Proposed ABC Water Project At Siglap Canal(工程名称) · 2. Load Cell Method 2.1 Theory of Load...
Transcript of Proposed ABC Water Project At Siglap Canal(工程名称) · 2. Load Cell Method 2.1 Theory of Load...
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PROPOSED
TEST REPORT
For Working Load Test
By Bi-Directional Static Load Test
(Φ1200mm Pile:P-147, P-170, P-255, P-208 WL:450T )
2016-1-26
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
CONTENTS
1. Introduction
1.1 General information of test pile
1.2 Objective of test
1.3 Test Norm
2. Load Cell Method
2.1 Theory of Load Cell Method
2.2 Test Instruments
2.3 Determination of Pile Capacity
3. Load Test Procedure
4. Test Results Analysis And Conclusion
Appendices
Appendix A: Location of Test Pile
Appendix B: Location of Load Cell
Appendix C: Bore Hole Log
Appendix D: List of Test Instruments
Appendix E: Loading & Unloading Sequences
Appendix F: Field Load Test Data
Appendix G: Load-Settlement Graph
Appendix H: Calibration Certificate
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1. Introduction
1.1 General information of test pile
Four Bi-directional Static Load Test were applied to four 1200mm dia. bored piles in
order to verify the working capacity of these bored piles. Designated as P-147, P-170, P-255,
P-208, piles were proposed to test 709tons (1.5 times working load plus upper pile shaft
weight). P-147, P-170, P-255, P-20 test piles were bored on 26 Dec. 2015 with the recorded
penetrations of ~16.9/17.0m and were cast using C30 tremie mix concrete in dry-hole
condition;
The relevant parameters of the test pile are shown in Table 1.
Table 1 Parameters of Test Pile
Pile No. Diameter
(mm)
Ground
Level
(m)
Level of
pile base
(m)
Pile
Depth
(m)
Reference
Bore Hole
Level of
Load Cell
(m)
Preset Loading of
Load Cell
(kN)
P-147 1200 -5.0 -21.9 16.9 BH10 -18.9 10000
P-170 1200 -5.0 -22.0 17.0 BH4 -19.0 7090
P-255 1200 -5.0 -22.0 17.0 BH11 -19.0 7090
P-208 1200 -5.0 -21.9 16.9 BH2 -18.9 7090
The location of the test pile is shown in Appendix A.
The location of the load cell is shown in Appendix B
The Bore Hole Log refers to Appendix C.
1.2 Objective of test
(1) Verify the pile capacity
(2) Obtain the load-deformation curve from loading and unloading and obtain the settlement,
elastic deformation of the bored pile.
1.3 Test Norm
(1) ASTM D1143: Standard Test Methods for Deep Foundations Under Static Axial
Compressive Load
(2) CP4: 2003-Singapore Standard Code of Practice for Foundation
(3) BS8004: 1986-British Standard Code of Practice for Foundation
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2. Load Cell Method
2.1 Theory of Load Cell Method
The load cell method is that piles are loaded by the embedded load cell. Firstly, the
equilibrium point must be calculated (usually close to the pile base), to determine the
location of the load cell. The pressure in the load-cell can be measured by the manometer,
and the displacement can be measured by means of displacement transducers. The pressure
is applied to the load cell by the high pressure oil pump on the ground surface. When
loading, the load cell expands, pushing the upper shaft upward and the lower shaft
downward, which mobilizes the side resistance and base resistance of the upward and
downward pile shaft. According to relationship between the movement and the applied
loads, the P-S curve can be obtained. According to the two P-S curves and their
corresponding S-lgt curves, bearing capacity of both upper and lower piles can be
determined. Adding up the modified side resistance of upward pile shaft and the base
resistance of downward pile shaft makes up the total ultimate bearing capacity. The
Principles of Load Cell Test are shown in Fig. 1.
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Fig. 1
2.2 Test Instruments
2.2.1 Loading instruments
One super cell is embedded in each test pile, and its maximum stroke is about 150mm.
High pressure hydraulic oil pump: The maximum pressure is 60Mpa, pressure scale
precision is 0.5MPa/ graduation, calibrated by Zhejiang Province Institute of Metrology.
Table 2-1 Some Parameters of Load Cell
Pile No. Type Diameter
(mm)
Height
(mm)
Maximum stroke
(mm)
Distance Above
Pile Base
(m)
P-147 SC-1200-910/430-R 910 150 150 3
P-170 SC-1200-910/430-R 910 150 150 3
P-255 SC-1200-910/430-R 910 150 150 3
P-208 SC-1200-910/430-R 910 150 150 3
2.2.2 Instruments for Displacement Measurement
Telltale casing OD is 32mm, rod extensometer OD is 18mm, they are embedded in the pile.
2.3 Determination of Pile Capacity
2.3.1 Introduction
The measurement of the pile bearing capacity with bi-direction static load test method has great
superiority. Compared with the traditional method of static loading test, it can be replaced
completely from the angle of implication. The traditional static loading test is the basic and
most reliable method because of its similarity to the practical in load transfer, pile soil
interaction. There is only one load-deformation curve for single pile in the traditional load
testing which has two curves including upward and downward in self-balancing method. Hence,
equivalent conversion should be made and this is the core why it can be applied widely.
The load case divides the pile into two parts. We should analyze the load transfer
mechanism separately. For the lower part, it seems to be similar to the traditional load testing in
load transfer. The upward shear stress was generated around the layer of upper pile under the
force of load cell which was set in the pile. Therefore, it decreases the effective self-weight
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stress of the soil above the lower pile. The stress field is different from that of traditional load
test. For the upper part, the pile holds the negative friction resistance which is different from
that of pulling resistance pile because of the action position of uplift force. So we cannot
consider the distribution of the friction resistance equal with that generated by the pulling
resistance pile. Moreover, it will be more complex considering the influence of each other.
We can get two load deformation curves from self-balancing test while there is only one load
deformation curve in traditional load test. In order to equivalently switch the result of
self-balancing into normal, we should firstly compare both the bearing mechanism so that we
can find the law of conversion, secondly, the bearing capacity and subsidence value which get
from the self-balance test should accord with the reality of project for control the error. The key
to these problems is doing enough comparison tests. See figure 4-2.
2.3.2 Equivalent Conversion Method
E.0.1: To convert two Q-S curves of upward and downward from Bi-directional static load test
into a Q-S curve of traditional load-deformation, to get pile top settlement, as shown by E.0.1.
(a)Bi-directional load test curve (b)Equivalent conversion curve
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E.0.1. Conversion curve of load-deformation
E.0.2 The Conversion is subject to the following assumptions:
1 Pile is elastomer;
2 Test pile is evenly divided into upper and lower parts, by the section of load cell;
3 The displacement of lower part of a bi-directional load tested pile equals that of a
compression pile after converted;
4 the relations of pile end bearing capacity vs settlement and skin friction resistance vs
displacement value in a bi-directional load test are the same as that in a conventional
top-down static load test;
5 Upper pile compression △s is equal to the sum of elastic compression caused by upper pile
base and side:
△s=△s1+△s2 (E.0.2-1)
△s1---elastic compression caused by the vertical load of the upper pressed pile;
△s2--- elastic compression caused by friction resistance of the upper pressed pile;
6 An average of skin friction resistance is applied to calculate the upper pile elastic
compression △s2 ;
7 Unit strain could be calculated by the upward and downward unit strain as well as average
sectional stiffness;
E.0.3 Calculation without strain gauges should conform to below provisions:
1 According to the assumptions of item 5,6 in the appendix E.0.2:
2 According to item 3 of assumption in Appendix E.0.2 the equivalent pile top load Q
corresponding to pile top displacement:
in which:sdcan be measured directly,△s can be calculated;γ is referred to the same meaning
as mentioned before.
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3. Load Test Procedure
(1) Fabricate reinforcement cage for the bored pile.
(2) Deliver the load cell to the site.
(3) Weld the load cell to the lower part of the cage and weld the horn reinforcement to hold the
load cell as shown in Appendix B. Install telltale rods & telltale casing and tie the flexible
hydraulic oil hose to the reinforcement cage.
(4) Carry out boring works to the intended pile position and lower the reinforcement cages
with the load cell and pipes attached to the intended level within the pile.
(5) Pour concrete with tremie pipe with go through load cell to pile end. When reaching the
load cell level, please slow down the speed of pulling tremie. The tremie pipe can be pulled
over load cell if concrete above load cell is more than 2.0m high. The slump of the
concrete below load cell should be not less than 200mm, which helps upturning of laitance
and concrete below load cells.
(6) 7days after casting of the test pile, send concrete test cubes for compression test. When the
concrete compressive strength is not lower than 80% of design mix strength, the load test
can be conducted.
4. Test Results Analysis And Conclusion
Loading & unloading sequences and field load test data refer to Appendix F& G
respectively.
P-147
In the 1st cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 100% load were 3.74mm and 1.11mm respectively, and upon
unloading, the residual downward and upward settlement 2.53mm and 0.48mm respectively.
In the 2nd
cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 150% load were 9.16mm and 2.85mm respectively, and upon
unloading, the residual downward and upward settlement6.94mm and 1.88mm respectively.
From the test result, during 100% load, the upper and down piles capacity has not been
contributed completely. Therefore, the long-term settlement of the working pile would not be
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an issue. During 2nd
loading cycles, the upward and downward P-S curves of the test pile are
converted into the equivalent P-S curve, at the applied 150% load, the maximum equivalent
pile head settlement was 12.16mm.
P-170
In the 1st cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 100% load were 2.01mm and 0.76mm respectively, and upon
unloading, the residual downward and upward settlement 1.27mm and 0.29mm respectively.
In the 2nd
cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 150% load were 2.45mm and 2.94mm respectively, and upon
unloading, the residual downward and upward settlement1.61mm and 1.53mm respectively.
From the test result, during 100% Load, the upper and down piles capacity has not been
contributed completely. Therefore, the long-term settlement of the working pile would not be
an issue. During 2nd
loading cycles, the upward and downward P-S curves of the test pile are
converted into the equivalent P-S curve, at the applied 150% Load, the maximum equivalent
pile head settlement was 4.58mm.
P-255
In the 1st cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 100% load were 2.61mm and 0.37mm respectively, and upon
unloading, the residual downward and upward settlement 1.51mm and 0.06mm respectively.
In the 2nd
cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 150% load were 2.36mm and 1.87mm respectively, and upon
unloading, the residual downward and upward settlement1.29mm and1.24mm respectively.
From the test result, during 100%Working Load, the upper and down piles capacity has
not been contributed completely. Therefore, the long-term settlement of the working pile would
not be an issue. During 2nd
loading cycles, the upward and downward P-S curves of the test pile
are converted into the equivalent P-S curve, at the applied 150% Load, the maximum
equivalent pile head settlement was 4.49mm.
P-208
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In the 1st cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 100% load were 2.49mm and 0.40mm respectively, and upon
unloading, the residual downward and upward settlement 1.86mm and 0.09mm respectively.
In the 2nd
cycle loading & unloading, the maximum downward and upward displacement
reached after maintaining at 150% load were 3.36mm and 1.66mm respectively, and upon
unloading, the residual downward and upward settlement1.63mm and 1.08mm respectively.
From the test result, during 100% Load, the upper pile shaft friction has not been
contributed completely. Therefore, the long-term settlement of the working pile would not be
an issue. During 2nd
loading cycles, the upward and downward P-S curves of the test pile are
converted into the equivalent P-S curve, at the applied 150% Load, the maximum equivalent
pile head settlement was 5.47mm.
The result for these working piles is satisfactory at the time of testing.
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Appendix A
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Appendix B
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Appendix C
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Appendix D
List of Test Instruments
Instrument Parameter Model Quantity
Load cell Load cell
(SC-1200-910/430-R) 4
Dial gauges
4060612
5
4060456
4090314
4090279
4090387
Pressure Gauge YW03055119 1
High Pressure Hydraulic Oil
Pump 2YBZ2-80 1
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Appendix E
P-147Φ1200 Test Pile-
Max Test Load: 1000T, Max. Pressure: 14.3Mpa
Loading & Unloading Sequence
Date Time % Load
(KN)
Pressure
(Mpa)
Minimum
Holding Time Remarks
11/01/2016
0930
1030
1130
1230
25
50
75
100
2×833
2×1667
2×2500
2×3333
2.6
5.0
7.3
9.6
1 HR
1 HR
1 HR
1 HR
1st Cycle
11/01/2016
1330
1350
1410
1430
1530
1630
1730
1830
75
50
25
0
50
100
125
150
2×2500
2×1667
2×833
2×0
2×1667
2×3333
2×4167
2×5000
7.3
5.0
2.6
0.0
5.0
9.6
11.9
14.3
20 Minutes
20 Minutes
20 Minutes
1 HR
1 HR
1 HR
1 HR
1 HR
2nd
Cycle
11/01/2016
1930
1950
2010
100
50
0
2×3333
2×1667
2×0
9.6
5.0
0.0
20 Minutes
20 Minutes
1 HR
2rd
Cycle
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P-170Φ1200 Test Pile-
Max Test Load: 709T, Max. Pressure: 10.2Mpa
Loading & Unloading Sequence
Date Time % Load
(KN)
Pressure
(Mpa)
Minimum
Holding Time Remarks
13/01/2016
0845
0945
1045
1145
25
50
75
100
2×591
2×1182
2×1773
2×2363
2.0
3.6
5.3
6.9
1 HR
1 HR
1 HR
1 HR
1st Cycle
13/01/2016
1245
1305
1325
1345
1445
1545
1645
1745
75
50
25
0
50
100
125
150
2×1773
2×1182
2×591
2×0
2×1182
2×2363
2×2954
2×3545
5.3
3.6
2.0
0.0
3.6
6.9
8.6
10.2
20 Minutes
20 Minutes
20 Minutes
1 HR
1 HR
1 HR
1 HR
1 HR
2nd
Cycle
13/01/2016
1845
1905
1925
100
50
0
2×2363
2×1182
2×0
6.9
3.6
0.0
20 Minutes
20 Minutes
1 HR
2rd
Cycle
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P-255Φ1200 Test Pile-
Max Test Load: 709T, Max. Pressure: 10.2Mpa
Loading & Unloading Sequence
Date Time % Load
(KN)
Pressure
(Mpa)
Minimum
Holding Time Remarks
11/01/2016
0830
0930
1030
1130
25
50
75
100
2×591
2×1182
2×1773
2×2363
2.0
3.6
5.3
6.9
1 HR
1 HR
1 HR
1 HR
1st Cycle
11/01/2016
1230
1250
1310
1330
1430
1530
1630
1730
75
50
25
0
50
100
125
150
2×1773
2×1182
2×591
2×0
2×1182
2×2363
2×2954
2×3545
5.3
3.6
2.0
0.0
3.6
6.9
8.6
10.2
20 Minutes
20 Minutes
20 Minutes
1 HR
1 HR
1 HR
1 HR
1 HR
2nd
Cycle
11/01/2016
1830
1850
1910
100
50
0
2×2363
2×1182
2×0
6.9
3.6
0.0
20 Minutes
20 Minutes
1 HR
2rd
Cycle
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P-208Φ1200 Test Pile-
Max Test Load: 709T, Max. Pressure: 10.2Mpa
Loading & Unloading Sequence
Date Time % Load
(KN)
Pressure
(Mpa)
Minimum
Holding Time Remarks
11/01/2016
0845
0945
1045
1145
25
50
75
100
2×591
2×1182
2×1773
2×2363
2.0
3.6
5.3
6.9
1 HR
1 HR
1 HR
1 HR
1st Cycle
11/01/2016
1245
1305
1325
1345
1445
1545
1645
1745
75
50
25
0
50
100
125
150
2×1773
2×1182
2×591
2×0
2×1182
2×2363
2×2954
2×3545
5.3
3.6
2.0
0.0
3.6
6.9
8.6
10.2
20 Minutes
20 Minutes
20 Minutes
1 HR
1 HR
1 HR
1 HR
1 HR
2nd
Cycle
11/01/2016
1845
1905
1925
100
50
0
2×2363
2×1182
2×0
6.9
3.6
0.0
20 Minutes
20 Minutes
1 HR
2rd
Cycle
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Appendix F
P-147 Field Load Test Data
No. %
Applied
Load
(KN)
Duration of Loading
(min)
Upward
Displacement (mm)
Downward
Displacement (mm)
Pile Top Displacement
(mm)
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
1 25% 2×833 60 60 0.14 0.14 1.56 1.56 0.15 0.15
2 50% 2×1667 60 120 0.45 0.59 0.00 1.56 0.35 0.50
3 75% 2×2500 60 180 0.13 0.72 0.54 2.09 0.00 0.50
4 100% 2×3333 60 240 0.39 1.11 1.65 3.74 0.08 0.58
5 75% 2×2500 20 260 -0.13 0.98 -0.10 3.64 -0.05 0.53
6 50% 2×1667 20 280 -0.07 0.91 -0.33 3.31 0.00 0.53
7 25% 2×833 20 300 -0.35 0.57 0.00 3.31 -0.31 0.22
8 0% 2×0 60 360 -0.09 0.48 -0.78 2.53 0.00 0.22
9 50% 2×1667 60 420 0.87 1.34 0.03 2.56 0.76 0.98
10 100% 2×3333 60 480 0.84 2.19 0.56 3.12 0.47 1.45
11 125% 2×4167 60 540 0.30 2.49 1.94 5.05 0.19 1.64
12 150% 2×5000 60 600 0.37 2.85 4.11 9.16 0.17 1.81
13 100% 2×3333 20 620 -0.20 2.65 -0.30 8.87 -0.01 1.80
14 50% 2×1667 20 640 -0.32 2.34 -0.58 8.29 -0.13 1.67
15 0% 2×0 60 700 -0.46 1.88 -1.35 6.94 -0.20 1.47
P-170 Field Load Test Data
No. %
Applied
Load
(KN)
Duration of Loading
(min)
Upward
Displacement (mm)
Downward
Displacement (mm)
Pile Top Displacement
(mm)
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
1 25% 2×591 60 60 0.10 0.10 1.11 1.11 0.02 0.02
2 50% 2×1182 60 120 0.08 0.19 0.48 1.60 0.02 0.04
3 75% 2×1773 60 180 0.09 0.28 0.16 1.76 0.06 0.10
4 100% 2×2363 60 240 0.48 0.76 0.25 2.01 0.42 0.52
5 75% 2×1773 20 260 -0.03 0.73 -0.01 2.00 -0.01 0.51
6 50% 2×1182 20 280 -0.06 0.67 -0.27 1.74 -0.03 0.48
7 25% 2×591 20 300 -0.10 0.57 -0.04 1.70 -0.07 0.41
8 0% 2×0 60 360 -0.28 0.29 -0.43 1.27 -0.20 0.21
9 50% 2×1182 60 420 0.20 0.49 0.19 1.47 0.03 0.24
10 100% 2×2363 60 480 0.65 1.14 0.30 1.76 0.51 0.75
11 125% 2×2954 60 540 1.02 2.16 0.27 2.03 0.89 1.64
12 150% 2×3545 60 600 0.78 2.94 0.42 2.45 0.54 2.18
13 100% 2×2363 20 620 -0.14 2.80 -0.08 2.37 -0.07 2.11
14 50% 2×1182 20 640 -0.44 2.36 -0.25 2.12 -0.33 1.78
15 0% 2×0 60 700 -0.83 1.53 -0.51 1.61 -0.60 1.18
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
25
P-255 Field Load Test Data
No. %
Applied
Load
(KN)
Duration of Loading
(min)
Upward
Displacement (mm)
Downward
Displacement (mm)
Pile Top Displacement
(mm)
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
1 25% 2×591 60 60 0.04 0.04 1.22 1.22 0.00 0.00
2 50% 2×1182 60 120 0.12 0.16 0.06 1.28 0.03 0.03
3 75% 2×1773 60 180 0.13 0.29 1.08 2.36 0.05 0.08
4 100% 2×2363 60 240 0.08 0.37 0.26 2.61 0.04 0.12
5 75% 2×1773 20 260 -0.08 0.29 -0.20 2.41 -0.01 0.11
6 50% 2×1182 20 280 -0.19 0.10 -0.38 2.03 -0.03 0.08
7 25% 2×591 20 300 -0.02 0.08 -0.12 1.91 -0.01 0.07
8 0% 2×0 60 360 -0.02 0.06 -0.40 1.51 -0.01 0.06
9 50% 2×1182 60 420 0.27 0.33 0.17 1.68 0.18 0.24
10 100% 2×2363 60 480 0.61 0.94 0.09 1.77 0.53 0.77
11 125% 2×2954 60 540 0.46 1.41 0.04 1.81 0.44 1.21
12 150% 2×3545 60 600 0.46 1.87 0.55 2.36 0.35 1.56
13 100% 2×2363 20 620 -0.04 1.82 -0.13 2.23 0.00 1.56
14 50% 2×1182 20 640 -0.21 1.62 -0.32 1.91 -0.05 1.51
15 0% 2×0 60 700 -0.38 1.24 -0.63 1.29 -0.20 1.31
P-208 Field Load Test Data
No. %
Applied
Load
(KN)
Duration of Loading
(min)
Upward
Displacement (mm)
Downward
Displacement (mm)
Pile Top Displacement
(mm)
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
Current
Grade
Progressive
Total
1 25% 2×591 60 60 0.26 0.26 1.63 1.63 0.04 0.04
2 50% 2×1182 60 120 0.07 0.33 0.43 2.06 0.03 0.07
3 75% 2×1773 60 180 0.04 0.37 0.20 2.26 0.04 0.11
4 100% 2×2363 60 240 0.03 0.40 0.23 2.49 0.01 0.12
5 75% 2×1773 20 260 -0.09 0.31 -0.02 2.47 -0.03 0.09
6 50% 2×1182 20 280 -0.11 0.20 -0.26 2.21 -0.02 0.07
7 25% 2×591 20 300 -0.06 0.14 -0.18 2.03 -0.01 0.06
8 0% 2×0 60 360 -0.05 0.09 -0.17 1.86 -0.02 0.04
9 50% 2×1182 60 420 0.30 0.39 0.50 2.36 0.14 0.18
10 100% 2×2363 60 480 0.56 0.95 0.14 2.50 0.35 0.53
11 125% 2×2954 60 540 0.41 1.36 0.38 2.88 0.20 0.73
12 150% 2×3545 60 600 0.30 1.66 0.48 3.36 0.17 0.90
13 100% 2×2363 20 620 -0.09 1.56 -0.15 3.21 -0.04 0.86
14 50% 2×1182 20 640 -0.20 1.36 -0.37 2.85 -0.14 0.72
15 0% 2×0 60 700 -0.29 1.08 -1.22 1.63 -0.22 0.50
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
26
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
27
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
28
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
29
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
30
Appendix G
P-147 Load vs. Displacement of Top Loaded Pile
Working Load of % Load (KN) Displacement (mm)
0 0 0.00
25 1610 2.06
50 3220 2.56
75 4830 3.59
100 6440 5.74
125 8050 7.55
150 9660 12.16
Equivalent P-S Curve For Top Loaded Pile
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
31
P-170 Load vs. Displacement of Top Loaded Pile
Working Load of % Load (KN) Displacement (mm)
0 0 0.00
25 1125 1.46
50 2250 2.30
75 3375 2.82
100 4500 3.43
125 5625 3.80
150 6750 4.58
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
32
P-255 Load vs. Displacement of Top Loaded Pile
Working Load of % Load (KN) Displacement (mm)
0 0 0.00
25 1125 1.57
50 2250 1.98
75 3375 2.95
100 4500 3.40
125 5625 3.58
150 6750 4.49
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
33
P-208 Load vs. Displacement of Top Loaded Pile
Working Load of % Load (KN) Displacement (mm)
0 0 0.00
25 1125 1.98
50 2250 2.76
75 3375 3.31
100 4500 3.89
125 5625 4.64
150 6750 5.47
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
34
Appendix H
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
35
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
36
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
37
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
38
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
39
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
40
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
41
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
42
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
43
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
44
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
45
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
46
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
47
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
48
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
49
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
50
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
51
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
52
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
53
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
Tel: 86-571-28223950 Fax: 86-571-28993137
54