1
Method Statement
FOR
Static Pile Load Test
(Compression Test,Tension Test and Lateral Test)
2
METHOD STATEMENT
FOR
COMPRESSION, TENSILE
AND LATERAL PILE LOAD TEST
PROJECT INFORMATION
Owner : ……….. Client : ……….. Main Contractor : ………. Contractor : ………. Location : ……….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
3
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 : One hydraulic jack (1x400) ton capacity will be provided on top of the pile head as loading apparatus.
Axial Tension Test : One hydraulic jack (1x165) ton capacity will be provided on top of the pile head as loading apparatus.
Lateral Test : 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. The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, and 100% of the design load.
B. 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.
C. 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. D. 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.
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 constant settlement will be reached.
4
A. 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.
B. 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. The load will be added gradually by increasing from initial 0 to 25%, 50%, 75%, and 100% of the design load.
B. 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.
C. 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. D. 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.
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 constant settlement will be reached.
Cycle 2 (QUICK TEST, maximum to 200% of the design load)
A. 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.
B. 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
5
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 Time, load, pile head movements, settlements and reference beam movements. x Load-settlement curve.
x Time-settlement curve. x Time-load curve.
ESTIMATION OF ULTIMATE LOAD FROM PILE LOAD TEST BY DAVISSON METHOD
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
APPENDIX A
TABLES, FIGURES &
DESIGN CALCULATIONS
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 io n T e s t in g )
Design Load = 65 Tons FS = 2 Test Load = 130 Tons
Hydraulic Jack No./s 905 CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure Remarks
Time (hours) (Tons) (Bars) (%)
3-Jul 09:00 1 16.3 18.0 25% 10:00 1 32.5 34.0 50% 11:00 1 48.8 50.1 75% 12:00 1 65.0 66.1 100% 13:00 24 48.8 56.0 75% 4-Jul 13:00 1 32.5 39.9 50% 14:00 1 16.3 23.8 25% 15:00 2 0.0 0.0 0%
CYCLE 2: QUICK TEST; Maximum to 200% of the design load.
Date Start Interval Load Pressure Remarks
Time (min) (Tons) (Bars) (%)
4-Jul 17:00 5 16.3 18.0 25% 17:05 5 32.5 34.0 50% 17:10 5 48.8 50.1 75% 17:15 5 65.0 66.1 100% 17:20 5 81.3 82.1 125% 17:25 5 97.5 98.1 150% 17:30 5 113.8 114.1 175% 17:35 5 130.0 130.2 200% 17:40 5 113.8 120.4 175% 17:45 5 97.5 104.3 150% 17:50 5 81.3 88.2 125% 17:55 5 65.0 72.1 100% 18:00 5 48.8 56.0 75% 18:05 5 32.5 39.9 50% 18:10 5 16.3 23.8 25% 18:15 120 0.0 0.0 0%
P ile N o . 385
Table 1
Schedule of Loading
K a e n g K h o i 2 P o w e r P la n t (T e n s io n T e s t in g )
Design Load = 15 Tons FS = 2 Test Load = 30 Tons
Hydraulic Jack No./s 912 CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure Remarks
Time (hours) (Tons) (Bars) (%)
6-Jul 09:00 1 3.8 18.3 25% 10:00 1 7.5 31.8 50% 11:00 1 11.3 45.3 75% 12:00 24 15.0 58.8 100% 12:00 1 11.3 71.9 75% 7-Jul 12:00 1 7.5 58.3 50% 13:00 1 3.8 44.7 25% 13:00 2 0.0 0.0 0%
CYCLE 2: QUICK TEST; Maximum to 200% of the design load.
Date Start Interval Load Pressure Remarks
Time (min) (Tons) (Bars) (%)
7-Jul 15:00 5 3.8 18.3 25% 15:05 5 7.5 31.8 50% 15:10 5 11.3 45.3 75% 15:15 5 15.0 58.8 100% 15:20 5 18.8 72.3 125% 15:25 5 22.5 85.9 150% 15:30 5 26.3 99.4 175% 15:35 5 30.0 112.9 200% 15:40 5 26.3 126.4 175% 15:45 5 22.5 112.8 150% 15:50 5 18.8 99.2 125% 15:55 5 15.0 85.6 100% 16:00 5 11.3 71.9 75% 16:05 5 7.5 58.3 50% 16:10 5 3.8 44.7 25% 16:15 120 0.0 0.0 0%
P ile N o . 368
Table 2
Schedule of Loading
K a e n g K h o i 2 P o w e r P la n t (L a t e r a l T e s t in g )
Design Load = 7 Tons FS = 2 Test Load = 14 Tons
Hydraulic Jack No./s 8 CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure Remarks
Time min (Tons) (Bars) (%)
10-Jul 09:00 10 1.8 36.2 25% 09:10 10 3.5 51.9 50% 09:20 15 5.3 67.6 75% 09:35 20 7.0 83.2 100% 09:55 20 8.8 98.9 125% 10:15 20 10.5 114.5 150% 10:35 20 11.9 127.1 170% 10:55 20 12.6 133.3 180% 11:15 20 13.3 139.6 190% 11:35 60 14.0 145.8 200% 12:35 10 10.5 118.0 150% 12:45 10 7.0 86.0 100% 12:55 10 3.5 54.1 50% 13:05 0.0 0.0 0%
P ile N o . 416
Table 3
Schedule of Loading
A S TM Testing Co., Ltd. 1 032/21 7 Pha hol y o thin 1 8 /1 Ro ad, B ang k o k 10 900 : (662)+ 27 2-247 4! 5 : ( 6 62)+ 27 2-247 5 CALI
BRATION OF ONE HYDRAULI
C J ACK FOR ST ATI C PILE LOAD TE STI NG
Kaeng Khoi 2 Power Plant (Compression Testing)
LOADING UNLOADING G age R dg. LOADING (Ton s) G age R d g. UNLOADING (Tons) in bar s (Y ) 9 05 TO TA L (X ) in bar s (Y ) 9 05 TO TA L (X ) 00 0 .0 0 0 0 .0 50 49.5 49.5 50 43.5 43.5 10 0 1 00 .5 100 .5 10 0 9 3 .5 93.5 15 0 1 50 .5 150 .5 15 0 1 43 .5 1 43.5 20 0 1 99 .5 199 .5 20 0 1 93 .5 1 93.5 25 0 2 50 .0 250 .0 25 0 2 44 .0 2 44.0 30 0 3 02 .0 302 .0 30 0 2 95 .0 2 95.0 35 0 3 52 .0 352 .0 35 0 3 45 .5 3 45.5 40 0 4 03 .5 403 .5 40 0 3 95 .5 3 95.5 45 0 4 56 .5 456 .5 45 0 4 48 .0 4 48.0 48 0 4 85 .0 485 .0 C a li br at ed Regression Output : Regression Output : Constant 2.00 76 286 6 Constant 7 .722 12 36 2 Std Err of Y Est 1.18 92 093 4 Std Err of Y Est 0 .748 16 82 7 R Squa red 0.99 99 427 5 R Squa red 0 .999 97 38 8 No . of Observ at ion s 10 No . of Observ at ion s 9 D e g r ees of F r eedom 8 D e g r ees of F r eedom 7 X C o e ffi ci en t( s ) 0.98 57 852 7 X C o e ffi ci en t( s ) 0 .990 23 65 5 L O AD IN G (Y ) = 0.9858 * X + 2.0076 U N LO AD IN G (Y ) = 0. 9902 * X + 7. 7221
ASTM
A S TM Testing Co., Ltd. 43 7-4 41 Kam p ang pet h II I Roa d, beh ind Jatu ja k Park , Ba ng k o k 10 90 0 T H AILAND : (6 62)+ 272 -59 66~ 7 , 27 2-4 565 , 2 72-597 3, 272 -45 82 : (66 2)+ 27 2-4 583 C A LIBRA TION OF ON E HYD RA ULIC J A C K FOR S T
ATIC PILE LOA
D TESTING
Kaeng Khoi 2 Power Plant(Tension Testing)
LOADING UNLOADING G a ge R d g. LOADING (Tons) G a ge R d g. UNLOA DING (Tons) in b a rs ( Y ) 9 1 2 T OTAL ( X ) in b a rs ( Y ) 9 1 2 T OT AL (X) 00 0 .0 0 0 0 .0 100 27 .0 27.0 100 20.0 2 0.0 200 53 .5 53.5 200 46.0 4 6.0 300 82 .0 82.0 300 73.0 7 3.0 400 109 .0 109.0 400 101.0 10 1.0 500 138 .0 138.0 500 130.0 13 0.0 600 165 .0 165.0 C a libr a ted Regression Output : Regression Output : Constant 4 .7 289 954 0 Constant 3 1 .033 571 24 Std E rr of Y Est 2 .2 705 412 1 Std E rr of Y Est 3.92 681 306 R S q uared 0 .9 998 821 6 R S q uared 0.99 953 740 N o . of Observations 6 No . of O b servation s 5 Deg rees of Freedom 4 De gre es of F reedom 3 X C o effi ci ent (s) 3 .6 059 634 9 X C o effici ent (s) 3.63 468 147 L O AD IN G (Y ) = 3.6060 * X + 4.7290 U N L O A D I N G (Y ) = 3.6347 * X + 31.0336
ASTM
A S TM Testing Co., Ltd. 437-441 Kam pangpeth III Ro ad, behind J a tuj ak Par k , Bangk ok 10900 T H A ILA N D : ( 662 )+ 2 72-596 6~7 , 2 7 2-456 5, 27 2-5 973 , 2 7 2 -45 82 : ( 6 62 )+ 27 2-4 5 8 3 CALIBRATION OF ONE HYDRAULIC J ACK
FOR STATIC PILE L
OAD TE
STING
Kaeng Khoi 2 Power Plant(Lateral Testing)
LOADING UNLOA DING Gage R dg. LOADING (T on s) G a ge R d g. UNLOADING (Tons) in ba r s (Y) 8 TOTA L (X ) in ba r s (Y) 8 T O T A L (X ) 00 0 .0 0 0 0 .0 50 3.0 3.0 50 3.0 3.0 10 0 9 .0 9.0 10 0 9 .0 9.0 15 0 1 5 .0 1 5.0 15 0 1 4 .5 1 4.5 20 0 2 0 .0 2 0.0 20 0 1 9 .0 1 9.0 25 0 2 5 .5 2 5.5 25 0 2 5 .0 2 5.0 30 0 3 1 .0 3 1.0 30 0 3 0 .0 3 0.0 35 0 3 7 .0 3 7.0 35 0 3 5 .5 3 5.5 40 0 4 2 .0 4 2.0 40 0 4 1 .0 4 1.0 45 0 4 8 .0 4 8.0 45 0 4 7 .0 4 7.0 50 0 5 4 .0 5 4.0 50 0 5 3 .0 5 3.0 55 0 5 9 .0 5 9.0 Ca li b r a te d Regression Output : Re gre ssion Output : Constant 2 0 .5 7 458 863 Constant 22 .0 971 851 5 Std Err of Y Est 2. 76 858 80 1 Std Err of Y Est 4. 164 896 90 R Squared 0. 99 974 91 4 R Squared 0. 999 327 17 No. of Observati ons 11 No. of Observa tions 10 Deg rees of Freedom 9 Deg re es of Freedom 8 X C o efficient(s) 8. 94 812 08 9 X C o effi ci en t( s ) 9. 130 065 52 L O AD IN G (Y ) = 8.9481 * X + 20.5746 U N L O AD IN G (Y ) = 9.1301 * X + 22.0972
ASTM
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
416
367
368
417
385
Main Beam
Main Beam
Hydraulic Jack
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
369
368
367
Hydraulic Jack
Figure 2 Tension Test
367
368
369
Reaction Beam
KHAENG KHOI 2 Power Plant Project
ASTM TESTING CO., LTD.
417
385
432
416
Hydraulic Jack
Figure 3 Lateral Test
416
417
APPENDIX B
Infratech ASTM CO., LTD.
1
APPENDIX C
Infratech ASTM CO., LTD.
2
