Embed Size (px)
Citation preview
1
Method Statement
FOR
Static Pile Load Test
(Compression Test,Tension Test and Lateral Test)
PREPARED BY
2
METHOD STATEMENT FOR
COMPRESSION, TENSILEAND LATERAL PILE LOAD TEST
PROJECT INFORMATIONOwner : ……………………………..
Client : ……………………………..
Main Contractor : …………………………….
Contractor : …………………………….
Location : …………………………….
TEST PILE INFORMATIONPile 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
(Reapproved 1994)ASTM D3689-90
(Reapproved 1995)ASTM D3966-90
(Reapproved 1995)
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.
Cycle 2 (QUICK TEST, maximum to 200% of the design load)
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:
� 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.
ESTI
MA
TIO
N O
F U
LTIM
ATE
LO
AD
FR
OM
PIL
E LO
AD
TES
T B
Y D
AV
ISSO
N M
ETH
OD
Fc'=
400
ksc.
Pile
Dia
.=0.
46m
.
Q=
270
Tons
L=12
.8m
.
A=
0.16
sq.m
.
Ec=
29,4
27M
pa
Ec=
3.00
E+06
Tons
/sq.
m.
Settl
e-1=
7.02
mm
.
Settl
e-1=
2.81
inch
Settl
e-2=
0.50
inch
Settl
e-2=
1.27
mm
.
Se
ttle-
3=0.
14in
ch
Settl
e-3=
0.35
mm
.
Tota
l Set
tle=
3.44
inch
Dav
idso
n O
ffse
t Lin
e Li
mit=
3.44
inch
Dav
idso
n O
ffse
t Lin
e Li
mit=
8.75
mm
.
APPENDIX A TABLES, FIGURES &
DESIGN CALCULATIONS
K a e n g K h o i 2 P o w e r P l a n t (C o m p r e s s i o n T e s t i n g )
Design Load = 65 Tons FS = 2 Test Load = 130 TonsHydraulic Jack No./s 905
CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure RemarksTime (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 RemarksTime (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 i l e N o . 385
Table 1Schedule 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 i o n T e s t i n g )
Design Load = 15 Tons FS = 2 Test Load = 30 TonsHydraulic Jack No./s 912
CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure RemarksTime (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 RemarksTime (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 i l e N o . 368
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 (L a t e r a l T e s t i n g )
Design Load = 7 Tons FS = 2 Test Load = 14 TonsHydraulic Jack No./s 8
CYCLE 1: Maximum to 100% of the design load.
Date Start Interval Load Pressure RemarksTime 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 i l e N o . 416
Table 3 Schedule of Loading
AS
TM
Testi
ng
Co
., L
td.
1032/2
17 P
haholy
oth
in 1
8/1
Road,
Bangkok 1
0900
�: (6
62)+
272-2
474!5
�
: (6
62)+
272-2
475
CA
LIB
RA
TIO
N O
F O
NE
HY
DR
AU
LIC
JA
CK
FO
R S
TA
TIC
PIL
E L
OA
D T
ES
TIN
G
Kaeng K
hoi 2
Pow
er
Pla
nt
(Com
pre
ssio
n T
est
ing)
LO
AD
ING
UN
LO
AD
ING
Ga
ge
Rd
g.
LO
AD
ING
(T
on
s)G
ag
e R
dg
. U
NL
OA
DIN
G (
Ton
s)
in b
ars
(Y
)90
5T
OT
AL
(X
)in
ba
rs (
Y)
90
5T
OT
AL
(X
)
00
0.0
00
0.0
50
49.5
49.5
50
43.5
43.5
100
10
0.5
10
0.5
100
93.5
93
.5
150
15
0.5
15
0.5
150
14
3.5
14
3.5
200
19
9.5
19
9.5
200
19
3.5
19
3.5
250
25
0.0
25
0.0
250
24
4.0
24
4.0
300
30
2.0
30
2.0
300
29
5.0
29
5.0
350
35
2.0
35
2.0
350
34
5.5
34
5.5
400
40
3.5
40
3.5
400
39
5.5
39
5.5
450
45
6.5
45
6.5
450
44
8.0
44
8.0
480
48
5.0
48
5.0
Ca
lib
rate
d
Reg
ress
ion
Ou
tpu
t :
Reg
ress
ion
Ou
tpu
t :
C
onst
ant
2.0
0762866
C
onst
ant
7.7
2212362
S
td E
rr o
f Y
Est
1.1
8920934
S
td E
rr o
f Y
Est
0.7
4816827
R
Squar
ed0.9
9994275
R
Squar
ed0.9
9997388
N
o. of
Obse
rvat
ion
s10
N
o. of
Obse
rvat
ion
s9
D
egre
es o
f F
reed
om
8
Deg
rees
of
Fre
edom
7
X C
oef
fici
ent(
s)0.9
8578527
X
Co
effi
cien
t(s)
0.9
9023655
LO
AD
ING
(Y
) =
0.9
85
8 *
X +
2.0
07
6U
NL
OA
DIN
G (
Y)
= 0
.99
02
* X
+ 7
.72
21
AS
TM
AS
TM
Testi
ng
Co
., L
td.
437-4
41 K
am
pangpeth
III R
oad, behin
d J
atu
jak P
ark
, B
angkok 1
0900 T
HA
ILA
ND
�:
(66
2)+
27
2-5
96
6~
7,
272
-45
65,
27
2-5
973
, 2
72-4
58
2
�
: (6
62
)+ 2
72
-45
83
CA
LIB
RA
TIO
N O
F O
NE
HY
DR
AU
LIC
JA
CK
FO
R S
TA
TIC
PIL
E L
OA
D T
ES
TIN
G
Kaeng K
hoi 2
Pow
er
Pla
nt(Tensi
on T
est
ing)
LO
AD
ING
UN
LO
AD
ING
Ga
ge
Rd
g.
LO
AD
ING
(T
on
s)G
ag
e R
dg
. U
NL
OA
DIN
G (
Ton
s)
in b
ars
(Y
)9
12
TO
TA
L (
X)
in b
ars
(Y
)9
12
TO
TA
L (
X)
00
0.0
00
0.0
100
27.0
27.0
100
20.0
20.0
200
53.5
53.5
200
46.0
46.0
300
82.0
82.0
300
73.0
73.0
40
01
09.0
10
9.0
40
01
01
.01
01
.0
50
01
38.0
13
8.0
50
01
30
.01
30
.0
60
01
65.0
16
5.0
Ca
lib
rate
d
Reg
ress
ion
Ou
tpu
t :
Reg
ress
ion
Ou
tpu
t :
C
onst
ant
4.7
2899540
C
onst
ant
31.0
3357124
S
td E
rr o
f Y
Est
2.2
7054121
S
td E
rr o
f Y
Est
3.9
2681306
R
Squar
ed0.9
9988216
R
Squar
ed0.9
9953740
N
o. of
Obse
rvat
ions
6 N
o. of
Obse
rvat
ions
5 D
egre
es o
f F
reed
om
4 D
egre
es o
f F
reed
om
3 X
Coef
fici
ent(
s)3.6
0596349
X
Coef
fici
ent(
s)3.6
3468147
LO
AD
ING
(Y
) =
3.6
06
0 *
X +
4.7
29
0U
NL
OA
DIN
G (
Y)
= 3
.63
47
* X
+ 3
1.0
33
6
AS
TM
AS
TM
Testi
ng
Co
., L
td.
437-4
41 K
am
pangpeth
III R
oad,
behin
d J
atu
jak P
ark
, B
angkok 1
0900 T
HA
ILA
ND
�: (6
62
)+ 2
72-5
96
6~
7, 2
72-4
56
5,
27
2-5
973
, 2
72
-45
82
�
: (6
62
)+ 2
72-4
58
3
CA
LIB
RA
TIO
N O
F O
NE
HY
DR
AU
LIC
JA
CK
FO
R S
TA
TIC
PIL
E L
OA
D T
ES
TIN
G
Kaeng K
hoi 2
Pow
er
Pla
nt(Late
ral Test
ing)
LO
AD
ING
UN
LO
AD
ING
Ga
ge
Rd
g.
LO
AD
ING
(T
ons)
Ga
ge R
dg.
U
NL
OA
DIN
G (
Ton
s)
in b
ars
(Y
)8
TO
TA
L (
X)
in b
ars
(Y
)8
TO
TA
L (
X)
00
0.0
00
0.0
50
3.0
3.0
50
3.0
3.0
100
9.0
9.0
100
9.0
9.0
150
15.
015
.01
501
4.5
14.5
200
20.
020
.02
001
9.0
19.0
250
25.
525
.52
502
5.0
25.0
300
31.
031
.03
003
0.0
30.0
350
37.
037
.03
503
5.5
35.5
400
42.
042
.04
004
1.0
41.0
450
48.
048
.04
504
7.0
47.0
500
54.
054
.05
005
3.0
53.0
550
59.
059
.0
Ca
lib
rate
d
Reg
ress
ion
Ou
tpu
t :
Reg
ress
ion
Ou
tpu
t :
C
onst
ant
20.5
7458
863
C
on
stan
t22
.0971
851
5
Std
Err
of
Y E
st2.7
6858
80
1
Std
Err
of
Y E
st4.1
64
896
90
R
Squar
ed0.9
9974
91
4
R S
quar
ed0.9
99
327
17
N
o. of
Obse
rvat
ions
11
N
o. of
Obse
rvat
ions
10
D
egre
es o
f F
reed
om
9
Deg
rees
of
Fre
edom
8
X C
oeff
icie
nt(
s)8.9
4812
08
9
X C
oeff
icie
nt(
s)9.1
30
065
52
LO
AD
ING
(Y
) =
8.9
481
* X
+ 2
0.57
46U
NL
OA
DIN
G (
Y)
= 9
.130
1 *
X +
22.
0972
AS
TM
KHAENG KHOI 2 Power Plant Project ASTM TESTING CO., LTD.
416
367 368
417
385
Main Beam
Main Beam
Hydraulic Jack
Figure 1 Compression Test
KHAENG KHOI 2 Power Plant Project ASTM TESTING CO., LTD.
369368367
Hydraulic Jack
Figure 2 Tension Test
367 369368
Reaction Beam
Hydraulic Jack
KHAENG KHOI 2 Power Plant Project ASTM TESTING CO., LTD.
417
385
432
416
Hydraulic Jack
Figure 3 Lateral Test
416 4171.0 m.
APPENDIX B SAMPLE PRESENTATION OF RESULTS
Infratech ASTM CO., LTD.
1
APPENDIX C EQUIPMENT DETAILS
Infratech ASTM CO., LTD.
2
APPENDIX D COMPANY REFERENCE PROJECTS
