceptance criteria for UT must comply with one of the following:
1.API 5L for API -licensed facilities
2.AWS D1.1 for cyclically loaded nontubular connections for welds subject to tensile stress Except for tack welding, do not use gas metal arc welding for welding of steel pipe piles. If gas metal arc welding is used for tack welding, do not deposit filler metal by short circuiting transfer.
49-2.02B(1)(b) Circumferential Welds
Welds must comply with AWS D1.1. Circumferential welds must be CJP welds. Locate circumferential welds at least 12 inches away from a skelp end weld. Backing rings must comply with the following:
1.Minimum thickness of the backing ring must be 1/4 inch and the backing ring must be continuous.
2.Splices in the backing ring must be made by CJP welds. These welds must be completed and inspected, including performing any required NDT, before final insertion into a pipe end.
3.Attach backing rings to pipe ends using the minimum size and spacing of tack welds that will securely hold the backing ring in place. Tack weld in the root area of the weld splice. Remove and replace cracked tack welds before subsequent weld passes.
4.Gap between the backing ring and the steel pipe wall must not be greater than 5/64 inch. You may offset 1 localized portion of the backing ring fit -up by a gap equal to or less than 1/4 inch if the localized portion is (1) equal to or less than 20 percent of the outside circumference of the p ipe, (2) first seal welded using shielded metal arc E7016 or E7018 electrodes, and (3) marked such that it can be referenced during any required NDT.
5.Backing rings must have enough width such that the backing ring does not interfere with the interpretat ion of the NDT. For steel pipe piles with an outside diameter greater than 42 inches and a wall thickness greater than 1 inch, you may increase the root opening tolerances to a maximum of 3/16 inch. SECTION 49 PILING If splicing steel pipe piles using a circumferential wel d, the piles must comply with the fit-up requirements of clause 10.23 .1 of AWS D1 .1.
49-2.02B(1)(c) Tolerances
Dimensional tolerances of steel pipe piles must comply with the following:
1.Outside diameter: ±0.75 percent of the outside diameter shown
2.Wall thickness: -5 to +10 percent of the nominal wall thickness shown
3.Straightness: ±1.0 percent over the length of the pipe
49-2.02B(1)(d) Markings
Except for steel pipe piles marked with the API monogram, mark each length of the steel pipe pile as follows:
1.Name and location of the piling manufacturer
2.State Contract number, for Class N only
3.Heat number
4.Welding process
5.Outer diameter, nominal wall thickness, minimum wall thickness, and length
6.Year piling was produced
7.Markings spec ified for each class of steel pipe piling Only Department authorized audited facilities are authorized to mark piling for use on a Contract.
49-2.02B(1)(e) Substitutions
Reserved
49-2.02B(2) Class N Steel Pipe Piling
Section 49 -2.02B(2) applies to steel pipe piles specified as Class N in the special provisions. Class N steel pipe piles must comply with one of the following:
1.API 5L, minimum Grade X52, PSL1, and must be: 1.1. Manufactured , welded, tested, and inspected at a plant licensed to apply the API monogram 1.2. Marked with the API monogram on each length of steel pipe
2.ASTM A252, Grade 3, and the following: 2.1. Welding must comply with AWS D1.1. 2.2. Groove welds using submerged arc welding from both sides without backgouging require a procedure qualification record witnessed by the Engineer. 2.3. At the start of fabrication and for each thickness of the piling, furnish 3 macroetch cross -section test specimens prepared under clau se 6.10.4 of AWS D1.1. Remove specimens at locations selected by the Engineer and in the presence of the Engineer. Test specimens must indicate that the weld is free of cracks and has thorough fusion between adjacent layers of weld metal and between weld m etal and base metal. Undercut must not exceed 1/32 inch. 2.4. Weighing of individual pipe is not required as specified in ASTM A252. 2.5. Each length of pipe must be marked Caltrans Class N -A252 .
49-2.02B(3) Class R Steel Pipe Piling
Class R steel pipe piles must comply with one of the following:
1.API 5L, minimum Grade X52, PSL1, and must be: 1.1. Manufactured, welded, t ested, and inspected at a plant licensed to apply the API monogram, except hydrostatic testing, flattening tests, and the API monogram are not required 1.2. Marked Caltrans Class R -API on each length of steel pipe
2.ASTM A252, Grade 3, and the following : 2.1. Arc welding processes must comply with AWS D1.1 2.2. Groove welds using submerged arc welding from both sides without backgouging require a procedure qualification record witnessed by the Engineer SECTION 49 PILING 2.3. Underfill is not allowed 2.4. For electric resi stance welded pipe, remove the outer diameter flash to a maximum of 1/32 inch 2.5. Weld reinforcement must not exceed 1/8 inch 2.6. Weighing of individual pipe is not required as specified in ASTM A252 2.7. Each length of pipe must be marked Caltrans Class R -A252
49-2.02C Construction
49-2.02C(1) General
You may retap steel pipe piles to prevent pile set -up if the field welded splice remains at least 3 feet above the work platform until the splice has been authorized. When attaching handling devices to steel pipe piles, align the welds parallel to the axis of the pile. Welds must comply with the specifications for attaching backing rings in section 49 -2.02B(1)(b). Permanent bolted connections must be corrosion resistant.
49-2.02C(2) Field Welds
Field w elds must comply with section 49 -2.02B(1)(b). Field welds made in the horizontal position where the longitudinal pipe axis is vertical must be single - bevel groove welds. Do not water quench field welds. Allow welds to cool unassisted to ambient temperature . Remove ends of steel pipe piles to be spliced that have been damaged during driving to a sound and uniform section. Pipe ends must comply with the tolerances for diameter, edge alignment, and roundness in section 49 -2.02B. Pipe ends must be field cut usi ng automated guided cutting equipment. Do not use manual flame cutting.
49-2.02D Payment
Not Used
49-2.03 Structural Shape Steel Piling
49-2.03A General
49-2.03A(1) Summary
Section 49 -2.03 includes specifications for installing structural shape steel piling .
49-2.03A(2) Definitions
Reserved
49-2.03A(3) Submittals
Submit a certified material test report and a certificate of compliance that includes a statement that the materials and workmanship comply with the Contract and the required tests and inspections have been performed as described.
49-2.03A(4) Quality Assurance
Welding must comply with AWS D1.1.
49-2.03B Materials
Structural shape steel piles must comply with ASTM A36/A36M, ASTM A572/A 572M, ASTM A709/A709M, or ASTM A992/A992M. Splices must be CJP groove welds.
49-2.03C Construction
Field splices must be CJP groove welds.
49-2.03D Payment
Not Used SECTION 49 PILING
49-2.04 Precast Prestressed Concrete Piling
49-2.04A General
49-2.04A(1) Summary
Secti on 49 -2.04 includes specifications for constructing PC PS concrete piles . PC PS concrete piles must comply with sections 50, 51, and 52.
49-2.04A(2) Definitions
Reserved
49-2.04A(3) Submittals
If requested, submit 2 copies of shop drawings for PC PS concrete piles for use during construction . Include the following details in the shop drawings:
1.Pile dimensions
2.Material type
3.Prestressing methods
4.Tendon arrangement and working stresses
5.Any addition or rearrangement of reinforcement from that shown Section 50 -1.01C(3) does not apply to prestressing systems used for PC PS concrete piles. Authorization of the shop drawings is not required.
49-2.04A(4) Quality Assurance
The Dep artment inspects PC PS concrete piles at the fabrication site. Notify the Department at least 10 days before fabricating any piles. Materials to be used must be available to the Department for testing.
49-2.04B Materials
49-2.04B(1) General
Threaded inse rts and other fittings must comply with section 75 -3.
49-2.04B(2) Fabrication
Place concrete for PC PS concrete piles in smooth, mortar -tight forms. Support the forms to prevent appreciable deformation or settlement during placing or curing. Finish unform ed surfaces to a smooth surface. Piles in a corrosive environment must be steam or water cured under section 90 -4.03. If piles in a corrosive environment are steam cured, do one of the following:
1.Keep the piles continuously wet for at least 3 days. The 3 days includes the holding and steam curing periods.
2.Apply curing compound under section 90 -1.03B(3) immediately after steam curing. If piles to be placed in a corrosive environment are water cured, the piles must be kept continuously wet by the appli cation of water as specified in section 90 -1.03B(2). When removed from the form, the pile must:
1.Have true, smooth, even surfaces, free from honeycombs and voids
2.Be straight such that a line stretched from butt to tip on any pile face is not more than 1 inch from the face of the pile at any point Except for PC PS concrete piles to be placed in a corrosive environment, remove lifting anchors and fill holes under section 51 -1.03F(2). For PC PS concrete piles to be placed in a corrosive environment, remove lifting anchors to a depth of at least 1 inch below the concrete surface. Fill holes with epoxy adhesive before delivering piles to the job site. The epoxy adhesive must comply with section 95 -1.02C. SECTION 49 PILING If using pile anchor dowels, anchor the dowels in cast or drilled holes in the concrete pile with neat cement paste. The diameter of the holes must be the minimum consistent with placing the neat cement paste and dowel. Use methods for drilling holes that do not damage the concrete, reinforc ement, or prestressing steel. The drilled hole must be free of dust and other deleterious material when placing the neat cement paste. Neat cement paste and dowel must completely fill the drilled hole. The dowels must be left undisturbed until the paste ha s hardened.
49-2.04B(3) Substitutions
Reserved
49-2.04C Construction
49-2.04C(1) General
PC PS concrete piles must not be driven until at least 14 days after casting.
49-2.04C(2) Handling
When handling or transporting PC PS concrete piles, provide slin gs or other equipment to avoid bending the pile or cracking the concrete. Replace piles materially damaged in handling or during driving.
49-2.04C(3) Splicing Precast Prestressed Concrete Piles
Reserved
49-2.04D Payment
Not Used
49-2.05 Steel Sheet Pili Ng
49-2.05A General
Section 49 -2.05 includes specifications for furnishing and installing permanent steel sheet piles . Welding must comply with AWS D1.1. Splices must be CJP groove welds.
49-2.05B Materials
Steel sheet piles must be interlocking steel sheet complying with ASTM A328/A328M or ASTM A572/A572M . The minimum section modulus per linear foot of wall must be the section modulus shown. You may install used sheet piles if the piles are in good condition and no alterations have been made to reduce the section modulus. Interlocks must be straight, true, and have no gouges or kinks. Furnish piles in lengths measured from the specified tip elevation shown to the cutoff elevation.
49-2.05C Construction
Drive steel sheet piles to the specified tip elevation shown. Remove and redrive or replace piles that are materially out of line.
49-2.05D Payment
Not Used
49-3 Cast -In-Place Concrete Piling
49-3.01 General
49-3.01A General
Section 49 -3.01 includes general specifications for constructing CIP concrete piles . CIP concrete piles include:
1.CIDH concrete piles SECTION 49 PILING
2.CIDH concrete pile rock sockets
3.CISS concrete piles Concrete must co mply with section 51. Bar reinforcing steel must comply with section 52.
49-3.01B Materials
49-3.01B(1) General
Unless otherwise shown, concrete must have a minimum 28 -day compressive strength of 3,600 psi. Prequalify the concrete under section 90 -1.01D( 5)(b). The combined aggregate gradation must comply with the 1 -inch, 1/2 -inch, or 3/8 -inch maximum gradation specified in section 90 -1.02C(4).
49-3.01B(2) Mass Concrete
Section 49 -3.01B(2) applies to CIP concrete piles with a diameter greater than 8 feet. For piles with a diameter greater than 8 feet and less than or equal to 14 feet:
1.The specifications for SCM content in the 4th paragraph of section 90 -1.02B(3) do not apply
2.The SCM content of the concrete must comply with the following: 2.1. Any com bination of portland cement or portland limestone cement and fly ash satisfying: Equation 1: (12 x FM)/MC X where: FM = fly ash complying with AASHTO M 295, Class F, with a CaO content of up to 10 percent, including the quantity in blended cement, lb/cu yd MC = minimum quantity of cementitious material specified, lb/cu yd X = 3.0 for 8 < D ≤ 10, where D = pile diameter i n feet X = 4.0 for 10 < D ≤ 14, where D = pile diameter in feet Equation 2: MC -MSCM -PC 0 where: MC = minimum quantity of cementitious material specified, lb/cu yd MSCM = minimum sum of SCMs that satisfies equation 1, lb/cu yd PC = quantity of Type IL cement or portland cement, including the quantity in blended cement, lb/cu yd 2.2. You may replace any portion of the cement with any SCM complying with section 90 -1.02B(3) if equations 1 and 2 are satisfied as specified above For piles with a diamet er greater than 14 feet, the concrete must comply with the specifications for mass concrete in section 51 -6.
49-3.01C Construction
Except for CIDH concrete piles constructed under slurry, construct CIP concrete piles such that the excavation methods and the concrete placement procedures provide for placing the concrete against undisturbed material , casing, or steel shell in a dry or dewatered hole. Place and secure reinforcement. Securely block the reinforcement to provide the minim um clearance shown between the reinforcing steel cage and the sides of the drilled hole, casing, or steel shell. SECTION 49 PILING Steel shells, casings, and drilled holes must be clean and free of debris before reinforcement and concrete are placed. Provide a suitable ligh t to the Engineer for inspecting the entire length of the steel shell or drilled hole before placing reinforcement and concrete. The methods used to place the concrete must prevent segregation. Concrete must not be allowed to fall from a height greater than 8 feet without the use of adjustable length pipes or tubes unless the flow of concrete is directed into the center of the hole and the concrete is not allowed to strike the reinforcement, reinforcement bracing, and other objects in the hole. Vibrate concrete in the upper 15 feet of CIP concrete piles. After placing concrete, cure the temporarily exposed surfaces of the CIP concrete piles under section 51 - 1.03H.
49-3.01D Payment
Bar reinforcing steel is not included in the payment for CIP concr ete piling unless the CIP concrete piling is less than 24 inches in diameter or for overhead sign structures, standards, and poles.
49-3.02 Cast -In-Drilled -Hole Concrete Piling
49-3.02A General
49-3.02A(1) Summary
Section 49 -3.02 includes specifications for constructing CIDH concrete piles and CIDH concrete pile rock sockets . Permanent steel casing and driven steel shell must comply with section 49 -2.02.
49-3.02A(2) Def initions
Reserved
49-3.02A(3) Submittals
49-3.02A(3)(a) General
Reserved
49-3.02A(3)(b) Pile Installation Plan
Submit a pile installation plan. Include complete descriptions, details, and supporting calculations for:
1.Concrete mix design, certified te st data, and trial batch reports
2.Drilling or coring methods and equipment
3.Proposed method for casing installation and removal, if necessary
4.Methods for placing, positioning, and supporting bar reinforcement
5.Methods an d equipment for determining: 5.1. Depth of concrete 5.2. Theoretical volume of concrete to be placed, including the effects on volume if casings are withdrawn 5.3. Actual volume of concrete placed
6.Methods and equipment for verifying the bottom of the drilled hole is clean before placing concrete
7.Methods and equipment for preventing upward movement of reinforcement, including the means of detecting and measuring upward movement during concrete placement operations
8.Drilling plan and sequence
9.Concrete sequence and placement plan
10.If inspection pipes are required, methods for ensuring the inspection pipes remain straight, undamaged, and properly aligned during concrete placement For concrete placed under slurry , submit the additional informatio n:
1.Concrete batching, delivery, and placing systems, including time schedules and capacities. Time schedules must include the time required for each concrete placing operation at each pile. SECTION 49 PILING
2.Concrete placing rate calculations. If requested, base calcu lations on the initial pump pressures or static head on the concrete and losses throughout the placing system, including anticipated head of slurry and concrete to be displaced.
3.Suppliers ' test reports on the physical and chemical properties of the slur ry and any proposed slurry chemical additives, including SDSs.
4.Slurry testing equipment and procedures.
5.Methods of removal and disposal of excavation, slurry, and contaminated concrete, including removal rates.
6.Methods and equipment for slurry agi tating, recirculating, and cleaning.
49-3.02A(3)(c) Inspection Pipe and Reinforcing Cage Coupler Log
If inspection pipes are required, submit a log of the locations of inspection pipe couplers and pile reinforcing cage couplers as an informational submit tal within 2 business day s of completion of concrete placement in the hole.
49-3.02A(3)(d) Concrete Placement Log
Submit the concrete placement log as an informational submittal within 2 business days of completion of concrete placement in the hole. The l og must:
1.Show the pile location, tip elevation, cutoff elevation, dates of excavation and concrete placement, total quantity of concrete placed, length and tip elevation of any casing, and details of any hole stabilization method and materials used.
2.Include an 8 -1/2 by 11 inch graph of concrete placed versus depth of hole filled as follows: 2.1. Plot the graph continuously throughout concrete placement. Plot the depth of drilled hole filled vertically with the pile tip at the bottom and the quantity o f concrete placed horizontally. 2.2. Take readings at each 5 feet of pile depth, and indicate the time of the reading on the graph.
49-3.02A(3)(e) Coring Logs and Concrete Cores
If coring is performed under section 49 -3.02C(5), submit coring logs and con crete cores. Allow 10 days for the review.
49-3.02A(3)(f) Testing Report
If you perform testing on a rejected pile, submit this additional information in a report. The report must be sealed and signed by an engineer who is registered as a civil engineer in the State. Allow 10 days for the review and analysis of this report.
49-3.02A(3)(g) Mitigation Plans
For each rejected pile to be mitigated , submit a mitigation plan for repair, supplementation, or replacement. The mitigation plan must:
1.Comply with the specifications for shop drawings.
2.Be sealed and signed by an enginee r who is registered as a civil engineer in the State. This requirement is waived for either of the following conditions: 2.1. Proposed mitigation will be performed under the current Department -published version of ADSC Standard Mitigation Plan 'A' -Basic Repair without exception or modification. 2.2. The E ngineer determines that the rejected pile does not require mitigation due to structural, geotechnical, or corrosion concerns, and you elect to repair the pile using the current Department -published versio n of ADSC Standard Mitigation Plan 'B' -Grouting Repair without exception or modification. Pile mitigation plans must include:
1.Designation and location of the rejected pile.
2.Review of the structural, geotechnical, and corrosion design requirements of the rejected pile.
3.Step by step description of the mitigation work to be performed, including drawings if necessary. If the ADSC Standard Mitigation Plan is an acceptable mitigation method, include the most recent version. For the most recent Department -published version of ADSC Standard Mitigation Plan , go to the Authorized ADSC Standard Mitigation Plan website. SECTION 49 PILING
4.Assessment of how the proposed mitigatio n work addresses the structural, geotechnical, and corrosion design requirements of the rejected pile.
5.Methods for preservation or restoration of existing earthen materials.
6.List of any affected facilities. Include methods and equipment to be used fo r the protection of these facilities during mitigation.
7.Your name and the names of any subcontractors on each sheet.
8.List of materials with quantity estimates for the mitigation work and a list of personnel with their qualifications who will be perfo rming the mitigation work. For rejected piles to be repaired, include the following in the pile mitigation plan:
1.Assessment of the nature and size of the anomalies in the rejected pile
2.Provisions for access for additional pile testing, if requested For rejected piles to be replaced or supplemented, include the following in the pile mitigation plan:
1.Proposed location and size of additional piles
2.Structural details and calculations for any modification to the structure to accommodate the replace ment or supplemental piles Replacement piles must comply with the Contract for CIDH concrete piles.
49-3.02A(3)(h) Mitigation Report
If repairs are performed, submit a mitigation report as an informational submittal within 10 days of completion of the repair. The report must state exactly what repair work was performed and quantify the success of the repairs relative to the submitted mi tigation plan. The mitigation report must be sealed and signed by an engineer who is registered as a civil engineer in the State , except for mitigation performed under the current Department -published version of ADSC Standard Mitigation Plan ‘A’ – Basic Re pair. The mitigation report must include your name and the names of any subcontractors on each sheet .
49-3.02A(3)(i) Plastic Spacer Manufacturer's Data and Sample
If plastic spacers are proposed for use, submit the manufacturer's data and a sample of the plastic spacer. Allow 10 days for the review.
49-3.02A(3)(j) Certifications
If synthetic slurry is used, submit as an informational submittal the names and certifications of your employees who are trained and certified by the synthetic slurry manufacturer .
49-3.02A(3)(k ) Slurry Test Record
If slurry is used, submit a slurry test record as an informational submittal within 2 business day s of completion of concrete placement in the hole .
49-3.02A(4) Quality Assurance
49-3.02A(4)(a) General
Reserved
49-3.02A(4)(b) Preconstruction Meeting
Schedule and hold a preconstruction meeting for CIDH concrete pile construction (1) at least 5 business days after submitting the pile installation plan and (2) at least 10 days before the start of CIDH concrete pile const ruction. You must provide a meeting facility. The meeting must include the Engineer, your representatives, and any subcontractors involved in CIDH concrete pile construction. The purpose of this meeting is to:
1.Establish contacts and communication protoc ol between you and your representatives, any subcontractors, and the Engineer
2.Review the construction process, acceptance testing, and anomaly mitigation of CIDH concrete piles The Engineer conducts the meeting. Be prepared to discuss: SECTION 49 PILING
1.Pile placemen t plan, dry and wet
2.Acceptance testing, including gamma -gamma logging, cross -hole sonic logging, and coring
3.Pile Design Data Form
4.Mitigation process
5.Timeline and critical path activities
6.Structural, geotechnical, and corrosion design require ments
7.Future meetings, if necessary, for pile mitigation and pile mitigation plan review
8.Safety requirements, including Cal/OSHA and Tunnel Safety Orders
49-3.02A(4)(c) Quality Control
Before placing concrete under slurry, produce a concrete test batch and transport it to the job site under the same conditions and in the same time frame anticipated during the placement of concrete in the piles. At the job site, place the test bat ch concrete in an excavated hole lined with plastic or suitable container to allow for testing. Placing concrete under slurry is not required. The test batch must demonstrate that the proposed mix design will achieve the minimum required slump after the sp ecified set period. Do not vibrate or agitate the concrete during the set period. The Engineer tests the concrete for slump under California Test 556. In addition to meeting the specified nominal slump, the slump of the concrete must comply with the requir ements shown in the following table: Slump Requirements Time required to place concretea, T (hours) Minimum set period before testingb (hours) Slump, after set period (inches) T ≤ 2 2T ≥ 7 T > 2 T + 2 ≥ 7 aAs described in the pile installation plan bThe set period starts at the start of concrete placement. After testing, dispose of the concrete test batch.
49-3.02A(4)(d) Department Acceptance
49-3.02A(4)(d)(i) General
Reserved
49-3.02A(4)( d)(ii) Inspection of End -Bearing Piles
Section 49 -3.02A(4)( d)(ii) applies to end -bearing piles greater than 36 inches in diameter . The Department inspects the bottom of the drilled hole using the Department -furnished shaft inspection device. Furnish crane hoisting of the Department -furnished shaft inspection device, labor, tools , and incidentals as required to assist the Department in inspecting the bottom of drilled hole. Allow 2 hours for each inspection. Provide a minimum opening of 24 inches in diameter in the center of the pile reinforcing cage to allow for the lowering of the inspection device. Inspection will be performed after:
1.Completion of drilling and clean -out of drilled hole
2.Placing pile reinforcing cage and before placing concrete in the drilled hole
3.Completion of the r equired additional cleaning Before placing the pile reinforcing cage and before placing concrete in the drilled hole, the thickness of sediment or debris at the bottom of the drilled hole must not exceed:
1.0.5 inch over more than 50 percent of the measurements SECTION 49 PILING
2.1 inch at any location Perform additional cleaning as needed to meet the requirements above .
49-3.02A(4)(d)(i ii) Gamma -Gamma Logging
49-3.02A(4)(d) (iii)(A) General
Section 49 -3.02A(4)(d) (iii) applies to CIDH concrete piles except for piles (1) less than 24 inches in diameter or (2) constructed in dry or dewatered holes. The Department performs acceptance testing using GGL to test the concrete densit y of the pile for homogeneity. After notification by the Engineer of pile acceptance, fill the inspection pipes and cored holes with grout. Grout must comply with section 50 -1.02C. Fill inspection pipes and holes using grout tubes that extend to the bottom of the pipe or hole or into the grout already placed.
49-3.02A(4)(d)(ii i)(B) Gamma-Gamma Testing
The Department performs GGL under California Test 233. Separate reinforcing steel as necessary to allow the Department access to the inspection pipes. After requesting testing and providing access to the piles, allow 15 days for the Department to perform the testing and to prepare and provide the pile acceptance test report. During testing, do not perform construction acti vities within 25 feet of any GGL operation. If the Department determines a pile is anomalous under California Test 233, part 5C, the pile is rejected.
49-3.02A(4)(d)(iii) (C) Rejected Piles
If a pile is rejected:
1.Suspend concrete placement in the remaining piles
2.Submit a revised pile installation plan
3.Do not resume concrete placement until the revised pile installation plan is authorized Allow 30 days for the Department to determine whether the rejected pile requires mitigation and to provid e this information to you. Day 1 of the 30 days is the 1st day after access has been provided to the Department to perform acceptance testing. The Department may perform CSL to determine the extent of the anomalies identified by GGL and to further evaluate a rejected pile for the presence of anomalies not identified by GGL. The pile acceptance test report will indicate if the Department intends to perform CSL and when the testing will be performed. Allow the Department 20 additional days for a total of 50 d ays to perform CSL and to provide supplemental results. If authorized, you may perform testing on the rejected pile. The Department determines whether the rejected pile requires mitigation due to structural, geotechnical, or corrosion concerns. The Departm ent considers the estimated size and location of the anomaly and potential effects on the design. The Department provides you with the conclusions of this analysis for developing the mitigation plan. If a rejected pile does not require mitigation, you may repair the pile under an authorized mitigation plan or the amount shown in the table will be deducted for each anomaly up to the maximum total deduction: SECTION 49 PILING Anomaly location Anomaly deduction ($) D < 4 feet 4 ≤ D < 6 D ≥ 6 Entirely or partially within the upper 2/3 of the pile length 1,000 2,000 4,000 Entirely within the lower 1/3 of the pile length 500 1,000 2,000 Maximum total deduction 2,000 4,000 8,000 NOTE: D = Nominal pile diameter If a rejected pile requires mitigation, the Department withholds 30 percent of the contract item price of the rejected pile. The Department returns the withhold ing upon compliance with section s 49-3.02A(3)(h) and
49-3 02A(4)(d).
If the Engineer determines it is not feasible to use one of ADSC's stan dard mitigation plans to mitigate the pile, schedule a meeting and meet with the Engineer before submitting a nonstandard mitigation plan. The meeting attendees must include your representatives and the Engineer's representatives involved in the pile mitig ation. The purpose of the meeting is to discuss the type of pile mitigation acceptable to the Department. Provide the meeting facility. The Engineer conducts the meeting. If the Engineer determines it is not feasible to repair the rejected pile, submit a m itigation plan for replacement or supplementation of the rejected pile.
49-3.02A(4)(e) Certifications
If synthetic slurry is used, your employees who will be providing technical assistance in the slurry activities must be trained and certified by the synt hetic slurry manufacturer to show their competency to perform inspection of slurry operations.
49-3.02B Materials
49-3.02B(1) General
Reserved
49-3.02B(2) Concrete
Concrete placed under slurry must:
1.Contain at least 675 pounds of cementitious materia l per cubic yard.
2.Have a slump of 7 to 9 inches. The nominal and maximum slump and penetration specifications in section 90 -1.02G(6) do not apply. In a freeze -thaw area, the formed portion of CIDH concrete piles must contain at least 675 pounds of cementitious material per cubic yard.
49-3.02B(3) Aggregate Gradation
For concrete placed under slurry, the combined aggregate gradation must comply with the 1/2 -inch or 3/8-inch maximum gradation specified in section 90 -1.02C(4)(d).
49-3.02B(4) Reserved
49-3.02B(5) Grout
Grout must consist of cementitious material and water and may contain an admixture if authorized. Do not exceed 5 gallons of water per 94 lb of cement. Cementitious material must comply with section 90 -1.02B, except SCMs are not require d. Water must comply with section 90 -1.02D. If municipally supplied potable water is used, the testing specified in section 90 -1.02D is waived. SECTION 49 PILING Admixtures must comply with section 90, except admixtures must not contain chloride ions in excess of 0.25 perce nt by weight. Grou t used to backfill casings must comply with the following:
1.Aggregate must be used to extend the grout.
2.Aggregate must consist of at least 70 percent fine aggregate and approximately 30 percent pea gravel, by weight.
3.Fine aggregat e must comply with section 90 -1.02C(3).
4.Size of pea gravel must be such that 100 percent passes the 1/2 -inch sieve, at least 85 percent passes the 3/8 -inch sieve, and not more than 5 percent passes the no. 8 sieve.
5.Grout must contain at least 845 pou nds of cementitious material per cubic yard. Mix the grout as follows:
1.Add water to the mixer followed by cementitious material, aggregates, and any admixtures.
2.Mix the grout with mechanical mixing equipment that produces a uniform and thoroughly mi xed grout.
3.Agitate the grout continuously until the grout is pumped.
4.Do not add water after initial mixing.
49-3.02B(6) Slurry
49-3.02B(6)(a) General
Reserved
49-3.02B(6)(b) Mineral Slurry
Mineral slurry must be mixed and thoroughly hydrated in slurry tanks. Sample and test slurry from the slurry tanks before placement in the drilled hole. Recirculate or continuously agitate slurry in the drilled hole. For recirculated slurry :
1.Remove drill cuttings from the slurry before discharging the slurry back into the drilled hole.
2.Sample and test slurry at least every 2 hours after starting its use until tests show that the samples taken from the slurry tank and from within 2 feet of the bottom of the hole have consistent specified properties. Once consistent properties have been achieved, sample slurry at least every 4 hours as long as the specified properties remain consistent. For nonrecirculated slurry:
1.Sample and test slur ry from the drilled hole at least every 2 hours after starting its use. Sample the slurry at mid -height and near the bottom of the hole.
2.Recirculate slurry if tests show samples taken from mid -height and within 2 feet of the bottom of the hole do not ha ve consistent specified properties. Sample and test slurry before final cleaning of the bottom of the hole and again just before placing concrete. Sample the slurry at mid -height and within 2 feet of the bottom of the hole. Do not start cleaning the botto m of the hole or placing the concrete until tests show that the samples have consistent specified properties. SECTION 49 PILING Mineral slurry must comply with the requirements shown in the following table: Mineral Slurry Requirementsa Quality characteristic Test method Requirement Density : Before placement in the drilled hole and during drilling (pcf) Before final cleaning and immediately before placing concrete (pcf) Mud weight (density), API RP 13B -1, section 5 64.3–69.1b 64.3–75.0b Viscosity : Bentonite (sec/qt) Attapulgite (sec/qt) Marsh funnel and cup , API RP 13B -1, section 7.2 28–50 28–40 pH Glass electrode pH meter or pH paper 8–10.5 Sand content : Before final cleaning and immediately before placing concrete (%) Sand, API RP 13B -1, section 10 ≤ 4.0 aSlurry temperature must be at least 40 °F when tested. bIf authorized, you may use slurry in salt water. The allowable density of slurry in salt water may be increased up to 2 pcf.
49-3.02B(6)(c) Synthetic Slurry
Synthetic slurry material and quality characteristic requirements are specified in the special provisions. Do not use synthetic slurries in holes drilled in primarily soft or very soft cohesive soils as determined by the Engineer. Sample and test synthetic slurries:
1.When the slurry temperature is at least 40 degrees F.
2.At mid -height and within 2 feet of the bottom of the hole.
3.During drilling to verify the slurry properties.
4.When drilling is complete but before final cleaning of the bottom of the hole. When samples comply with the requirements shown in the tables for the slurry material selected, clean the bottom of the hole of any loose or settled material.
5.After final cleaning and immediately before placing concrete.
49-3.02B(6)(d) Water Slurry
Water slurry is only allowed if specified in the special provisions.
49-3.02B(7) Reserved
49-3.02B(8) Spacers
Spacers must comply with section 52 -1.03D, except you may use plastic spacers. Plastic spacers must:
1.Comply with sections 3.4 and 3.5 of the Concrete Reinforcing Steel Institute's Manual of Standard Practice
2.Have at least 25 percent of their gross plane area perforated to compensate for the difference in the coefficient of thermal expansion between th e plastic and concrete
3.Be of commercial quality
49-3.02B(9) Inspection Pipes
Inspection pipes must be schedule 40 PVC pipe complying with ASTM D1785 with a nominal pipe size of 2 inches. Watertight PVC couplers complying with ASTM D2466 are allowed to facilitate pipe lengths in excess of those commercially available. SECTION 49 PILING
49-3.02B(10) Reserved
49-3.02C Construction
49-3.02C(1) General
Unless otherwise authorized, drilling the hole and placing reinforcement and concrete in the hole must be performed in a continuous operation. Except for CIDH concrete piles for sound walls and retaining walls, you may propose to increase the diameter and revise the pile tip elevation of CIDH concrete piles with a diameter less than 2 feet. For CIDH concrete piles for sound walls and retaining walls, you may propose to increase the diameter of CIDH concrete piles with a diameter less than 2 feet, except pile tip elevations must not be revised. You may construct CIDH concrete piles 24 inches in diameter or larger by exca vating and depositing concrete under slurry. If the piling center -to-center spacing is less than 4 pile diameters, do not drill holes or drive casing for an adjacent pile until 24 hours have elapsed after concrete placement in the preceding pile and your prequalification test results for the concrete mix design show that the concrete will attain at least 1,800 psi compressive strength at the time of drilling or driving.
49-3.02C(2) Drilled Holes
The axis of the drilled hole must not d eviate from plumb more than 1 -1/2 inches per 10 feet of length. For CIDH concrete piles with a pile cap, the horizontal tolerance at the center of each pile at pile cut -off is the larger of 1/24 of the pile diameter or 3 inches. The horizontal tolerance fo r the center -to-center spacing of 2 adjacent piles is the larger of 1/24 of the pile diameter or 3 inches. During excavation, do not disturb the foundation material surrounding the pile. Equipment or methods used for excavating holes must not cause quick s oil conditions or cause scouring or caving of the hole. For rock sockets, equipment and drill methods must not result in softened materials on the borehole walls. If slurry is used during excavation, maintain the slurry level at a height required to mainta in a stable hole, but not less than 10 feet above the piezometric head. After excavation has started, construct the pile expeditiously to prevent deterioration of the surrounding foundation material from air slaking or from the presence of water. Remove an d dispose of deteriorated foundation material, including material that has softened, swollen, or degraded, from the sides and the bottom of the hole. Just before placing reinforcement or concrete, clean the bottom of the hole to remove any loose sand, gravel, dirt, and drill cuttings. If caving occurs or deteriorated foundation material accumulates on the bottom of the hole, clean the bottom of the hole after placing reinforcement and before placing concrete in the hole. You must verify that the bottom of t he hole is clean. Remove water that has infiltrated the dewatered hole before placing concrete, as required for dewatered hole. Do not allow fluvial or drainage water to enter the hole. If authorized, to control caving or water seepage, you may enlarge por tions of the hole, backfill the hole with slurry cement backfill, concrete, or other material, and redrill the hole to the diameter shown. Backfill material at enlarged piles must be chemically compatible with concrete and steel, be drillable, and have the necessary strength required for the conditions. Dispose of material resulting from placing concrete.
49-3.02C(3) Temporary Steel Casings
Furnish temporary steel casings where shown and where necessary to control water o r to prevent quick soil conditions or caving of the hole. Place temporary casings tight in the hole. Section 11 does not apply to temporary steel casings. SECTION 49 PILING Temporary casings must be:
1.Watertight and of sufficient strength to withstand the loads from insta llation, removal, lateral concrete pressures, and earth pressures
2.Noncorrugated with smooth surfaces
3.Clean and free of hardened concrete Remove the temporary casing during concrete placement. Maintain the concrete in the casing at a level required t o maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent displacement of the concrete by material from outside the casing. If slurry is not used, do not withdraw the temporary casing until the concrete head in the casin g is greater than the groundwater head outside of the casing. Maintain this positive concrete head during withdrawal of the casing. You may vibrate or hammer the temporary casing to (1) assist in removal of the casing from the hole, (2) prevent lifting of the reinforcement, and (3) prevent concrete contamination. The withdrawal of casings must not leave voids or cause contamination of the concrete with soil or other materials.
49-3.02C(4) Reinforcement
Reinforcement for CIDH concrete piles with increased diameters and revised tip elevations must comply with the following:
1.Size and number of the reinforcing bars and hoops, the percentage of bars required to extend to the pile tip, and the size and pitch of spiral reinforcement must be the same as shown for the original piles.
2.Required length of the spiral reinforcement and of any reinforcing bars that do not extend to the pile tip must be at least the length that w ould have been required for the original specified or ordered tip elevation.
3.Diameter of the spiral or hoop reinforcement must remain the same as required for the original pile or may be increased to provide not less than the concrete cover required for the original pile. Provide positive means to ensure that the reinforcement is centered in the pile. Unless otherwise shown, the bar reinforcing steel cage must have at least 3 inches of clear cover measured from the outside of the cage to the sides of th e hole or casing. Place spacers at least 5 inches clear from any inspection tubes. Place plastic spacers around the circumference of the cage and at intervals along the length of the cage under the manufacturer's instructions. For a single CIDH concrete pi le supporting a column:
1.If the pile and the column share the same reinforcing cage diameter, this cage must be accurately placed as shown
2.If the pile reinforcing cage is larger in diameter than the column cage: 2.1. Maintain a clear horizontal distan ce of at least 3.5 inches between the two cages, if the concrete is placed under dry conditions 2.2. Maintain a clear horizontal distance of at least 5 inches between the two cages if the concrete is placed under slurry 2.3. The offset between the centerli nes of the two cages must not exceed 6 inches
49-3.02C(5) Vertical Inspection Pipes
For acceptance testing, install and test vertical inspection pipes as follows:
1.Log the elevations of the inspection pipe couplers and pile reinforcing cage couplers.
2.Cap each inspection pipe at the bottom. Extend the pipe from 3 feet above the pile cutoff to the bottom of the reinforcing cage. Provide a temporary top cap or similar means to keep the pipes clean before testing. If pile cutoff is below the ground surfa ce or working platform, extend inspection pipes SECTION 49 PILING to 3 feet above the ground surface or working platform. Log the elevation of the top of inspection pipes.
3.If any changes are made to the pile tip, extend the inspection pipes to the bottom of the reinforci ng cage.
4.Install inspection pipes in a straight alignment and parallel to the main reinforcement. Securely fasten inspection pipes in place and provide protective measures to prevent misalignment or damage to the inspection pipes during installation of the reinforcement and placement of concrete in the hole. Construc t CID H concrete piles such that the relative distance of inspection pipes to vertical steel reinforcemen t rem ains constant.
5.After concrete placement is complete, fill inspection pipes with water to prevent debonding of the pipe.
6.Provide safe access to the tops of the inspection pipes.
7.After placing concrete and before requesting acceptance testing, test each inspection pipe in the Engineer's presence by passing a rigid cylinder throug h the length of pipe. The rigid cylinder must: 7.1. Be 1-3/8-inch diameter by 4.5 -foot long 7.2. Weigh 12 pounds or less 7.3. Be able to freely pass down through the entire length of the pipe under its own weight and without the application of force
8.When performing acceptance testing, inspection pipes must provide a 2 -inch-diameter clear opening and be completely clean, unobstructed, and either dry or filled with water as authorized.
9.After acceptance testing is complete, completely fill the inspect ion pipes with water. If the rigid cylinder fails to pass through the inspection pipe or if the inspection pipes were improperly installed :
1.Completely fill the inspection pipes with water immediately .
2.Suspend concrete placement in the remaining pile s until additional measures to prevent blockage or bending of the inspection pipe are authorized by the Engineer.
3.Perform either of the following: 3.1. Request the Department to perform CSL. 3.2. Core a nominal 2 -inch-diameter hole through the concrete for the entire length of the pile . If CSL is requested:
1.The Department will perform CSL if the Engineer determines that CSL is necessary. Allow the Department 15 days to perform CSL and generate a CSL report. If CSL is performed , the Department will de duct $ 2,000 if the pile diameter is 5 feet or under and $4,000 if the pile diameter is over 5 feet .
2.Allow 10 days for the Department to determine whether the blocked pipe requires coring , hydro - blasting for downhole camera inspection , or if it is accept able. Day 1 of the 10 days is either (1) the 1st day after the CSL report has been generated by the Department or (2) the 1st day after it is determined that CSL is not necessary or cannot be performed. If the Engineer determines that: 2.1. Coring is requi red, core holes complying with the coring requirements below 2.2. Hydro -blasting is required, perform hydro -blasting 2.3. The blocked pipe is acceptable, the amount shown in the anomaly deduction table under section 49 -3.02A(4)(d)(iii) will be deducted for each blocked pipe up to the maximum total deduction If you choose to core or if the Engineer determines that coring is required:
1.Coring must not damage the pile reinforcement.
2.Locate cored holes as close as possible to the inspection pipes they are replacing and no more than 5 inches clear from the reinforcement.
3.Core holes using a double wall core barrel system with a split tube type inner barrel. Coring with a solid type inner barrel is not allowed.
4.Coring methods and equipment must provide intact cores for the entire length of the pile.
5.Photograph and store concrete cores as specified for rock cores in section 49 -1.01D(5).
6.The coring operation must be logged by an engineering geologist or civil engineer licensed in the State an d experienced in core logging. Coring logs must comply with the Department's Soil and Rock Logging, Classification, and Presentation Manual for rock cores. Coring logs must include core SECTION 49 PILING recovery, rock quality designation of the concrete, locations of break s, and complete descriptions of inclusions and voids encountered during coring.
7.The Department evaluates the portion of the pile represented by the cored hole based on the submitted coring logs and concrete cores. If the Department determines a pile is anomalous based on the CSL results, downhole camera inspection, or coring logs and concrete cores, the pile is rejected.
49-3.02C(6) Permanent Steel Casing Installation
Section 49 -2.01A(4)(c) and the 5th through 7th paragraphs of section 49 -2.01C(5) do not apply to permanent steel casings . For permanent steel casings placed in a drilled hole:
1.Casings must be watertight and of sufficient strength to prevent damage and to withstand th e loads from installation, drilling and tooling equipment, lateral concrete pressures, and earth pressures.
2.Use spacers to center the casing inside the drilled hole. You may weld spacers to the outside of the casing.
3.Fill voids in the annular space b etween the casing and the soil with grout.
4.Place grout from the bottom of the casing using grout tubes. Place grout continuously until all voids have been filled and the grout reaches the top of the casing. Free fall of the grout from the top to the bottom of the casing is not allowed.
5.Pump grout into the annular space such that the grout head is maintained uniformly around the casing and no visible evidence of water or air is ejected at the top of the grout.
6.Place grout tubes along the circumferen ce of the casing with a minimum of 4 grout tubes per casing. The spacing of the grout tubes must not exceed 4 feet.
7.Extend grout tubes to within 1 foot of the bottom of the casing. If the Engineer lowers the permanent steel casing tip elevation:
1.CIDH concrete pile, including bar reinforcing steel and inspection pipes, must extend to that same elevation
2.Tip elevation of the rock socket must extend to maintain the length of the rock socket into rock as shown The additional work involved in lowering the permanent steel casing tip elevation is change order work.
49-3.02C(7) Construction Joint
Section 49 -3.02C(7) applies to CIDH concrete piles if a construction joint is shown. If a permanent steel casing is not shown, you must furnish and install a pe rmanent casing. The permanent casing must:
1.Be watertight and of sufficient strength to prevent damage and to withstand the loads from installation procedures, drilling and tooling equipment, lateral concrete pressures, and earth pressures.
2.Extend at least 5 feet below the construction joint. If placing casing into rock or a dry hole, the casing must extend at least 2 feet below the construction joint.
3.Not extend above the top of the drilled hole or final grade, whichever is lower.
4.Not increase t he diameter of the CIDH concrete pile more than 2 feet.
5.Be installed by impact or vibratory hammers, oscillators, rotators, or by placing in a drilled hole. Casings placed in a drilled hole must comply with section 49 -3.02C(6). Section 49 -2.01A(4)(c) a nd the 5th through 7th paragraphs of section 49 -2.01C(5) do not apply to permanent casings specified in section 49 -3.02C(7).
49-3.02C(8) Placing Concrete
Section 51 -1.03D(3) does not apply to CIDH concrete piles. Form, finish, and cure portions of CIDH concrete piles shown to be formed under section 51. SECTION 49 PILING
49-3.02C(9) Placing Concrete Under Slurry
49-3.02C(9)(a) General
If drill cuttings settle out of the slurry, clean the bottom of the dr illed hole after placing reinforcement and before placing concrete in the drilled hole. Verify that the bottom of the drilled hole is clean. Carefully place concrete in a compact, monolithic mass, using a method that prevents washing of the concrete. Do no t vibrate the concrete. Placing concrete must be a continuous operation lasting no longer than the time specified for each concrete placing operation at each pile in your pile installation plan. The delivery tube system must consist of one of the following :
1.Tremie tube or tubes, each of which is at least 10 inches in diameter, fed by 1 or more concrete pumps
2.1 or more concrete pump discharge tubes, each fed by a single concrete pump The delivery tube system must consist of watertight tubes with suffi cient rigidity to keep the tube ends always in the mass of concrete placed. If only 1 delivery tube is used to place the concrete, place the tube near the center of the hole. Multiple tubes must be uniformly spaced in the hole. Internal bracing for the ste el reinforcing cage must accommodate the delivery tube system. Do not use tremies for piles without space for a 10 -inch-diameter tube. During concrete placement, provide a fully operational standby concrete pump and slurry pump at the job site that is adeq uate to complete the work in the time specified in the pile installation plan. Do not allow concrete to fall into the slurry during concrete placing operations. Cap the delivery tube with a watertight cap, or plug the tube above the slurry level with a goo d-quality, tight -fitting, moving plug that expels the slurry from the tube as the tube is charged with concrete. The cap or plug must be designed to release as the tube is charged. Extend the pump discharge or tremie tube to the bottom of the hole before c harging the tube with concrete. After charging the tube with concrete, induce the flow of concrete through the tube by slightly raising the discharge end. During concrete placement:
1.Embed the tip of the delivery tube within 6 inches of the bottom of the hole until 10 feet of concrete has been placed. Maintain the embedment of the tip at least 10 feet below the top surface of the concrete.
2.Do not rapidly raise or lower the delivery tube.
3.Maintain the slurry level at a height required to maintain a s table hole, but not less than 10 feet above the piezometric head. If the seal is lost or the delivery tube becomes plugged and must be removed:
1.Withdraw and clean the tube
2.Cap the tip of the tube to prevent slurry from entering
3.Restart the operat ion by pushing the capped tube 10 feet into the concrete and then reinitiating the flow of concrete Maintain a log of concrete placement for each drilled hole. If a temporary casing is used, maintain concrete placed under slurry at a level required to maintain a stable hole, but not less than 5 feet above the bottom of the casing. The withdrawal of the casing must not cause contamination of the concrete with slurry. The equivalent hydrostatic pressure inside the casing must be greater than t he hydrostatic pressure on the outside of the casing to prevent intrusion of water, slurry, or soil into the column of freshly placed concrete. SECTION 49 PILING Remove scum, laitance, and slurry -contaminated concrete from the top of the pile. Dispose of material resulting from using slurry.
49-3.02C(9)(b) Mineral Slurry
Remove any caked slurry on the sides or bottom of hole before placing reinforcement. If concrete is not placed immediately after placing reinforcement, the reinforcement must be removed and cleaned of slurr y, the sides of the drilled hole must be cleaned of caked slurry, and the reinforcement again placed in the hole for concrete placement.
49-3.02C(9)(c) Synthetic Slurry
A manufacturer's representative must:
1.Provide technical assistance for the use of t heir material
2.Be at the job site before introduction of the synthetic slurry into the drilled hole
3.Remain at the job site until released by the Engineer After the manufacturer's representative has been released by the Engineer, your employee certifi ed by the manufacturer must be present during the construction of the pile under slurry.
49-3.02D Payment
Not Used
49-3.03 Cast-In-Steel Shell Concrete Piling
49-3.03A General
49-3.03A(1) Summary
Section 49 -3.03 includes specifications for constructing CISS concrete piles consisting of driven open - ended or closed -ended steel shells filled with reinforcement and concrete. Furnish piling includes:
1.Furnishing steel shells at the job site
2.Furnishing concrete
3.Furnishing r einforcement for piles with a diameter of less than 24 inches
4.Splicing steel shells Driving piles includes:
1.Driving and cutting off the steel shells at the elevations shown
2.Furnishing special driving tips or heavier sections of steel shells
3.Drilling holes or predrilling holes through embankments
4.Cleaning out and disposing of material from open -ended steel shells
5.Placing seal course concrete in open -ended steel shells
6.Dewatering open -ended steel shells
7.Placing reinforcement and con crete
8.Disposing of material resulting from drilling holes, predrilling holes, or cleaning out open -ended steel shells CISS concrete piles include Class 90 Alternative V and Class 140 Alternative V piles.
49-3.03A(2) Definitions
Reserved
49-3.03A(3) S ubmittals
Submit a cleanout method for open -ended steel shells as an informational submittal. Submit a Pile and Driving Data Form under section 49 -2.01A(3)(a) if specified in the special provisions. SECTION 49 PILING
49-3.03A(4) Quality Assurance
After the steel shell is d riven and before placing reinforcement and concrete, the Engineer examines the steel shell for collapse or a reduced diameter at any point. The Engineer rejects any steel shell that is improperly driven, broken, or shows partial collapse to an extent as to materially decrease its nominal resistance.
49-3.03B Materials
Steel shells must comply with the specifications for steel pipe piles in section 49 -2.02. Steel shells must be sufficiently watertight to exclude water during concrete placement.
49-3.03C Co nstruction
49-3.03C(1) General
Drive steel shells under section 49 -2. Remove and replace rejected steel shells, or drive a new shell adjacent to the rejected shell. Fill rejected shells that cannot be removed with concrete. If a new shell is driven to rep lace a rejected shell, enlarge the footing. If the Engineer revises the pile tip elevation, the work involved in furnishing, splicing, and driving the additional length of pile is change order work.
49-3.03C(2) Open -Ended Steel Shells
Internal plates must not be used. After driving, clean out the steel shell as follows:
1.Do not disturb the foundation material surrounding the pile when cleaning out the steel shell.
2.Equipment or methods used must not cause quick soil conditions or cause scouring or caving around or below the pile.
3.Steel shells must be free of soil, rock, or other material deleterious to the bond between concrete and steel before placing reinforcement and concrete.
4.Bottom 8 feet of the pile must not be cleaned out. After the steel shell has been cleaned out, construct the pile expeditiously to prevent deterioration of the surrounding foundation material from the presence of water. Remove deteriorated foundation mate rials from the bottom of the steel shell, including materials that have softened, swollen, or degraded. Dispose of material resulting from cleaning out the steel shells. If conditions render it impossible or inadvisable in the Engineer's opinion to dewater the steel shells before placing reinforcement and concrete, seal the bottom of the steel shell under section 51 -1.03D(3). After sealing, dewater and clean out the steel shell.
49-3.03C(3) Close -Ended Steel Shells
Reserved
49-3.03D Payment
Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the plane of pile cutoff.
49-4 Steel Soldier Piling
49-4.01 General
49-4.01A Summary
Section 49 -4 includes specifications for drilling holes , installing steel soldier piles , and placing concrete in the holes.
49-4.01B Definitions
dewatered hole: Drilled hole that: SECTION 49 PILING
1.Accumulates no more than 12 inches of water at the bottom during a 1 -hour period without pumping from the hole
2.Has no more th an 3 inches of water at the bottom immediately before placing concrete
49-4.01C Submittals
49-4.01C(1) General
Reserved
49-4.01C(2) Pile Installation Plan
Submit a pile installation plan. Include descriptions, details, and supporting calculations for:
1.Concrete mix designs for concrete backfill and lean concrete backfill
2.Methods, toolings, and equipment for drilling and cleaning hole
3.Number and sequence of piles you plan to install each day
4.Removing, handling, and disposing of drill cuttings
5.If temporary casing is used, proposed method of installing, drilling, placing concrete, and removing temporary casing
6.Placing, aligning, plumbing, spacing and securing the position of the pile before concrete placement
7.Theoretica l volume of concrete to be placed at each pile
8.Verifying the bottom of the drilled hole is clean before concrete placement
9.Determining top of concrete elevation during concrete placement
10.Method of concrete placement in a dry or dewatered hole For concrete placed under slurry, submit the additional information:
1.Method of placing concrete in a hole that is neither dry nor dewatered
2.Manufacturer's recommendations on the use of and test reports on the physical and chemical properties of the pro posed slurry and any slurry chemical additives, including SDSs
3.Determining volume of slurry required for the work
4.Methods and equipment used for containment, mixing, agitating, placing, recirculating, and cleaning of the slurry
5.Slurry testing equi pment and testing procedures
6.Methods of removing, handling, and disposing of drilled cuttings, contaminated concrete, and slurry
49-4.01C(3) Concrete Backfill Placement Report
Submit a concrete backfill placement report as an informational submittal w ithin 2 business days of completion of concrete backfill placement in the hole. The concrete backfill placement report must include:
1.Pile number, location, as -built tip elevation and concrete backfill cutoff elevation
2.Dates of drilling, concrete plac ement, and total quantity of concrete placed
3.Details of any hole stabilization methods and materials used
4.Drilling and tooling equipment used to complete the pile
49-4.01D Quality Assurance
Reserved
49-4.02 Materials
49-4.02A General
Steel soldier piles must comply with section 49 -2.03. Concrete anchors must comply with the specifications for studs in clause 9 of AWS D1.1.
49-4.02B Slurry
Mineral slurry and synthetic slurry must comply with section 49 -3.02B(6). You may use water slurry. Wat er slurry must comply with the requirements shown in the following table: SECTION 49 PILING Water Slurry Requirements Quality characteristic Test method Requirement Density: Before final cleaning and immediately before placing concrete (pcf) Mud weight (density), API RP 13B -1, section 5 ≤64a Sand content: Before final cleaning and immediately before placing concrete (%) Sand, API RP 13B -1, section 10 ≤1.0 aIf authorized, you may use salt water slurry. The allowable density of the slurry may be increased by 2 pcf.
49-4.03 Construction
49-4.03A General
Construct steel soldier piles in a dry or dewatered hole. If the hole is not dry or dewatered and if authorized, construct steel soldier piles under slurry. Drilling the hole, installing the pile, and placing concrete backfill and lean concrete backfill must be performed in a continuous operation, unless otherwise authorized. Place concrete evenly on all sides of the pile and continuously from the bottom of the hole to the cut -off elevation. Concrete placement must not disturb pile alignment.
49-4.03B Drilled Holes
The axis of the drilled hole must not deviate from plumb more than 1 inch per 10 feet of length. During drilling, do not disturb the foundation material surrounding the pile. Equipment or methods used for drilling holes must not cause (1) quick soil conditions or (2) scouring or caving of the hole. If the pile center -to-center spacing is less than four pile diameters, do not drill holes for the adjacent pi les until 24 hours have elapsed after concrete placement in the preceding pile. If slurry is used during drilling operations, maintain the slurry level at a height required to maintain a stable hole but not less than 10 feet above the piezometric head. After drilling begins, complete construction of the pile in one work shift to prevent deterioration of the surrounding foundation material. Remove and dispose of deteriorated foundation material, including material that has softened, swollen, or degraded, fro m the exposed surface. Verify the bottom of the drilled hole is clean before placing the pile in the drilled hole. If authorized, you may use temporary casing to control caving or ground water. Temporary casing must comply with section 49 -3.02C(3). If auth orized to control caving or water seepage, you may enlarge portions of the hole, backfill the hole with slurry cement backfill or concrete, and redrill the hole to the diameter shown. The enlarged hole must allow for at least a 6 -inch annulus of slurry cem ent or concrete surrounding the pile after the hole is redrilled.
49-4.03C Steel Soldier Piles
Plumb , align , and secure the pile before placing concrete. The hole must provide at least a 2 -inch horizontal clearance around the pile for the full length of t he hole. Provide vertical clearance at the tip of the pile as shown. Provide spacers if necessary. Ream or enlarge holes to provide the required clearance. Before placing concrete, the pile must be secured in place and must not be suspended from a crane or other mobile equipment. Maintain clearance and alignment of the pile in the hole while placing concrete.
49-4.03D Placing Concrete
Section 49 -4.03D applies if placing concrete in a dry or dewatered hole. SECTION 49 PILING Section 51 -1.03D(3) does not apply to steel soldie r piling. Drilled holes must be clean and free of debris before concrete is placed. Concrete must be directed to the bottom of the hole and not allowed to strike the sides of the hole. Placing concrete must not result in disturbance or caving of the hole. If necessary to prevent disturbance, use adjustable length pipes or tremie tubes to direct concrete to the bottom of the hole. If temporary casing is used, remove temporary casing during concrete placement. Maintain the concrete within the casing at a leve l required to maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent displacement of the concrete.
49-4.03E Placing Concrete Under Slurry
Carefully place concr ete in a compact, monolithic mass, using a method that prevents washing of the concrete. Do not vibrate the concrete. The delivery system must consist of two tremie tubes, one on each side of the soldier pile, fed by one or more concrete pumps. The tremie tubes must be watertight steel tubes with sufficient rigidity to keep the tube ends in the mass of concrete placed for the full period of placement. Do not allow concrete to fall into the groundwater or drilling slurry during concrete placement. Cap each delivery tube with a watertight cap or plug each tube above the slurry level with a tight -fitting moving plug that expels the slurry from the tubes as the tubes are charged with concrete. The caps or plugs must be designed to release as the tubes are charge d. Extend each tremie tube to the bottom of the hole before charging the tube with concrete. After charging the tube with concrete, induce the flow of concrete through the tube by slightly raising the discharge end. During concrete placement:
1.Embed the tip of the delivery tube within 6 inches of the bottom of the hole until 10 feet of concrete has been placed. Maintain embedment of the tip at least 10 feet below the top surface of the concrete.
2.Do not rapidly raise or lower the delivery tube. If temporary casing is used, remove temporary casing from the hole during concrete placement. Maintain the concrete within the casing at the level required to prevent intrusion of groundwater, slurry, or soil, in the concrete but not less than 5 feet above th e bottom of the casing until you reach the limits of concrete placement. Withdrawal of the casing must not cause contamination of the concrete with slurry. Remove scum, laitance, and slurry -contaminated concrete from the top of the pile. Dispose of materia l resulting from placing concrete under slurry.
49-4.04 Payment
Not Used
49-5 Micropiling
Reserved
49-6 Alternative Piling
Reserved
49-7 49-10 Reserved
Source: California Standard Specifications, 2024 Edition. Pages 717–750 of 1,372.