proposed: method statement for bi-directional static … · a. to determine the pile ultimate...

PROPOSED:

METHOD STATEMENT

FOR

BI-DIRECTIONAL STATIC LOAD TEST (BDSLT)

(Preliminary Test Piles – 900mm Diameter)

Prepared for:

Prepared by: 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

Email: [email protected]

www.ougangroup.com

Date Submission Ref. Revision Prepared by

2015-5-25 EG0522 1.00

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

1

CONTENTS

1. Introduction

1.1 Project Information

1.2 Test Objectives

1.3 Applicable Standard/References

2. Sub-surface Conditions

3. Bi-directional Static Load Test

3.1 Test Theory and Advantages

3.2 Test Instrumentations

3.3 Installation of Super Cell

3.4 Load Test Procedures

3.5 Loading & Unloading Sequence

3.6 Pile Shaft Axial Force Test

3.7 Test Results Analysis And Conclusion

4. Worksheet

4.1 Field Responsibilities

4.2 Equipment/materials and staff provided by contractor

5. Risk Assessment

Appendices

A. Test Pile Layout

B. Super Cell position

C. Schematic Section of Test Pile & Reference pile/Reference Beam Layout

D. Super Cell Calibration Certificate Reference

E. Project References With Same Test Instrumentations



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1. Introduction

1.1 Project Information

One Bi-directional Static Load Tests will be applied to one bored pile at__. The details of this

Preliminary Test Piles are as below:

Test Pile Reference No.:

Pile Diameter: 900mm

Length from ground level: Estimate penetration depth is 26.0m

Working Capacity: 4750 KN

Maximum Test Load: 3×4750KN+upper pile s/w

1.2 Test Objectives

a. To determine the pile ultimate compression capacity

b. To verify related data in the geotechnical report

c. To obtain ultimate skin friction and end bearing data for bored piles, to be used to facilitate

determination of pile toe founding levels and evaluation of pile construction methods

1.3 Applicable Standard/References

a. ASTM D1143: Standard Test Methods for Deep Foundations Under Static Axial Compressive Load

b. CP4: 2003-Singapore Standard Code of Practice for Foundation

c. BS8004: 1986-British Standard Code of Practice for Foundation

2. Sub-surface Conditions

Borehole log

3. Bi-directional Static Load Test (BDSLT)

3.1 Test Theory and Advantages

3.1.1 Theory of Load Cell Method

The BDSLT method of pile load test utilizes hydraulically operated Super-Cells embedded

inside the concrete of the pile. To determine the position of the cells the soil investigation

report has to be studied to work out the equilibrium point. The embedded Super-Cell is

specially designed using built in hydraulic jacks. Pressure is applied to the load cell by

hydraulic pump on the ground through the flexible hose embedded into the pile. The

pressure in the load cell is measured by pressure transducer and the displacements are

measured by displacement transducers which are connected to the load cell by telltale rod

embedded into the pile. When loaded the load cell expands, pushing the upper shaft upwards

and the lower shaft downwards, which would mobilize the side resistance and base

resistance of the upper and lower lengths of the pile. According to relationship between the

movement and their corresponding S-lgt and s-lgQ curves, bearing capacities of both upper

and lower portion of the pile 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 of the pile.

3.1.2 Advantages of Load Cell Test



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a. High Test Load Capacity

Load cell capacity can be greater than 100MN and multiple cells can be used to test a pile,

increasing the test load capacity.

b. Improved Safety

No reaction system is required as for other static load test. No use of large quantities of

girder beams and concrete blocks which could topple if the base is not well prepared.

c. No Space or Access Problem

Load cell test can be performed next to existing buildings, under overpasses, highway

median strips and offshore, with much less space required compared to other static load

test.

d. Piles with Deep Cut Off Levels

For basement piles, test pile can be performed below ground, eliminating the pile extension

to ground level.

e. Test for Working Piles

With post test grouting techniques, testing of working piles can also be done.

f. Time Saving

Compared to static load test with test blocks, there is considerable time saving as no pile

built up or strip down is necessary.

3.2 Test Instrumentations

3.2.1 Super Cell

Ring Super Cells are applied to this project, max. stroke is 150mm. Super cell is provided with

built in hydraulic jack (s) and flexible hose fixed to the steel cage to connect to the pump at

ground level. Diameter of the super cell depends on the pile diameter.

The super cells are calibrated to their rated capacity by the manufacturer. A sample Super

cell calibration certificate is included in Appendix D.

Cone-shape flow-guiding mechanism

Ring Super Cell

3.2.2 High Pressure Pump

The maximum pressure of the pump is 60Mpa, with gauge scale precision up to 0.5Mpa.

3.2.3 Electronic Displacement Transducer

Stroke: 50mm.The electronic displacement transducers are fixed onto the reference beam by

magnetic means, each test pile is equipped with 6 electronic displacement transducers, two for

tracking the upward displacement of the top of the load cell, two for downward displacement

of the bottom of the load cell and two for pile top upward displacement.



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Test Instrumentations Terminal Box

Test Instrumentations Display Screen

3.2.4 Telltale Casing and Rod Extensometer

Telltale casing OD is 32mm, rod extensometer OD is 18mm, they are embedded in the pile.

3.2.5 Test Instrumentation List

Instrument Quantity

Super cell 1

Electronic Displacement Transducer 6

Automatic Data Acquisition System 1

Strain gauges 22

Pressure Gauge 1

High Pressure Hydraulic Pump 1

3.3 Installatoin of Super Cell

3.3.1 Site Work

a. Precast Concrete:

i. Super Cell is put on even ground with cone-shape mechanism upwards. Special material

should be put under the super cell to prevent super cell from bonding to ground;

ii. After pouring of concrete into cone-shape mechanism, vibrating spear is used to tamp; the

concrete strength should be no less than pile shaft concrete strength;

iii. Super Cell couldn’t be removed within 10 hours after cast;



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b. Weld the super cell to reinforcing cage

i. Lift by crane, the square steels or reinforcing ribs(fabricated on site) of the precast super cell

would be welded to the main reinforcement of reinforcing cage; reinforcing cage should

keep vertical to super cell, eccentricity should be less than 5°;

ii. Weld the funnel reinforcement to cage, quantity is same as main rebar. Φ20 steel rod in 1.2m

length at least each is used as funnel reinforcement, and it is required to weld both above and

below the super cell.

iii. Increase the hooping qty of reinforcing cage within 2m above and below the super cell, the

distance of each hooping/spiral is around 10cm;

Installation on site 1

Installation on site 2

c. Pipeline arrangement on site

i. Telltale device: Rod extensometer with telltale casing is used.

ii. Hydraulic hoses: they are tied above super cell and could be released when lowering the

reinforcing cage.

iii. Lower reinforcing cage: Telltale casing and hydraulic hoses should be tied to reinforcing cage



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and extended to ground; Telltale casing is tied to cage every 2m, and hydraulic hose is tied to

cage every 1m. Pls ensure the verticality of the telltale casing and protect it from damage.

iv. Protect pile heads after pile cast:

The interval time between installation and testing should be at least 7days; Clear warning sign

should be marked on the pile head to avoid damage to pipelines.

Warning sign 1

Warning sign 2

3.4 Load Test Procedures

3.4.1. Minimum 7 days after casting of the test pile, send concrete test cubes for compression test.

When the concrete compressive strength is not lower than 80% of the design mix strength,

the load test can be conducted.

3.4.2. Level the ground surrounding the test pile and put up an 8m length reference beam about

1m above ground over the test pile. Provide metal frame and canvas sheet over the reference

beam to form a space of 6m×4m to protect the test equipment from weather and dust. Dial

gauges with electronic displacement transducers are fixed onto the reference beam to record

displacements of the load-cell.

3.4.3. Bring in an 8’ ×10’ metal container or suitable equivalent with suitable space heater for test

equipments, including hydraulic pump with pressure gauges, computer and data collector.

3.4.4. Carry out loading and unloading to the test pile according to the attached sequence, the

upward & downward displacements against applied loads would be shown on the computer

screen. Test can be ended once either one of below situations happen:

a. The max. stroke of load cell is reached (150mm);

b. The test load has been applied;

c. The max. rated load of cell is reached;

d. Capacity of the pile above or below the Super-cell location has been reached.



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Test site 1

Test site 2

3.5 Loading & Unloading Sequence

Ultimate Load Test (3.0 Times Working Load)-Loading & Unloading Sequence

Date Time % of Working

Load

Minimum

Holding Time Remarks

Day 1

1400

1500

1600

1700

25

50

75

100

1 hour

1 hour

1 hour

12 hours

1st Cycle Loading

The data collection

interval for last 12

hours is 1 hour

Day 2

0900

0920

0940

1000

1100

1200

1300

1400

1500

1600

75

50

25

0

50

100

125

150

175

200

30mins

30mins

30mins

1 hour

1 hour

1 hour

1 hour

1 hour

1 hour

12 hours

2nd

Cycle Loading

The data collection


hours is 1 hour

Day 3

0900

0920

0940

1000

1100

1200

1300

1400

1500

1600

150

100

50

0

100

200

225

250

275

300

30mins

30mins

30mins

1 hour

1 hour

1 hour

1 hour

1 hour

1 hour

12 hour

3rd

Cycle loading

The data collection


hours is 1 hour

Day 4

0900

0920

0940

1000

1020

250

200

150

100

0

30mins

30mins

30mins

30mins

1 hour

Final reading, end

of load test

3.6 Pile Shaft Axial Force Test

3.6.1Vibrating Strain Gauges

The vibrating strain gauges work on the principle that the natural frequency of a wire changes



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at its length changes. Thus, by measuring the change in frequency with the vibrating wire

readout device, the corresponding stress can be calculated by means of relevant formulas, and

hence strain obtained. The axial load at each level where the VWSG is installed can be

calculated by the strain of the gauges multiplied by Young’s Modulus and cross section of the

pile area, of both the concrete and the main steel reinforcement. Therefore, the load

distribution along the pile shaft may be computed.

3.6.2 Vibrating Strain Gauge Installation and Embedment

a. Select strain gauge according to reinforcement bar diameter, and if there is no exact size,

similar one is also ok. Strain gauges are embedded in the border of different soil layers to

measure the pile skin friction of different soil layer.

b. Screw out the connecting bars of strain gauge, and weld them to the rebar in same or

similar size. Then screw down the strain gauge (with cable) to connecting bars by pipe

wrench, adhesive tape can be used to cover connection. It is important to cool the sensor part

by watering or wet cloth when welding to avoid the damage of sensor due to high

temperature during welding.

c. Fix 4 strain gauges in each section of different soil layer, to measure the skin friction of

different soil layer. So rebars with 4 well-distributed positions should be reserved in

reinforcement cage fabrication, and these rebars will be welded to cage after strain gauge

welding. Or rebars in these corresponding positions are cut after cage fabrication to weld

strain gauges.

Strain gauges position

Cable length（m） Qty Elevation

Ground ±0m

Cross-section 1 12 2 pcs -2.0m

Cross-section 2 15 2 pcs -5.0m

Cross-section 3 18 2 Pcs -8.0m






Load cell -23.0m



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Cross-section 9 35 4Pcs -25.5m

Pile bottom -26.0m

3.6.3 Pile shaft stress test and calculation

a When vibrating strain gauge is applied, actual frequency of strain gauge will be converted to

force through calibration coefficient, and rebar strain equivalent to concrete strain in strain

gauge section will be calculated.

b In the process of data handling, testing points which are with big zero-drift, or irregular

variation should be deleted, and average strain of effective testing points in same

cross-section is calculated to get pile shaft axial load in same section by following formula:

Qi——Axial load of No. i section of pile shaft (kN);

——Average strain of No. i section;

Ei ——Pile shaft material elasticity modulus in section i (kPa);

Ai ——No.i pile shaft section area (m2);

c Tabulate the axial load at different section level under each cycle of loading test, and

graph distribution diagram. Calculate pile ultimate skin friction resistance in each soil layer

and ultimate end bearing according to axial load in each section under pile top ultimate

loading:

qsi—— pile shaft resistance between section i and section i+1(kPa);

qp——pile end bearing (kPa);

i——pile test section No., i=1，2，……，n，small to big from pile top;

u——pile shaft perimeter (m);

li ——pile length between section i and section i+1 (m);

Qn——pile toe axial force (kN);

A0——pile toe area (m2);

3.7 Test Results Analysis And Conclusion

3.7.1 Introduction

The measurement of the pile bearing capacity with bi-directional 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

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



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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.

3.7.2 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

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



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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 with embedded strain gauge should conform below provisions:

According to item7 in E.0.2, the pile above load cell is broken down into numerous

points(drawing E.0.3-1), in which any point i axial force Q(i) and displacement S(i) could be

shown as below:

Qd——load cell load（kN）;

Sd——load cell downward displacement（m）;

qsm——m (a point between i~n)skin friction resistance(assuming upward direction is in

positive value) (kPa）;

U(m)——m point pile perimeter（m）;

A(m)——m point pile sectional area（m2）;

E(m)——m point pile elasticity modulus（kPa）;

h(m)——segmentation unit m length（m）;

s0-pile top displacement；

su,sd-the upward and downward displacements of load cell；

sb-pile end displacement；

Qd-load cell load；



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Qb-pile end axial force

E.0.3-1 Bi-directional load test axial force, skin friction resistance and displacement relation

2. Unit i (drawing E.0.3-2) midpoint displacement sm (i) could be shown as below formula:

E.0.3-2 Conversion unit diagram

(E.0.3-3)

put (E.0.3-1)into (E.0.3-2)and (E.0.3-3)，get：

3. Based on the above formula, the curve between skin friction resistance qsi from

bi-directional load test and displacement sm(i), qsi as regarded as the function of sm(i), by any

sm(i) we could get qsi., and also could get Qd with the curve between load cell load Qd and

downward displacement Sd. So for 2n unknown numbers from S(i) and Sm(i), 2n

simultaneous equations could be built. In case the load hasn’t been transferred to load cell, the



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upper pile Q-su curve may be utilized for conversion directly.

3.7.3 Test Report

At the end of the test, report would be produced to include:

a. Detailed description of instrumentation, measurement and testing procedure.

b.Tabulated and graphical presentations of the test results, including the Q-S curve,

loading/unloading curve and detailed test data.

c. Recommended vertical ultimate bearing capacity of the test pile

d. Distribution curve of axial stress in the pile shaft, distribution of side friction, pile end

resistance and the recommended suggestions.

e. General report of the test pile project including the comprehensive analysis of the test

results.

4. Worksheet

4.1. Field Responsibilities

No. Content Field Responsibilities

1 Precast cone-shape flow-guiding

mechanism

Contractor provide concrete and pour

under Ougan supervision

2 Weld super cell to reinforcing

cage

Contractor weld under Ougan

supervision.

3 Funnel reinforcement fabrication Contractor fabricate under Ougan

supervision. Φ20 or bigger steel rod

with minimum length 1.2m each is

used.

4 Telltale casing, rod extensometer

and hydraulic hoses arrangement

Contractor do under Ougan supervision

5 Tie telltale casing and hydraulic

hoses when lowering the

reinforcing cage

Contractor do under Ougan supervision

6 Put simple reinforcing cage

between pile cut-off level and

borehole top, to guide and protect

pipelines.

Contractor fabricate and put on site

under Ougan supervision.

7 Mark pipelines Ougan mark.

8 Provide and setup suitable stable

reference beam(s) as required to

ensure good reference point.

Contractor do it under Ougan

supervision.

9 Set up a shelter above test pile

after installation

Contractor set up

10 Site security, dry and level

platform area around test pile

area.

Contractor do it

11 Test equipment set up in the field Contractor do under Ougan supervision

12 Field testing Ougan do testing, but contractor should

ensure working conditions such as

lighting, generator/electricity supply,

air-conditioned shelter etc.

13 Any required support during

conduction of the test

Contractor do it

14 Disassembly of testing equipment Ougan do it



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4. 2 Equipment/materials and staff provided by contractor Equipment

Name Unit Qty Remark

Welding machine set 1 Welding super cell to rebar cage

Vibrating Spear set 1 To compact the concrete in cones

Cutting machine set 1

Crane set 1

For shifting the cells and locating in

to rebar cage; lowering rebar cage

to bored hole

Staff requirement

Stage Name Unit Qty Remark

Installation

Welder person 2

If 1 welding machine

was only for 1

welder, than we need

2 welding machines.

Strain gauges welding and

tying

person 3

Telltale casing and hydraulic

hoses tying when lowering

reinforcing cage

person

3

Pipelines protection on pile

head after installation

person 2

Testing

Level and clean testing

platform

person 2

Set up reference beam and

shelter

person 4 Crane is required

Welder person 2

Electrician person 1

Backman for testing person

1 Assistant of Ougan

engineer

Materials

Name Unit Qty Application

20 steel rod m 1.2m length, 96pcs Horn reinforcement

20 rebar m 0.3m length, 40pcs Welding super cell to

reinforcing cage

32a I-beam pcs 9m length, 2pcs;1m length,

8pcs Reference beam, reference piles

Concrete m3 1.0

Precast cone-shape flow-guiding

mechanism

5. Risk Assessment

RISK MATRIX AND RISK ACTIONS

Likelihood

Hazard

Severity Reputation Assets Environment People

A – Very

Unlikely (a freak

combination

of factors

B –

Unlikely (a rare

combination

of factors would

C –

Possible (could

happen

when additional

D –

Likely (not certain

to

happen but an

E –

Very

Likely (almost

inevitable



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required for incident to

result)

be required for

an

incident to result)

factors are present but

otherwise

unlikely to occur)

additional factor

may result

in an accident)

that an incident

would

result)

1. Slight Slight Impact Slight

damage

Little or no actual

or potential for

damage.

Slight

health

effect/injury

A1 B1 C1 D1 E1

2. Minor Limited Impact Minor

damage

Within site

boundary,

short term impact

recoverable by the

work site.

Minor

health

effect/injury

A2 B2 C2 D2 E2

3. Major Considerable

Impact

Major

damage

Beyond the site

boundary unlikely

to last beyond 1

month.

Recovery requires

external aid.

Major

health

effect/injury

A3 B3 C3 D3 E3

4. Severe National

Impact

Severe

damage

Beyond the site

boundary unlikely

to last beyond 12

months.

Recovery requires

external aid.

Permanent

Total

Disability

or single

fatality

A4 B4 C4 D4 E4

5.

Catastrophic

International

Impact

Extensive

damage

Massive

uncontrolled

release with

significant

impact extending

well beyond the

site boundary.

Multiple

serious

injuries or

fatalities

A5 B5 C5 D5 E5

Green

(Low)

Acceptable (When risk reduction / control measures have been implemented). Ensure

controls are maintained and manage for continuous improvement.

Yellow

(Medium)

Tolerable (When risk reduction / control measures have been implemented). Where

possible, the work activity / task should be redefined to take account of the hazards

involved or the risk should be reduced further prior to task commencement.

Red

(High)

Intolerable (Work activity / task must not proceed). It should be redefined or further

control measures put in place to reduce risk. The controls should be re-assessed for

adequacy prior to task commencement.

RISK ASSESSMENT- SUPER CELL INSTALLATION

Job Steps Hazards

Initial

Risk

Rating

Control Measures

Residual

Risk

Rating

Risk

Action

Installation

works and

Discharging

Falling objects

during pick C4

Ensure that there are no objects left on

the cage/frame prior the pick. Ensure that

all pipes are securely tied to the

cage/frame. Keep distance when possible

and never stand under suspended loads.

Wear hard hats while working around

suspended loads. Signal man / watchman

shall be provided at site.

B3 Low

Burns, flash, spark,

fires

and airborne debris

C3

Be aware of hot surfaces from recent

welding and torch

cutting. Wear gloves and safety glasses /

welding screen.

Look away when welder is welding to

avoid flash. Keep a fire watch that has a

properly inspected fire extinguisher.

Provide fire blanket. Keep face out of

area where grinding is being performed.

B2 Low



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Wear appropriate gloves and clothing

when applying grease. Dispose of soiled

gloves and clothing appropriately.

Getting Grease on

hands and body

C2

Do not apply grease until all welding and

cutting activities near the Super cell

breaking plane have been

completed.

A2 Low Grease catching on

fire from welding

and cutting

activities

Cuts, sharp edges

and burs C2

Be aware of hand placement. Wear

gloves . B1 Low

RISK ASSESSMENT- SUPER CELL TESTING

Job Steps Hazards Initial Risk

Rating Control Measures

Residual

Risk Rating

Risk

Action Super cell

testing Works

Cuts, sharps

edges C1

Be aware of hand placement. Wear

gloves. A1 Low

Electric shock. C3

Keep electricity and water separated

and above ground.

Don’t touch exposed wires or plugs.

B2 Low

Tripping on

cables/wires C1

Route instrument cables and electrical

cords so that tripping hazards are

minimised.

A1 Low

Working near

high pressure C3

Try and keep distance from pumps,

hydraulic hoses whenever possible to

minimize exposure.

Make sure all pump muffles are

functioning and in place.

B2 Low

High pressure

injection injury C4

Be sure to inspect all hydraulic hoses

for any possible damage that could

result in a pinhole type of a leak.

Try and keep distance from pumps,

hydraulic hoses whenever possible to

minimize exposure.

Make sure all pump muffles are

functioning and in place.

All connection shall be tightened and

checked.

B3 Low

RISK ASSESSMENT- GENERAL SITE SAFETY

Job Steps Hazards Initial Risk

Rating Control Measures

Residual

Risk Rating

Risk

Action General Site

Safety Open holes C4

Make sure all open holes are covered,

marked and surrounded by barricade.

Keep distance from opens holes

and be aware of their location.

B2 Low

Crane and drill

rig swing radius C4

Stay out of the swing radius. Make eye

contact with operator before entering

their work area. Signal man /

watchman shall be provided at site.

B2 Low

Slips, trips and

falls C3

Be aware of uneven ground. Practice

good housekeeping.

Communicate with foreman if house

keeping and site conditions become a

B1 Low



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concern.

Fall into water C4 Keep lifebuoy on site, keep distance

from water. B2 Low

Note: We assume that the Site Main Contractor will complete site induction.



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Appendix A

Test Pile Layout

Appendix B



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Appendix C

Schematic Section of Test Pile & Reference Pile/Reference Beam Layout



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Appendix D

Super Cell Calibration Certificate for Reference



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Appendix E

Part Project References With Same Test Instrumentations

Project Description Single Pile Test Load

(ton)

Pile Dia.

(m) Qty

Hong Kong-Zhuhai-Macao

Bridge 11000/14000 2.0/2.2 2 Pcs each

Macao Fai Chi Kei public

housing project 1920/820(tension pile) 1.0 1 pc each

Macao Hengqin Island

University of Macau new

campus subsea tunnel

630/1300/510

(tension pile) 1.2/1.5/1.2 6pcs

Social housing of Ilha Verde

Lote 3 1170 1.0 2pcs

Catholic High School At Bishan St22,

Singapore 650 0.8 2pcs

A 3-Storey Factory Extension at No.5

Tuas Lane, Singapore 1370 1.0 1pc

A 5-Storey Building at No.231A

Pandan Loop, Singapore 1450 0.9 1pc

Jiaxing - Shaoxing

River-Crossing Bridge 20500 3.8 1pc

Hangzhou Bay Bridge 7000 2.2 1pc

Beijing Ministry of Railways

Command and Control center 4000 2.0 3pcs

Highway-Railway Bridge over

Yellow River in Zhengzhou 4200 1.5 4pcs

Humen Bridge 20700/20000/11600 2.8/2.8/2.5 1pc each

Yangtze River Bridge in Anqing,

Anhui Province 1800 1.0 3pcs

Grand Bridge Over Yangtze

River in Wuhu, Anhui Province 12000 1.8 1pc

Hubei Province Danjiangkou

Han River Grand Bridge 5700 1.8 1pc

The Yellow River Bridge in

Shandong Juancheng 1200 1.0 2pcs

Shandong Yantai Fortune Center 2300 1.15 3pcs

Shandong Yantai Hengyue

Square 1400/700 1.8 1pc each

Liuzhou Diwang International

Fortune Center 9800/9040 2.5/2.4 2/1 pcs

Guangxi Nanning East Railway

Station 4000 1.4 4pcs

Guangxi Nanning Traffic police

complex 900 1.1 57pcs

Guizhou China Tobacco

Building 1000 1.0 3pcs

Jinlin Gymnasium in Sanmen,

Guangdong province

500

(tension pile) 1.0 2pcs

proposed: method statement for bi-directional static … · a. to determine the pile ultimate...

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