CLOSED END CONCRETE FILLED PIPE PILES-CIVIL

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This procedure prescribes the installation, inspection and testing of closed end, concrete filled pipe piles.

PROCEDURE CLOSED END CONCRETE FILLED PIPE PILES

  • Monitor Pile Load Tests

–           Conduct tests under the direct supervision of the Senior Field Engineer or their representative. The Engineer or their representative is responsible for the following:

  1. a) Approve the general plan and equipment to be used for the test.
  2. b) Observe the driving of test and reaction piles.
  3. c) Observe the application of loading apparatus.
  4. d) Record test data.
  5. e) Prepare reports in accordance with ASTM D1143, D3689 or D3966 as applicable

–           Drive test piles in accordance with design specifications, using the same equipment to be used for production piles. Locate cribbing on reaction piles in accordance with ASTM D1143, D3698 or D 3966 as applicable. Install reaction and test piles at least (14) days prior to commencing load tests. Provide test piles from the same manufacturer as production piles.

–           Axial Compression – Conduct test in accordance with ASTM D1143. Apply loads by employing both calibrated hydraulic jacks and load cells. Do not leave loaded jacks unattended.

–           Use two dial gages mounted independently on supported reference beams as primary system for measuring movement. Do not cross connect reference beams. Use surveyor’s level as a secondary measurement system.

–           Use cyclic loading procedure in accordance with ASTM D1143, Section 5.2.

–           Take and record readings of time, load and pile movement immediately before and after the application of each load increment or the removal of a load decrement. Take and record additional readings after each increase in load at the following intervals: 2, 4, 8, 15, 30, 45, 60, 80, 100 and 120 minutes. During periods when the load is held constant for more than 120 minutes, take and record readings at 60 minute intervals after the first 120 minutes.  During unloading, take and record reading at 10 minute intervals between decrease in loads.  Take final rebound readings at 1, 2 and 12 hours after all load has been removed.

–           Axial Tension Load Test – Conduct test in accordance with ASTM D3689 except as modified below.

–           Apply loads by employing both calibrated hydraulic jack and load cell. Do not leave loaded jack unattended.

–           Use 2 dial gages mounted on independently supported reference beams as primary system for measuring movement.  Do not cross connect reference beams. Use surveyor’s level as secondary system.

–           Use cyclic loading procedure in accordance with ASTM D3689, Section 7.3.

–                      Take and record reading of time, load and pile movement immediately before and after the application of each load increment or the removal of a load decrement. Take and record additional readings after each increase in load at the following intervals: 2, 4, 8, 15, 30, 45, 60, 80, 100 and 120 minutes.

–           During periods when the load is held constant for more than 120 minutes, take and record readings at 60 minute intervals after the first 120 minutes. During unloading, take and record readings at 10 minute intervals between decrease in loads. Take final rebound readings at 1, 2, and 12 hours after all load has been removed.

–           Lateral Load Tests – Conduct test in accordance with ASTM D3966 except as modified below.

–           Apply loads employing both calibrated hydraulic jack and load cell. Do not leave loaded jacks unattended.

–           Use a dial gage mounted on independently supported reference beam as primary system for measuring movement. Use surveyor’s transit and scale as secondary system.

–           Use cyclic loading procedure in accordance with ASTM D3966, Section 6.3.

–           Take and record readings to time, load, and pile movement in accordance with ASTM D3966 Standard Measuring Procedures.

  • Inspect In-process Pile Driving

–           Drive each pile continuously and without interruption, to refusal or until the required penetration and driving resistance as determined by load test is attained.  Defined refusal as _____ blows per foot. Contact the Engineer if driving is interrupted or driving resistance has not been attained before the pile reaches final penetration.

–           Use one specific model of pile driving hammer for driving all steel pipe piles.

–           Operate pile driving hammer at the speed and conditions recommended by the manufacturer.

–           Protect piles during driving with cushioned caps that does not absorb hammer energy.

–           Use leads to secure the piles against lateral movement during driving.

–           Drive poles in such an order as to prevent distortion or damage to existing structures and previously driven piles.  Make observations to check for any uplift of previously driven piles. Redrive uplifted piles to at least the original final driving resistance and tip elevation.

–           The center of the pile at the cutoff elevation shall not deviate more than _____ inches from the location on the design drawings. Plumb pile alignment shall not deviate more than _____ inch per foot of pile length from the batter line on design drawings.

–           Splice and drive pile that has not reached the required blow count when the top has been driven to the cutoff elevation, to a depth sufficient to develop the required driving resistance. The required driving resistance shall not be determined until the pile has been driven at least an additional 12 inches.

–           For piles driven with a mandrel, “bumping out” or reverse tapping is not permitted. Should this occur, redrive the pile to at least the original resistance and penetration.

–           Redrive piles raised during the driving of adjacent piles to at least the original resistance and penetration.  If concrete has been placed in the pile, redriving shall not commence until concrete has reached its 28 day designed strength, as determined by testing.

–           Place concrete in one continuous operation. Place concrete with the use of a tremie if there is more than a 5 foot drop, to prevent segregation in the mix. Compact all concrete by use of internal vibrators.

–           Place no concrete for any pile until all driving within a radius of 50 feet has been completed. Cover tops of pipe piles immediately after driving and again immediately after inspection, to prevent debris from entering the piles.

–           A concrete mix design shall be submitted and accepted prior to start of work.

–           Cut tops of piles off and level, within _____ inch of the elevation on drawings.

–           Provide uplift connection at locations and as described on design drawings.

–                      Prebored pilot holes are prohibited.

  • Check Final Pile Location/Installation

–           Retest piles that do not meet all the requirements of design specifications including those that are damaged, cracked, misplaced, or driven out of alignment tolerances.

 Quality Control Forms:

Pile Driving Record

Record of Pile Driving

Pile Driving Inspection Record

Project: Driver Type:
Location: Ramweight:
Pile Capacity: Freefall Height:
Pile Size: Pile Type:
Weather Condition: Pile Manufacturer:
Pile Number Length Date Driven Horizontal 3″ Maximum Point Elevation Cut-Off Elevation Blowcount

Last Ft/Last In

Redriven Record:
General Remarks:
     
 

Subcontractor

Contractor Client
Name Name Name
Signature Signature Signature
Date Date Date
Please read also:  PROCEDURE/METHOD STATEMENT FOR EARTHWORK-CIVIL
Please read also:  CIVIL ENGINEERING QUESTION AND ANSWERS INTERNATIONAL STANDARDS

 

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  1. September 3, 2018

    […] Please read also: CLOSED END CONCRETE FILLED PIPE PILES-CIVIL […]

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