Method Statement FOR
Static Pile Load Test (Compression Test,Tension Test and Lateral Test)
PREPARED BY
1
METHOD STATEMENT FOR COMPRESSION, TENSILE AND LATERAL PILE LOAD TEST
PROJECT INFORMATION Owner
:
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Client
:
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Main Contractor
:
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Contractor
:
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Location
:
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TEST PILE INFORMATION Pile No. 385
Pile No. 368
Pile No. 416
Pile Type
40 x 40 Driven
40 x 40 Driven
40 x 40 Driven
Pile Tip
4.2 m.
4.2 m.
4.2 m.
Pile Top
0.0 m.
0.0 m.
0.0 m.
Design Load
65 tons
15 tons
7 tons
Maximum Test Load (200 % of design Load)
130 tons
30 tons
14 tons
Test Type
Axial Compression Test
Axial Tension Test
Lateral Test
Anchor Piles
367, 368, 416, 417
367, 369
432, 417, 385
Testing Standard
ASTM D1143-81 ASTM D3689-90 ASTM D3966-90 (Reapproved 1994) (Reapproved 1995) (Reapproved 1995)
2
1.0 TESTING APPARATUS 1.1
Reaction Beam The steel girders will be laid across the test pile with system set up similar to that shown in Appendix A.
1.2
Hydraulic Jacks Axial Compressive Test
:
Axial Tension Test
:
Lateral Test
:
One hydraulic jack (1x400) ton capacity will be provided on top of the pile head as loading apparatus. One hydraulic jack (1x165) ton capacity will be provided on top of the pile head as loading apparatus. One hydraulic jack (1x59) ton capacity will be provided on the side of the pile head as loading apparatus.
1.3
Ball Bearing To provide non-eccentric load to the pile head, a ball bearing shall be inserted in between the reaction beam and the hydraulic jack.
1.4
Dial gauges Four dial gauges (Mitutoyo brand) will be provided to monitor the pile movements by mounting between the pile head and reference beams. The micrometer has a range of 0-50 mm and an accuracy of 0.01 mm.
1.5
Reference Beam Two reference beams (channel 125x65x5 mm) will be cross-connected and laid on support, firmly embedded in ground with one end fixed and the other end freed.
1.6
Leveling instrument Relative movements of the test pile head, reference beam and anchor pile will be checked by a Shokisha precise leveling instrument with an accuracy of 0.01 mm. Readings will be made on ruler scale fixed on the reading points (1 point at pile head, 2 points at reference beams and 1 point at each anchor pile).
2.0 TEST PROCEDURE 2.1
Compression Pile Load Test
The test shall conform to the modified ASTM D 1143-81(Reapproved 1994) item 5.0 “Standard Loading Procedure” with load sequence in percentage of design load. Three cycles of test will be performed. Cycle 1 (maximum to 100% of the design load) A. B.
C. D.
E.
The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, and 100% of the design load. When each load increment will be achieved, the next load increment will be added only when the settlement rate will be less than 0.25 mm per hour or after 2 hours, whichever shall occur first. At each load increment, load, settlement and time will be recorded at 1, 2, 4, 8, 15, 30, 60, 90, 120, 240 minutes and every 2 hours with an accuracy of at least 0.01 mm. The maximum load will be kept constant for at least 24 hours and then reduced to 75%, 50%, 25% and 0% of the design load, respectively. Each load will be maintained until the rate of settlement would not be greater than 0.25 mm per hour or after two hours, whichever shall occur first. At "0" load, rebound movement will be recorded at 1, 2, 4, 8, 15, 30, 40, 60 minutes and every hour thereafter until a constant settlement will be reached.
Cycle 2 (QUICK TEST, maximum to 200% of the design load) 3
A. B.
The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, 100%, 125%, 150%, 175% and 200% of the design load. When each load increment will be achieved, the next load increment will be added every after 5 minutes..
C. At each load increment, load, settlement and time will be recorded at 1 and 5 minutes with an accuracy of at least 0.01 mm. D. The load will then be reduced to 175%, 150%, 125%, 100%, 75%, 50%, 25% and 0% of the design load, respectively E. At "0" load, rebound movement will be recorded at 1, 2, 4, 8, 15, 30, 40, 60 minutes and every hour thereafter until a no further settlement will be experienced. F. The test pile will be considered failure when a rapid progressive movement of the pile in the direction of loading under a constant load or physical failure of the test pile is observed or a settlement of more than 15% of the diagonal dimension of the pile, which is equivalent to 90 mm. 2.2
Tension Pile Load Test
The test shall conform to the ASTM D 3689-90 (Reapproved 1995) “Standard Test Method for Individual Piles Under Static Axial Tensile Load.” with load sequence as explain below. The test will be conducted until the pile exhibit signs of failure. Cycle 1 (maximum to 100% of the design load) A. B.
C. D.
E.
The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, and 100% of the design load. When each load increment will be achieved, the next load increment will be added only when the settlement rate will be less than 0.25 mm per hour or after 2 hours, whichever shall occur first. At each load increment, load, settlement and time will be recorded at 1, 2, 4, 8, 15, 30, 60, 90, 120, 240 minutes and every 2 hours with an accuracy of at least 0.01 mm. The maximum load will be kept constant for at least 24 hours and then reduced to 75%, 50%, 25% and 0% of the design load, respectively. Each load will be maintained until the rate of settlement would not be greater than 0.25 mm per hour or after two hours, whichever shall occur first. At "0" load, rebound movement will be recorded at 1, 2, 4, 8, 15, 30, 40, 60 minutes and every hour thereafter until a constant settlement will be reached.
Cycle 2 (QUICK TEST, maximum to 200% of the design load) A. B.
The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, 100%, 125%, 150%, 175% and 200% of the design load. When each load increment will be achieved, the next load increment will be added every after 5 minutes..
G. At each load increment, load, settlement and time will be recorded at 1 and 5 minutes with an accuracy of at least 0.01 mm. H. The load will then be reduced to 175%, 150%, 125%, 100%, 75%, 50%, 25% and 0% of the design load, respectively I.At "0" load, rebound movement will be recorded at 1, 2, 4, 8, 15, 30, 40, 60 minutes and every hour thereafter until a no further settlement will be experienced. J. The test pile will be considered failure when a rapid progressive movement of the pile in the direction of loading under a constant load or physical failure of the test pile is observed or a settlement of more than 4
15% of the diagonal dimension of the pile, which is equivalent to 90 mm. 2.3
Lateral Pile Load Test
The test shall conform to the ASTM D 3966-90 “Standard Test Method for Individual Piles Under Lateral Load.” with load sequence as explain below. The test will be conducted until the pile exhibit signs of failure. A. The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, 100%, 125%, 150%, 170%, 180%, 190% and 200% of the design load. B. When each load increment will be achieved, the next load increment will be added after each load duration shown in Table 3. C. At each load increment, load and time will be recorded at 1, 5, 10 minutes with an accuracy of at least 0.01 mm. D. The test pile will be considered failure when a rapid progressive movement of the pile in the direction of loading under a constant load or physical failure of the test pile is observed. During the load test, records including plots of load vs. time and load vs. settlement will be maintained progressively.
3.0 RESULTS OF TEST The test results will then be reported in the form of: x x x x x
Time, load, pile head movements, settlements and reference beam movements. Load-settlement curve. Time-settlement curve. Time-load curve. Report and recommendations on the ultimate pile capacity.
5
Fc'= 400 ksc. Pile Dia.= 0.46 m. Q= 270 Tons L= 12.8 m. A= 0.16 sq.m. Ec= 29,427 Mpa Ec= 3.00E+06 Tons/sq.m. Settle-1= 7.02 mm. Settle-1= 2.81 inch Settle-2= 0.50 inch Settle-2= 1.27 mm. Settle-3= 0.14 inch Settle-3= 0.35 mm. Total Settle= 3.44 inch Davidson Offset Line Limit= 3.44 inch Davidson Offset Line Limit= 8.75 mm.
ESTIMATION OF ULTIMATE LOAD FROM PILE LOAD TEST BY DAVISSON METHOD
APPENDIX A TABLES, FIGURES & DESIGN CALCULATIONS
Table 1 Schedule of Loading
K a e n g K h o i 2 P o w e r P la n t (C o m p r e s s i o n T e s t i n g ) P il e N o . 385 Design Load = 65 Tons
FS = 2
Test Load = 130 Tons
Hydraulic Jack No./s 905 CYCLE 1: Date 3-Jul
4-Jul
CYCLE 2: Date 4-Jul
Maximum to 100% of the design load. Start Time 09:00 10:00 11:00 12:00 13:00 13:00 14:00 15:00
Interval (hours) 1 1 1 1 24 1 1 2
Load (Tons) 16.3 32.5 48.8 65.0 48.8 32.5 16.3 0.0
Pressure (Bars) 18.0 34.0 50.1 66.1 56.0 39.9 23.8 0.0
Remarks (%) 25% 50% 75% 100% 75% 50% 25% 0%
QUICK TEST; Maximum to 200% of the design load. Start Time 17:00 17:05 17:10 17:15 17:20 17:25 17:30 17:35 17:40 17:45 17:50 17:55 18:00 18:05 18:10 18:15
Interval (min) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 120
Load (Tons) 16.3 32.5 48.8 65.0 81.3 97.5 113.8 130.0 113.8 97.5 81.3 65.0 48.8 32.5 16.3 0.0
Pressure (Bars) 18.0 34.0 50.1 66.1 82.1 98.1 114.1 130.2 120.4 104.3 88.2 72.1 56.0 39.9 23.8 0.0
Remarks (%) 25% 50% 75% 100% 125% 150% 175% 200% 175% 150% 125% 100% 75% 50% 25% 0%
Table 2 Schedule of Loading
K a e n g K h o i 2 P o w e r P l a n t (T e n s io n T e s t in g ) P il e N o . 368 Design Load = 15 Tons
FS = 2
Test Load = 30 Tons
Hydraulic Jack No./s 912 CYCLE 1: Date 6-Jul
7-Jul
CYCLE 2: Date 7-Jul
Maximum to 100% of the design load. Start Time 09:00 10:00 11:00 12:00 12:00 12:00 13:00 13:00
Interval (hours) 1 1 1 24 1 1 1 2
Load (Tons) 3.8 7.5 11.3 15.0 11.3 7.5 3.8 0.0
Pressure (Bars) 18.3 31.8 45.3 58.8 71.9 58.3 44.7 0.0
Remarks (%) 25% 50% 75% 100% 75% 50% 25% 0%
QUICK TEST; Maximum to 200% of the design load. Start Time 15:00 15:05 15:10 15:15 15:20 15:25 15:30 15:35 15:40 15:45 15:50 15:55 16:00 16:05 16:10 16:15
Interval (min) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 120
Load (Tons) 3.8 7.5 11.3 15.0 18.8 22.5 26.3 30.0 26.3 22.5 18.8 15.0 11.3 7.5 3.8 0.0
Pressure (Bars) 18.3 31.8 45.3 58.8 72.3 85.9 99.4 112.9 126.4 112.8 99.2 85.6 71.9 58.3 44.7 0.0
Remarks (%) 25% 50% 75% 100% 125% 150% 175% 200% 175% 150% 125% 100% 75% 50% 25% 0%
Table 3 Schedule of Loading
K a e n g K h o i 2 P o w e r P l a n t (L a t e r a l T e s t i n g ) P il e N o . 416 Design Load = 7 Tons
FS = 2
Test Load = 14 Tons
Hydraulic Jack No./s 8 CYCLE 1: Date 10-Jul
Maximum to 100% of the design load. Start Time 09:00 09:10 09:20 09:35 09:55 10:15 10:35 10:55 11:15 11:35 12:35 12:45 12:55 13:05
Interval min 10 10 15 20 20 20 20 20 20 60 10 10 10
Load (Tons) 1.8 3.5 5.3 7.0 8.8 10.5 11.9 12.6 13.3 14.0 10.5 7.0 3.5 0.0
Pressure (Bars) 36.2 51.9 67.6 83.2 98.9 114.5 127.1 133.3 139.6 145.8 118.0 86.0 54.1 0.0
Remarks (%) 25% 50% 75% 100% 125% 150% 170% 180% 190% 200% 150% 100% 50% 0%
150.5
199.5
250.0
302.0
352.0
403.5
456.5
485.0
150
200
250
300
350
400
450
480
0.98578527
LOADING (Y) = 0.9858 * X + 2.0076
X Coefficient(s)
8
Degrees of Freedom
0.99994275
R Squared 10
1.18920934
Std Err of Y Est
No. of Observations
2.00762866
0.0
485.0
456.5
403.5
352.0
302.0
250.0
199.5
150.5
100.5
49.5
TOTAL (X)
Constant
Regression Output :
49.5
100.5
50
0
905
0
LOADING (Tons)
LOADING
450
400
350
300
250
200
150
448.0
395.5
345.5
295.0
244.0
193.5
143.5
93.5
43.5
0
0.99023655
7
9
0.99997388
0.74816827
7.72212362
0.0
448.0
395.5
345.5
295.0
244.0
193.5
143.5
93.5
43.5
TOTAL (X)
UNLOADING (Y) = 0.9902 * X + 7.7221
X Coefficient(s)
905
UNLOADING (Tons)
UNLOADING
Regression Output :
Degrees of Freedom
No. of Observations
R Squared
Std Err of Y Est
Constant
50
0 100
in bars (Y)
Gage Rdg.
Kaeng Khoi 2 Power Plant (Compression Testing)
100
in bars (Y)
Gage Rdg.
Calibrated
ASTM Testing Co., Ltd. 1032/217 Phaholyothin 18/1 Road, Bangkok 10900 : (662)+ 272-2474!5 : (662)+ 272-2475
CALIBRATION OF ONE HYDRAULIC JACK FOR STATIC PILE LOAD TESTING
ASTM
165.0
600
3.60596349
LOADING (Y) = 3.6060 * X + 4.7290
X Coefficient(s)
4
Degrees of Freedom
0.99988216
R Squared 6
2.27054121
Std Err of Y Est
No. of Observations
4.72899540
Regression Output :
138.0
500
0.0
165.0
138.0
109.0
82.0
53.5
27.0
TOTAL (X)
Constant
Calibrated
82.0
109.0
53.5
200
400
27.0
100
300
0
912
500
400
300
200
130.0
101.0
73.0
46.0
20.0
0
3.63468147
3
5
0.99953740
3.92681306
31.03357124
0.0
130.0
101.0
73.0
46.0
20.0
TOTAL (X)
UNLOADING (Y) = 3.6347 * X + 31.0336
X Coefficient(s)
912
UNLOADING (Tons)
UNLOADING
Regression Output :
Degrees of Freedom
No. of Observations
R Squared
Std Err of Y Est
Constant
0 100
in bars (Y)
Gage Rdg.
Kaeng Khoi 2 Power Plant(Tension Testing)
LOADING (Tons)
LOADING
0
in bars (Y)
Gage Rdg.
ASTM Testing Co., Ltd. 437-441 Kampangpeth III Road, behind Jatujak Park, Bangkok 10900 THAILAND : (662)+ 272-5966~7, 272-4565, 272-5973, 272-4582 : (662)+ 272-4583
CALIBRATION OF ONE HYDRAULIC JACK FOR STATIC PILE LOAD TESTING
ASTM
20.0
25.5
31.0
37.0
42.0
48.0
54.0
59.0
200
250
300
350
400
450
500
550
8.94812089
LOADING (Y) = 8.9481 * X + 20.5746
X Coefficient(s)
9
Degrees of Freedom
0.99974914
R Squared 11
2.76858801
Std Err of Y Est
No. of Observations
20.57458863
Regression Output :
15.0
150
9.0
3.0
0.0
59.0
54.0
48.0
42.0
37.0
31.0
25.5
20.0
15.0
TOTAL (X)
Constant
Calibrated
3.0
9.0
50
0
8
0
500
450
400
350
300
250
200
150
53.0
47.0
41.0
35.5
30.0
25.0
19.0
14.5
9.0
3.0
0
9.13006552
8
10
0.99932717
4.16489690
22.09718515
9.0
3.0
0.0
53.0
47.0
41.0
35.5
30.0
25.0
19.0
14.5
TOTAL (X)
UNLOADING (Y) = 9.1301 * X + 22.0972
X Coefficient(s)
8
UNLOADING (Tons)
UNLOADING
Regression Output :
Degrees of Freedom
No. of Observations
R Squared
Std Err of Y Est
Constant
50
0 100
in bars (Y)
Gage Rdg.
Kaeng Khoi 2 Power Plant(Lateral Testing)
LOADING (Tons)
LOADING
100
in bars (Y)
Gage Rdg.
ASTM Testing Co., Ltd. 437-441 Kampangpeth III Road, behind Jatujak Park, Bangkok 10900 THAILAND : (662)+ 272-5966~7, 272-4565, 272-5973, 272-4582 : (662)+ 272-4583
CALIBRATION OF ONE HYDRAULIC JACK FOR STATIC PILE LOAD TESTING
ASTM
367
368
Main Beam 385
416
417
Main Beam
Hydraulic Jack
Figure 1 Compression Test
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
Hydraulic Jack
Reaction Beam 367
368
369
Hydraulic Jack
367
368
369
Figure 2 Tension Test
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
385
416
417
432
Hydraulic Jack
1.0 m. 416
417
Figure 3 Lateral Test
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
APPENDIX B SAMPLE PRESENTATION OF RESULTS
Infratech ASTM CO., LTD.
APPENDIX C EQUIPMENT DETAILS
1
Infratech ASTM CO., LTD.
APPENDIX D COMPANY REFERENCE PROJECTS
2
