Proposed ABC Water Project At Siglap Canal(工程名称) · 2. Load Cell Method 2.1 Theory of Load...

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

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



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



Tel: 86-571-28223950 Fax: 86-571-28993137

1

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



Tel: 86-571-28223950 Fax: 86-571-28993137

2

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.



Tel: 86-571-28223950 Fax: 86-571-28993137

3

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



Tel: 86-571-28223950 Fax: 86-571-28993137

4

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



Tel: 86-571-28223950 Fax: 86-571-28993137

5

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.



Tel: 86-571-28223950 Fax: 86-571-28993137

6

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


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



Tel: 86-571-28223950 Fax: 86-571-28993137

7

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 2nd




From the test result, during 100% Load, the upper and down piles capacity has not been




converted into the equivalent P-S curve, at the applied 150% Load, the maximum equivalent


P-255




In the 2nd



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



Tel: 86-571-28223950 Fax: 86-571-28993137

8




In the 2nd




From the test result, during 100% Load, the upper pile shaft friction has not been




converted into the equivalent P-S curve, at the applied 150% Load, the maximum equivalent


The result for these working piles is satisfactory at the time of testing.



Tel: 86-571-28223950 Fax: 86-571-28993137

9

Appendix A



Tel: 86-571-28223950 Fax: 86-571-28993137

10

Appendix B



Tel: 86-571-28223950 Fax: 86-571-28993137

11

Appendix C



Tel: 86-571-28223950 Fax: 86-571-28993137

12



Tel: 86-571-28223950 Fax: 86-571-28993137

13



Tel: 86-571-28223950 Fax: 86-571-28993137

14



Tel: 86-571-28223950 Fax: 86-571-28993137

15



Tel: 86-571-28223950 Fax: 86-571-28993137

16



Tel: 86-571-28223950 Fax: 86-571-28993137

17



Tel: 86-571-28223950 Fax: 86-571-28993137

18



Tel: 86-571-28223950 Fax: 86-571-28993137

19

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



Tel: 86-571-28223950 Fax: 86-571-28993137

20

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



Tel: 86-571-28223950 Fax: 86-571-28993137

21




Date Time % Load

(KN)

Pressure

(Mpa)

Minimum


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



Tel: 86-571-28223950 Fax: 86-571-28993137

22




Date Time % Load

(KN)

Pressure

(Mpa)

Minimum


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



Tel: 86-571-28223950 Fax: 86-571-28993137

23




Date Time % Load

(KN)

Pressure

(Mpa)

Minimum


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



Tel: 86-571-28223950 Fax: 86-571-28993137

24

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


No. %

Applied

Load

(KN)

Duration of Loading

(min)

Upward

Displacement (mm)

Downward

Displacement (mm)


(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



Tel: 86-571-28223950 Fax: 86-571-28993137

25


No. %

Applied

Load

(KN)

Duration of Loading

(min)

Upward

Displacement (mm)

Downward

Displacement (mm)


(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


No. %

Applied

Load

(KN)

Duration of Loading

(min)

Upward

Displacement (mm)

Downward

Displacement (mm)


(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



Tel: 86-571-28223950 Fax: 86-571-28993137

26



Tel: 86-571-28223950 Fax: 86-571-28993137

27



Tel: 86-571-28223950 Fax: 86-571-28993137

28



Tel: 86-571-28223950 Fax: 86-571-28993137

29



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



Tel: 86-571-28223950 Fax: 86-571-28993137

31



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



Tel: 86-571-28223950 Fax: 86-571-28993137

32



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



Tel: 86-571-28223950 Fax: 86-571-28993137

33



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



Tel: 86-571-28223950 Fax: 86-571-28993137

34

Appendix H



Tel: 86-571-28223950 Fax: 86-571-28993137

35



Tel: 86-571-28223950 Fax: 86-571-28993137

36



Tel: 86-571-28223950 Fax: 86-571-28993137

37



Tel: 86-571-28223950 Fax: 86-571-28993137

38



Tel: 86-571-28223950 Fax: 86-571-28993137

39



Tel: 86-571-28223950 Fax: 86-571-28993137

40



Tel: 86-571-28223950 Fax: 86-571-28993137

41



Tel: 86-571-28223950 Fax: 86-571-28993137

42



Tel: 86-571-28223950 Fax: 86-571-28993137

43



Tel: 86-571-28223950 Fax: 86-571-28993137

44



Tel: 86-571-28223950 Fax: 86-571-28993137

45



Tel: 86-571-28223950 Fax: 86-571-28993137

46



Tel: 86-571-28223950 Fax: 86-571-28993137

47



Tel: 86-571-28223950 Fax: 86-571-28993137

48



Tel: 86-571-28223950 Fax: 86-571-28993137

49



Tel: 86-571-28223950 Fax: 86-571-28993137

50



Tel: 86-571-28223950 Fax: 86-571-28993137

51



Tel: 86-571-28223950 Fax: 86-571-28993137

52



Tel: 86-571-28223950 Fax: 86-571-28993137

53



Tel: 86-571-28223950 Fax: 86-571-28993137

54

Proposed ABC Water Project At Siglap Canal(工程名称) · 2. Load Cell Method 2.1 Theory of Load...

Documents

Transcript of Proposed ABC Water Project At Siglap Canal(工程名称) · 2. Load Cell Method 2.1 Theory of Load...