PROPOSED: METHOD STATEMENT FOR BI-DIRECTIONAL STATIC … · a. To determine the pile ultimate...
Transcript of 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
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
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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.
Hangzhou Ougan Technology Co., Ltd
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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
Hangzhou Ougan Technology Co., Ltd
17th Floor, Wanda Plaza, Hangxing Rd, Gongshu District, Hangzhou, 310015, P.R. China
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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
interval for last 12
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
interval for last 12
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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Tel: 86-571-28223950 Fax: 86-571-28993137
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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
Cross-section 4 21 2 Pcs -11.0m
Cross-section 5 24 2 Pcs -14.0m
Cross-section 6 27 2 Pcs -17.0m
Cross-section 7 30 2 Pcs -19.0m
Cross-section 8 33 4 Pcs -21.0m
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
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
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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
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
16
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
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
17
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.
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
18
Appendix A
Test Pile Layout
Appendix B
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
19
Appendix C
Schematic Section of Test Pile & Reference Pile/Reference Beam Layout
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
20
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
21
Appendix D
Super Cell Calibration Certificate for Reference
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
22
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
23
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