S. LI. CITRA BINA SDN. BHD.

Transcription

S. LI. CITRA BINA SDN. BHD.
r.r
o
s-o
llao#TiJ J3
2828 JALAN BARU, BANDAR
nnP'i^'i,'o3'r' *o*
PULAU
", PTNANG-
i:m].r#"fdJ53600
,ffi
SU CB/J KSB/2 nd
Date:
1.6
CERTIFICATE
NO 335*
Bridge3 D/382
)uly 2OL2
Jambatan Kedua Sdn. Bhd.
3C, GL & 2,
Persiaran Bayan lndah,
Bayan Bay, 11900 Sg. Nibong,
Pulau Pinang.
Attn
Fax.:04-640 1133
En.HamizolNgah
Construction Director
Adept Engineering Consultant
No. 23-2, LorongPJ/r,
Taman Pauh Jaya,
13700 Perai,
Pulau Pinang.
Fax:04-3987004
Attn : lr. Mohamed Reza Bin Murusal lbrahim
Resident Engineer
Dear Sir,
THE SECOND PENANG BRIDGE - PACKAGE 3D: TOLI PLAZA, ADMINISTRATION BUILDING
AND REIATED WORKS
Re: Method Statement for Soil lnvestigation (Rev. 02)
The above matter is referred.
Attached herewith the Method Statement Soil lnvestigation (Rev. 02) for your approval
Your cooperation to the above is appreciated.
I
1
Thank you.
A
Yours sincerely
S.U. Citra Bina Sdn. Bhd
r(ECE\VED
19
JuL ?$u
,ltlll'l'i"li"$l'Mohd
Project
n
in Abd Rahman
C.c.
1.
H.Q
Tel.:04-732 2940
lh4^144//1a49:"r^rn-bg4^r4.;+4,ttAaEt4//4//rt
\/
U KAS
cERTtFtED TO tSO 9001 200E
Your Ref.:
Our Ref.:
u&r,
Fax; 04-732 2941
ffi
S.U CITRA
BINA
PageNo.:1OF
-
SECOND PENANG BRIDGE
PACKAGE 3D - TOLL PLAZA,
Doc. Ref.:
ADMINISTRATION BUITDINGS &
RETATED WORKS
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
Issued : 15th MaY 2012
SOIL INVESTIGATION
METHOD STATEMENT
S. U. CITRA BINA SDN. BHD.
SECOND PENANG BRIDGE . PACKAGE 3D
TOLL PLAZA, ADMINISTRATION BUILDING AND
RELATED WORKS
SOIL INVESTIGATION METHOD STATEMENT
Revision
00
01
02
Description of Amendments
Original First Issue
Date
ICE (Adept Engineering
Consultant) and JKSB's comments
incorporated. lnclusion of SI
Machine Data and Calibration
Certificates.
ICE (Adept Engineering
Consultant) and JKSB's comments
incorporated. Inclusion of SI
Machine Data and Calibration
Certificates.
Mar t5s zol2
oec zh zott
]ll/ray $tn
2ol2
Originator
Syarikat
Uiitanah
Review
Syahnaz
Abdullah
Abdullah
Abdul Jabbar
Ismail
Siti Syafiqah
Mohd Muzni
Mohd Azuan
Abd Rahman
Syahnaz
L
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PACKAGE
-
3D. TOLI PLAZA,
RELIITED WORKS
S.U CITRA
BINA
SOIL INVESTIGATION
PageNo.:2OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
Issued : 15th May 2012
METHOD STATEMENT
1.0 Objective
1.1 Scope of Work
1.2 Machinery and Equipment
1.3 Manpower
1.4 Governing Code and Standards
2.0 Soil Boring
3.0 Standard Penetration Test (SPT)
3.1 Undisturbed Soil Samples
3.2 Ground Water Sample
4.0 Vane Shear Test
5.0 Piezocone Test
6.0 Laboratory Testing Requirement
Appendix
Appendix
Appendix
Appendix
Appendix
Appendix
Appendix
Appendix
Appendix
Appendix
A - Quatity Forms and Checklists
B - Catalog for Soil Investigation Machines and Equipment
C - Calibration Certificates
D - lnspection and Test Plan
E - Soil lnvestigation Contractor's Organization Chart
F - Work Program for Soil Investigation
G - Laboratory for Soil Testing
H - Borehole Locations
I - Bill of Quantity for Soil Investigation Works
J - ICE (Adept Engineering Consultant's) and JKSB's Comments and Contractors
Response
Appendix K - HIRARC for Soil Investigation Works
Appendix L- Malaysian Standards Extract
MS - 2038 :2006:
"Site Investigations
-
Code of Practice"
MS 1056 :Part9:2005:
"Soils for Civil Engineering Purposes
In-Situ Tests"
-
Test Method
-
Part 9:
2
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PACKAGE
-
3D. TOLL PLAZA,
ADMINISTRATION BUILDINGS &
RETATED WORKS
S.U CITRA
BINA
PageNo.:3OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
Issued : 15th Ma-12012
SOIL INVESTIGATION
METHOD STATEMENT
S. U. CITRA BINA SDN. BHD,
1.0 Objective
This method statement of soil investigation works provides information on the scope of
works, standards, specifications and requirements, qualrty assurance and work
pro gram/resource planning.
I .1 Scope of
Work
This method statement covers the soil investigation works performed for Package 3D of the
Second Penang Bridge. This document list outs the equipment for the work, description of
the work to be done, inspection and testing to ensure quality of work, as well as other aspects
such as risk and safety.
1.2 Machinery and EquiPment
The following table lists out the machinery and equipment used:
Soil Borins
Top Drive Machine
- 80 m
-Drilling Capacity (BW Rod)
- Oil Hydraulic Cylinder Chain Feed
-Type olswivel i{ead
- 3'0m
-Feed Stroke
- \-Zmlmin (up) l\-2m/min (down)
-Feed Speed
- 3500kg
-Maximum Thrust Capacity
- 2600kg
-Maximum Balancing Capacrty
- 1200kg
-Maximum Hoisting Capacity
- 16 HP
-Diesel Engine
-Weight
-
1300kg
And associated rodsicasing
Soil Samoline
Piston Sampler
Thin Walled Sampler
Standard Penetration Test
Split Spoon Sampler
SPT Hammer (65kg with 0.76m fall and trip
mechanism)
AW rods
3
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PACKAGE 3D . TOIL PLAZA,
RELATED WORKS
S,U CITRA
BINA
SOIL INVESTIGATION
Page No. :4 OF
Doc. Ref.: SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
METHOD STATEMENT
S. U. CITRA BINA SDN. BHD,
Vane Shear Test
Geonor Field Shear Vane Borer
Cone Penetration Test
CPT Crawler machine
Piezocone, datalogger, computer
Extension rods
1.3 Manpower
The following table lists out the manpower for theSoil Investigationsfield works
Teams
2
I
I
Description
Soil Borins Team/SPT
Supervisor
Assistant
enetration
Supervisor
Assistant
Cone
P
Te
am
Surveytus feam 6.U.
Surveyor
Chainman
(U-i
itanah/Keller
Workers
(Uiitanahl
I
4
I
1
J
Ciffd
1
2
1.4 Governing Code and Standards
The Soil Investigations Works performed and the reports that are produced shall be governed
by the following codes and standards listed below:
I
2
J
4
Code/Standards
MS 2038:2006 "Soil Investigations - Code of Practice", Department of
Standards Malaysia
MS 1056:Part 9 :2005 "Soil for Civil Engineering Purposes - Test Method Part9: In-Sifu Tests", Department of Standards Malaysia
BS 5930: Code of Practice for Site investigation, British Standard Institute.
BS 1377: Methods of Test for Soils for Civil Engineering Purposes, British
Standard lnstitute.
4
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S.U CITRA
BINA
PACKAGE
-
3D. TOIL PLAZA,
RETATED WORKS
PageNo.:5OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
Issued : 15th MalzOLz
SOIL INVESTIGATION
METHOD STATEMENT
S, U. CITRA BINA SDN. BHD.
2.0 Soil Boring
Boreholes are advanced by drill bit with compatible casing. Soil cuttings are removed from
the casing by flushing the bore hole with clean water. The drill bit is advanced until target
depth foisoit testing/sampling is reached. When target depth is reached, the rotation of the
drilt bit is stopped. The drill -dr u." pulled to the surface and retrieved until the last piece.
The last piece th" th" drill bit shall be replaced by the split spoon sampler (for SPT) or the
undisturbed thin wall (for undisturbed sampling). The rods shall be lowered back into the
hole, rod by rod until the bottom of the hole is reached. The depth to the bottom of the hole
shatl be recorded. This depth shall be within 5cm of the sampling depth. (Suppose sampling
depth is l5m, the bottom of Ur" hole shall be within 5cm of this depth when the split spoon
sampler or thin wall sampler is lowered into the hole.) Thus the hole shall neither be over*u.h o, under-wash (due to remnants falling back into the hole.) If cave-in is too much, the
hole shall be washed again until the hole is clean. (The process of retrieving the rods from the
hole and lowering the rods with drilt bit shall be repeated.) When the sampling depth is
withinrange, the sampling shall be carried out. This process is to be repeated until the
termination depth,or termination criteria are reached.
Ground water level shall be recorded at the beginning and end of each day's work-
3.0Standard Penetration Test (SPT)
The standard penetration test is used to obtain rapid empirical results which can be used to
estimate shear strength and bearing capacity of the soil. The SPT is carried out in boreholes
at approximately 1.5m intervals or as indicated by the Engineer.
The SpT consist of driving a split spoon sampler a pre-determined depth to obtain a disturbed
sample of the soil. A hammer of OS kg is dropped a distance of 0.76m using a trip mechanism
to drive the split spoon sampler into the soil-
5
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PACKAGE
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Doc. Ref.:
3D. TOLI PLAZA,
RELATED WORKS
S.U CITRA
BINA
SOIL INVESTIGATION
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
METHOD STATEMENT
32
in
1--
7n
22in
Flat, lor Vwench
tt
t
ltr
V\trsh PFe
+--- 2n
Dlam
Dam
+
T---TlTead
8n.
w*ereorts,f in-oim.
Center Secbon,
LerEthwise
Tool Steel Drive Shoe
Total Werght 15 lb
f ,n'
Diaeramfor Split Spoon Sampler
"W
Picture
o-f
Split Sooon Sampler
The penetration test itself is calried out in two stages as follows:
1.
Seating drive: number of blows for the first 150mm penetration. If 50 blows are
required before 150mm penetration is reached, then record penetration and terminate
seating drive.
6
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S.U CITRA
BINA
PACKAGE
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OF
Doc. Ref.:
SUCB-PB2P3DSIMS-Rev 02
Revision : 02
Issued : 15th ME 2O12
3D. TOLI PLAZA,
RELI\TED WORKS
SOIL INVESTIGATION
METHOD STATEMENT
S. U, CITRA BINA SDN. BHD.
2.
Test drive: number of blows for 300mm penetration after seating drive. If 50 blows
are required before 300mm penetration is reached, then record penetration for 50
blows and terminated test drive.
After the test drive is completed, the split-spoon sampler is raised from the borehole to obtain
a disturbed sample of the soil. The disturbed sample is placed immediately in a wide mouth,
air-tight screw-top plastic jar or air tight plastic bag. The project title, borehole number,
sample depth, N-value and date of test shall be recorded on the sample label.
3.1 Undisturbed Soil Samples
Undisturbed soil samples are taken in order to further determine the soil classification,
strength and properties. The undisturbed soil samples are carefully packed for laboratory
analysis. Two types of equipment are used for undisturbed soil samples. They are listed
below:
sampler. This walled sampler is ca:ried out in soft to medium still soils.
It consist of a thin-walled steel tube which has its lower end shaped to from a cutting
edge with a small inside clearance. The main dimensions of the sampling tube are as
follows:
1. Thin-walled
Length
External diameter
Wall thickness
Area ratio
Inside clearance
1000mm
75 mm
1.5 mm
t0%
0.5 +
O.l%o
The procedure to take soil samples using the thin-walled sampler is as follows:
The borehole is cleaned out to the required depth and water maintained close to
ground level.
The thin-walled sampler is lowered to the required depth
The outer part of the sampler with the sampling tube attached is then pushed using the
outer drilling rods with as single steady movement in the soil being sampled.
The thin-walled sampler is then pulled up to the ground level
7
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RELATED WORKS
S.U CITRA
BINA
SOIL INVESTIGATION
PageNo.:BOF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
Issued : 15th May 2OL2
METHOD STATEMENT
Itl,
{lr
i
The sampler is stripped down
I \
and cleaned and the ends sealed
micro
crystalline wax and rubber end
-'
with non-shrinking
caps.
-f
nLnr:-\t,i.e
The maximum length that can
be sampled is 0.9m due to the
space occupied by the sampler.
Empty spaces inside the tube
are packed with sawdust.
.t
.i
rh,l,iaf
r!r'f,,1
'J- n'1 '11r" t1.7 -
'i
l
I
,-:1q'.
EEFC
I+t :)p.ruE
...-
AFi
F,F.
IlF.1,';'-
Fig J - l hin - nnlls{l Srnrpliog
I
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S.U CITRA
BINA
PACKAGE
PageNo.:9OF
-
Doc. Ref.:
3D. TOLL PLAZA,
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
REUTTED WORKS
Issued : 15th Ma72O12
SOIL INVESTIGATION
METHOD STATEMENT
2.
Piston sampler. Piston sampling is carried out in soft ahuvial deposits to provide a
high quality undisturbed sample. The main dimensions of the piston sampler are as
follows:
Length
Extemal diameter
Wall thickness
Area ratio
Inside clearance
Cutting edge taper
100Omm
73.2 mm
1.5 mm
r0%
0.6%
12 degs
The sampling head incorporates a locking device which allows the piston to move
upwards in relation to the sampling tube, but prevents it moving downwards.
The method of sampling is as follows:
The borehole is cleaned out to the required depth and water maintained close to
ground level.
The piston sampler is lowered to the required depth and the inner rod with the piston
attached is connected to the mast of the drilling machine.
The outer part of the sampler with the sampling tube attached is then pushed using the
outer drilling rods with as single steady movement in the soil being sampled, while
the piston remains stationary.
9
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BRIDGE.
PACKAGE 3D. TOLL PLAZA,
SECOND PENANG
S.U CITRA
RELATED WORKS
BINA
SOIL INVESTIGATION
Page No.
: 10 OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
METHOD STATEMENT
The complete assembly is
then pulled up to the ground
level, the piston remaining
locked in the position.
ti:t,rr. t.!l
,il-
Ll-
'-lJj
r
t,
: ,:
!-_
J t. Wlr-,
The sampler is
i{ F{'-
stripped
down and cleaned and the
ends sealed with
non-
shrinking micro crystalline
Ljlr
wax and rubber end caps.
The maximum length that
can be sampled is 0.8m due
to the space occupied by the
piston. Empty spaces inside
the tube are packed with
*t
.'nllf;.tJ-r
-
ii.aF-tcrr l4ad
sawdust.
!: r,[
'! 1,-
fa!!f4
:ul'.
Immediately after sampling,
about 40mm of the soil is
removed from the top and
bottom of the sampling tube
with a spatula. The ends of
the tube are sealed with nonshrinking wax in layers to a
thickness of about 40mm to
preserve their undisturbed
tDi[
i'r!1fi
nature.
EEFtrRfi flFrI!'fr
The samples are placed in
AFTNF FIN'E
Fh4-Plstor-TrmptiilE
transit boxes lined with foam
rubber at all sides of the
boxes for protection against
vibration
during
transportation of the samples
within the site and from the
site to the laboratory.
L0
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PACKAGE 3D . TOLL PLAZA,
REIIITED WORKS
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Doc. Ref.:
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SOIL INVESTIGATION
METHOD STATEMENT
S. U. CITRA BINA SDN, BHD.
3.2 Ground Water Sample
Ground water samples are taken from the boreholes only when all mud or water added to
assist boring has been removed. The samples are sealed in a screw-top plastic bottle and
consist of approximately 1.0 liter of water.
4.OVane Shear Test
t,
.r,
The field Vane Shear test is a test in
which a vane is pushed into the soil
from the ground level. The test is
usually carried out in soft cohesive
soils to measure the Peak and
residual vane shear strength of the
cohesive soils. The test can also be
carried out inside a borehole.
The equipment used for the field
vane shear is manufactured bY
Geonor A/S Oslo, Norway.
Geonor
Vanes
Shear Unit
of two sizes are
used
depending on the shear strength
the clay.
cu:0
Cu:0
ro 60 kPa
to 100 kPa
of
H: l30mm D:65mm
H: 110mm D:55mm
The vane is housed inside a protective shoe, atlachedto the base of the vane borer assembly
and extended to the ground level by 16mm diameter extension rods. These rods pass through
36mm outer tubes which are connected to the vane borer assembly outer housing. The inner
rods and outer tubes are 1.0m in length. The vane borer assembly allows the vane to be
pushed 0.5m in the soil below the protective shoe.
TL
m
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SECOND PENANG BRIDGE PACKAGE 3D - TOIL PLAZA,
RELATED WORKS
SOIL INVESTIGATION
Page No.
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Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 02
Revision : 02
METHOD STATEMENT
The torque required to furn the vane is measured using an instrument which incorporates a
worn and pinion mechanism.
Two anchors are anchored into the ground by turning an auger attached to the ends of a G.I.
pipe. The two anchors are about 1.5m in length. A horizontal frame is clamped to the
anchors. A ratchet jack is attached to the horizontal frame clamped to the anchors. A spirit
Ievel is used to check the verticality of the ratchet frame before proceeding with the iest.
(Check by ensuring that the base frame is horizontal)
The method of testing is described below:
1.
The vane borer is advanced to the required depth by using the ratchet jack. The
hexagonal adaptor and extension piece is attached to the top of the inner rod. By
pushing the hexagonal piece at the top, the vane at the bottom is pushed to the test
depth.
2.
The outer rods are clamped against rotation. The torque measuring device is zeroed
before being clamped in place.
3.
A rest period about 2 minutes to 5 minutes is taken before the test starts.
4.
The vane is rotated at a rate of 0.2 degrees per second by turning the crank handle at
a speed of 1 revolution per second. Readings are taken every 2 degrees of rotation
(10 revs) until a well dehned failure or constant readings are observed (undisturbed
peak strength).
5.
The soil is remolded by turning the vane rapidly 25 times followed by a rest period
of 5 minutes.
6.
The vane test (step 4) is repeated until failure is observed again(remolded strength).
7.
The torque measuring device is taken down and kept in a protective box.
8.
The vane is pulled back into the protective show by pulling out the hexagonal
adaptor and extension piece. The inner rod is extended by lm by joining another rod
to it. The outer tube is also extended by lm by joining another tube to it. The vane
borer is advanced to the next test depth by repeating the procedure in Step l, Step 2
and Step 3.
T2
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SIMS-Rev 02
Revision : 02
Issued : 15th Mal2OLZ
SOIL INVESTIGATION
METHOD STATEMENT
Presentation of result.
The results of the field vane shear test are given on there results sheet:
V:
Field Vane Test
This sheet presents the results of all vane tests at a single location. The main results of each
test are tabulated giving depth, date, vane, vane size, rate of rotation, then sfrength and time
of failure for both peak and remolded tests. Sensitivity is defined as Cuu/Cr..
Abbreviations:
The following abbreviations are used:
- Peak vane shear strength
Cr, - Remolded vane shear strength
Cu"
Note:
The above procedure refers to the test to be conducted on natural ground level ie., before the
earthworks. However, after the earthworks and compaction of the embankment the jacking
device may not be able to penetrate through the compacted layer. Thus, pre-boring of holes
through the depth of the embankment will be required before the post treatment vane shear
test can be carried out.
5.0 Piezocone Test
The piezocone test shall be carried out at locations indicated by the Engineer using an
electric friction cone. The cone shall incorporate a filter and a transducer for instantaneous
measurement of pore water pressure and the test shall comprise the measurements of cone
resistance, local friction and porewater pressure.
The cone used is the compression type. The capacity range from 0 kN to 30 kN for cone
resistance measurement.
The filter used to measure pore water pressure shall be located between the cone and the
friction sleeve. The filter shall be saturated in a desired silicone oil or similar. A new filter
shall be used for each test.
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Revision : 02
Issued : 15th Ma1 2012
RELATED WORKS
SOIL INVESTIGATION
METHOD STATEMENT
An inclinometer and temperature sensor incorporate in the piezocone equipment shall be
capable of measuring the inclination of the cone from the vertical and the temperature
respectively.
The capacity of the penetration tesdacking equipment is
available reaction of 4 tonnes.
l0 ton hydraulic
capacity with an
The following are the procedure of the Cone Penetration test:
jacking equipment shall be set up on firm and level platform at the locations indicated by
the Engineer. The cone apparatus shall be temperature conditioned to approximately the
grotrnd temperature (+l-) 2 degrees Celcius and held for at least 30 minutes to stabilize the
system electrically and zeroing of the various load cell readings before advancing the
The
piezocone.
The piezocone shall be advanced into the ground at a rate of 20mm +/- 5mm/sec and
ensuring that the sounding rods are vertical at all times, in accordance to MS 1056 : Part 9:
2006 requirements.
Data shall be recorded using the specified recording equipment. Penetration shall be
continued until the safe working limits of the equipment are reached.
The output was recorded at 50mm intervals, producing a continuous record of Qr, Fr, P,, and
inclination dwing penetration. The signals from the strain gauges were transmitted by way of
built-in amplifiers through an umbilical cable along the insides of the hollow rods to data
receivers and processors on the surface. The results ofthe piezocone test shall be generally
presented in the forms of a series of graphs showing various measured and derived cone
parameters plotted versus depth.
The parameters, notation and definition adopted for the cone penetration test shall be
follows:
as
74
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Revision : 02
SOIL INVESTIGATION
METHOD STATEMENT
Cross Sectional Diaqram o.f Cone
Penetration Tool.
- tip resistance
Q"
Geophone
(Mpa). The presented cone
resistance is relative
reference datum.
to a start test zero
local friction (kPa). The presented sleeve
is relative to a start test zero
reference datum. It is not corrected for
unequal end area effects as no pore pressure
measurements at the top of the friction sleeve
were made.
F,
-
friction
Ffldron
Steeve\
P* - Pore pressure (kPa). The presented pore
pressure is relative to a start test zero
Strain
Ganges
reference datum.
Rr
-
Friction ration (%). The ratio of the
sleeve friction to cone resistance. The ratio is
Pr€ssure
Transtfucer
calculated relative to the position of the cone
tip.
Procedure for Dissipation Test
Forous Frlter
u?
locdon
Porous Fdlg
u1 locaton
At locations and depths to bedecided for the
dissipation test, penetration of the piezocone
shall be stopped and the excess pore water
pressure shall be allowed to dissipate.
During these periods loading on the sounding rods shall be removed. Dissipation of excess
pore pressure shalt be recorded on a time scale by the data logger. The test shall be
terminated when the excess pore pressure has been reduced by 50%. A period of 60 minutes
of dissipation is generally sufficient for the dissipation test.
15
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SIMS-Rev 02
Revision : 02
Issued : 15th May2Ot2
METHOD STATEMENT
In addition to any graphical plots" numerical values of pore water pressure shall be recorded
at least at the following times after cessation of penetratioqO, 0.5, 1, | .5, 2, 3 , 4, 6, 8, 10, I 5,
20, 25, 30, 35, 40, 50, 60 minutes.
6.0 Laboratory Testing Requirement
The laboratory testing requirements shall be as follows:
Clnssification Test
Moisture Content
Liquid Limit
Plastic Limit
Specific Gravity
Particle Size/Distribution/Sieve Analysis
Soil Streneth Test
Unconsolidated UndrainedTriaxial Compression Test
One Dimensional Consolidation Test
Chemical Test
Organic Matter Content
Total Sulphate Content
Sulphate Content of Ground Water
Chloride Content of Ground Water
Ph Level
For total number of tests to be conducted, refer to Appendix I
Investigations Works.
- Bill of Quantity
for Soil
L6
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Revision : 01
Issued : 15th Mal 2ot2
METHOD STATEMENT
APPENDIXA
QUALITY FORMS AND CHECKLISTS
1.7
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S.U CTTRA
BINA
SECOND PENANG
BRIDGE.
REUITED WORKS
SOIL INVESTIGATION
Page No.
: 18 OF
Doc. Ref.:
Revision : 01
Issued : 15th May 2O12
METHOD STATEMENT
S. U. CTTRA BINA SDN. BHD.
APPENDIX B
CATALOG FOR SOIL II\IVESTIGATION
MACHINESAND EQUIPMENT
18
SUCB/P3D/RFI/OO1
/Rev.01
il
rq@
-
JAMBATAN KEDUASDN.BHD
SECOND PENANG BRIDGE LAND EXPRESSWAY
S.U. Citra Bina Sdn. Bhd.
Contract Name : Package 3D - Toll Plaza, Administration & Related Works
RFI's No.
REQUEST FOR INSPECTION
ADEPT ENGINEERING CONSULTANT
c: En. Hussin
En. CheAzmi
llme
Date
to : lr. Reza / En. Haslee
En. Humaizi
En. Hazrul
A
following works are ready for inspection at
is intended to commence at
Date
llme
Date
Time
Zone:
of Work
10:00am
Part:
Route:
Gridline/chainage
Doc.Ref.No
Attachment:YES
II
NO
of Work
by (SUCB)
by Clients Representative
Syahnaz Abdullah
RESIDENT
PART B
ENGINEER
Date:
lnspection Response
Works acceptable. Allowed to proceed.
Remedial work as stated below to be completed but no further inspection required.
Works unacceptable.Remedial work as stated below to be completed & no further inspection is required
Works rejected.A new INSPECTION FORM to be issued.
nspected by Clients Representative
nspected by SUCB's Representative
C
Further Inspection Follow-up
RemediatworkshavebeencarriedoUtat-am/pm,onJ-l-(dale)
PART
_I
Remedial work acceptable
Comments
lf yes
Report raised during inspection / reinspection
Approved by Clients Representative
lnsoected bv SUGB's Representative
Signature:
Name:
lves l*"
Date
Signature
Name:
Date
NCR No.
Approved By:
Prepared By:
Doc Type:
METHOD STATEMENT
Doc No:
Package
-
SI
-
DEEP BORING, UD SAMPLING
& FIELD VANE SHEAR TEST (Rev 1)
Revision No
1
Date:
3'd December 2010
BOREHOLE
JOB NO
SHEET
of
DATE
OATE
Today
Stadad
FIELD BOREHOLE REGORD
PRq'ECT
ltACHIt\E
c stfil
SEE
LOCATION
TO
}9T.gA'A
@orrD srriFlcE cot{o{$cils
ArrHEsr Rf,orrEarNa
s lFtE
DEPTH
sL.
sEE{m}
il
AT
PM
OL
SASPLE & TEST
DE,sCRIPTION
(rn.td)
t{oTE
ATI
CoRE
TVATER
T!0.
Fo
m
0AT
GROrr{O
:
GE S.O
SIIEAGENT
fyc.
Nq
orrah
Io
lobn
RBI3
REIARKS
&
RECOVERY
Tb
:
strARr WfiH FRE8H s}EEr EAcH DAY.
ALNEOUTED INFOFIIAION rrt.|SI !€ GIVENW}IEE RE T.MGD
I,'FOFUATION
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Page 64 of 67
S. U. CITRA BINA
PROJECT
PACKAGE
NO
BOREHOLE
SAIVIPLE NO
BOREHOLE
DATE
DEPTH
'150mm 225mm
300mm
375mm
450mm
BOREHOLE
DATE
DEPTH
DEPTH
150mm 225mm
300mm
375mm 450mm
SAMPLE NO
BOREHOLE
DATE
DEPTH
PACKAGE 3D. TOLL PLAZA
LOCATION
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
150mm 225mm
300mm
450mm
375mm
225mm 300mm 375mm 450mm
S. U. CITRA BINA
BATU KAWAN
NO
150mm
SECOND PENANG BRIOGE.
PACKAGE 3D. IOLL PLAZA
RECOVERY RATIO
SPT BLOWS 75mm
SPT BLOWS 75mm
PROJECT
SECOND PENANG BRIDGE,
LOCATION
BATU KAWAN
SAMPLE NO
DATE,
S. U, CITRA BINA
PROJECT
-
PACKAGE 3D - TOLL PLAZA
NO
NO
RECOVERY RATIO
SPT BLOWS 75mm
s. u, crTRA BINA
BOREHOLE
SAMPLE NO
RECOVERY RATIO
SPT BLOWS 75mm
LOCATION
LOCATION BATU KAWAN
BATU KAWAN
NO
SECOND PENANG BRIOGE PACKAGE 3D - TOLL PLAZA
LOCATION
RECOVERY RATIO
PROJECT
PROJECT
SECOND PENANG BRIDGE -
3D. TOLL PLAZA
LOCATION BATU KAWAN
DEPTH
S. U. CITRA BINA
S. U. CITRA BINA
PROJECT
BATU KAWAN
NO
SAMPLE NO
DATE
RECOVERY RATIO
SPT BLOWS 75mm
150mm 225mm 300mm 375mm
450mm
SPT BLOWS 75mm
150mm
225mm 300mm 375mm 450mm
N=
S. U. CITRA BINA
PROJECT
S. U. CITRA BINA
PROJECT
SECOND PENANG BRIDGE,
PACKAGE 3D - TOLL PTAZA
LOCATION BATU KAWAN
NO
BOREHOLE
DEPTH
LOCATION
SAI\,IPLE NO
BOREHOLE
OATE
DEPTH
RECOVERY RATIO
T
S. U. CITRA BINA
PROJECT
LOCATION BATU KAWAN
BATU KAWAN
NO
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
't50mm
75mm
225mm
300mm
450mm
375mm
SPT BLOWS 75mm
NO
SAMPLE NO
DATE
RECOVERY RATIO
150mm 225mm 300mm
375mm 450mm
SPT BLOWS 75mm
'l50mm 225mm 300mm 375mm 450mm
N=
S. U. CITRA B]NA
PROJECT
S. U. CITRA BINA
PROJECT
LOCATION
NO
BOREHOLE
LOCATION
EATU KAWAN
OEPTH
S, U. CITRA BINA
PROJECT
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
LOCATION BATU KAWAN
BATU KAWAN
NO
SAIVIPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
SPT BLOWS 75mm
150mm 225mm
300mm
450mm
375mm
SPT BLOWS 75mm
SAI\,{PLE NO
DATE
1
50mm
225mm
300mm
375mm
450mm
SPT BLOWS 75mm
1
50mm
225mm
300mm
375mm
450mm
N=
s. u. CITRA B|NA
S. U, CITRA BINA
PROJECT
PROJECT
LOCAIION
BATU KAWAN
NO
BOREHOLE
DEPTH
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
SPT
S. U. CITRA BINA
PROJECT
LOCATION
NO
PACKAGE 3D - TOLL PT.AZA
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATiO
'l50mm 225mm 300mm 375mm 450mm
75mm
SPT BLOWS 75mm
LOCATION BATU KAWAN
BATU KAWAN
NO
SAMPLE NO
DATE
RECOVERY RATIO
1
50mm 225mm
300mm
375mm
450mm
N=
SPT BLOWS 75mm
150mm
225mm 300mm 375mm 450mm
N=
S. U. CITRA B]NA
PROJECT
S. U. CITRA BINA
PROJECT
DEPTH
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
SPT BLOWS 75mm
150mm 225mm
300mm
450mm
375mm
SPT BLOWS 75mm
NO
DEPTH
SAMPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
'150mm 225mm
300mm
375mm l45omm
NO
DEPTH
SPT BLOWS 75mm
50mm 225mm
300mm
375mm
450mm
50mm
225mm
300mm
375mm
450mm
S. U. CITRA BINA
LOCATION BATU KAWAN
SAMPLE NO
BOREHOLE
OATE
DEPTH
NO
SAMPLE NO
DATE
RECOVERY RATIO
1
50mm
225mm
300mm
375mm
450mm
SPT BLOWS 75mm
'150mm 225mm 300mm
375mm 450mm
s. u. ctTRA F|NA
PROJECT
SECOND PENANG BRIDGE PACKAGE 3D - TOLL PLAZA
BOREHOLE
DATE
DEPIH
22snm 300mm 375mm 450mm
150mm
PROJECT
NO
SPT BLOWS 75mm
SECOND PENANG BRIDGE PACKAGE 3D - TOLL PLAZA
LOCATION BATU KAWAN
BATU KAWAN
SAI\,'IPLE NO
BOREHOLE
DATE
DEPTH
RECOVERY RATIO
1
SPT BLOWS 75mm
S. U. CITRA BINA
PROJECT
SAMPLE NO
RECOVERY RATIO
DATE
N=
LOCATION
BATU KAWAN
SAMPLE NO
SPT BLOWS 75mm
LOCATION
1
NO
S, U, CITRA BINA
NO
RECOVERY RATIO
RECOVERY RATIO
I
PROJECT
DEPTH
LOCATION BATU KAWAN
BATU KAWAN
SPT BLOWS 75mm
BOREHOLE
DATE
s. u. crTRA BINA
PROJECT
LOCATION
SAMPLE NO
RECOVERY RATIO
S. U. CITRA BINA
PROJECT
LOCATION BATU KAWAN
BATU KAWAN
NO
SECOND PENANG BRIDGE PACKAGE 3D. TOLL PLAZA
LOCATION
BATU KAWAN
NO
BOREHOLE
S. U. CITRA BINA
PROJECT
LOCATION
BOREHOLE
NO
RECOVERY RATIO
N=
BOREHOLE
NO
SAMPLE NO
DATE
RECOVERY RATIO
1
50mm
225mm
300mm
3
75mm 450mm
SPT BLOWS 75mm
1
50mm
22snm 300mm 375mm 450mm
SYARIKAT UJITANAH SDN. BHD.
FIELD WORKSHEET
TEST DEPTH
TEST INFORMATION
(m)
Ground level
Vane
diameter
(mm)
(des)
Vane rotation per one turn of handle
1.00
(deg/s)
0.20
Rate of rotating vane
(No)
Tums
Reading
Tums
Reading
Tums
Reading
Turns
Reading
(No)
(Div)
(No)
(Oiv)
(No)
(Div)
(No)
(Div)
0
0
10
10
20
20
30
30
40
40
50
50
60
60
7A
70
80
80
90
90
'100
't00
110
110
120
120
130
130
140
1&
150
150
160
160
170
170
180
180
190
190
200
200
210
210
220
220
230
234
zfi
2&
2fi
250
RESULTS
PEAK
UNDRAINED
SHEAR STRENGTH
(kPa)
260
260
Maximum reading
( Div)
Maximum torque
( Nm)
Prc{ed
GEONOR
VANE TEST
name
Test
reading
Max- torque
Mar
Time to failure (min)
( Div)
( Nm)
Test
Second P€nang Brirge: Land E&ressway
38 - Batu Kawan
Depth
Chainage
Tesl
date
no.
Supervisor
(no)
(no)
REMOULDED
PEAK
Reading
(Div)
(no)
0.20
(e)
Time for one turn of handle
site
use
Tubes in use
Tubes not in
19t8n010
Calibration date
1634
Torque head no
Tums
Total tubes on
Ground surface condition
(mm)
Vane heiqht
Check by
Table 2 - Vane Shear Test Record
REM
5.3
WEEKLY SUMMARY OF SAFEWAND HEALTH ACTIVITIES
EVENTS
ITEM NO.
LOCATIONS
EVENT
UNDERTAKEN
REMARKS
DATE
BY
5.4
WEEKLY SUMMARY OF MANHOURS
TOTAL WORK EXPOSURE
ITEM NO.
woRK
5.5
FoRcE
I
rnrs wEEK HouRs
PROJECT MANHOURS
(cUMULATIVE)
LAST WEEK
REMARKS
TO DATE
WEEKLY SUMI\4ARY OF RECORDABLE WORK INJURIES
CUMULATIVE
ITEM NO.
DESCRIPTION OF INJURIES
LAST WEEK
TOTAL TO DATE
REMARKS
Corce,ssr'cn DCrcczil
-
kr.,"
JAHBATAN KEDUA SDN BHD {824s73-U)
Soil )nvesfugatbn
S.U.CITRA BINA SDN BHD
SOIL INVESTIGATION - Vane Shear
Sl-f
Test
Ref. l{o.
TEST DEPTH
TEST INFORT/IATIOIi
Vane
diameter
Total tubes on
Ground surface oondition
(m)
Ground Ievel
(mrn)
Vane hei-oht
(mm)
Calibration date
Torque head no
site
(ro)
use
in use
Tubes not in
(no)
Tuoes
{no)
(des)
Vane rotation per onE tum of handle
(s)
Trme for one fum of handla
0,30m
(des/s)
Rate of rotatlng vane
REI"'IOULDED
PEAK
Tums
Reading
Tums
Readrng
(No)
(Div)
(No)
(Div)
Tums
Reading
Tums
Reading
Tums
Readrng
iHo)
(Divl
(No)
(Div)
(No)
(Div)
0
0
10
10
20
20
30
30
44
4u
50
50
60
60
70
70
-.-----.---;n
1.00m
80
90
on
100
100
110
110
120
120
130
130
140
MA
150
150
160
160
170
170
180
180
190
190
200
200
210
2'10
220
220
230
230
240
250
240
0.45m
RESULTS
PEAK
REM
UNDRAINEO SHEAR
STRENGTH (kPa)
250
260
260
l,4aximum reading
(
Maximum torque
( Nm)
DrYL
Ma)c
reading
(
Mac
torque
( Nm)
Time to failure (min)
Div)
Test
Pmject The Second Penang Bridge Land Expressway
VANE
name
SFIEAR TEST
Test
38 - Bau Kawan
Test
Chainage
Depth
date
no.
The above mentioned works have been checked
and are readytcr inspection.
by:
re & Date:
Submitted BY:
Name (full):
Designation
Signature & Date:
Name (full)
Approved by:
Designation
Gcmpany
l.l,/A
Signature & Date: .....
Name (full):
Designatrcn
as ncn-applicable
Delete as applicable
Fei
JKSS - Sl-1 REl.r
:0!'
Dp-TE : 5 AUC
20it
,.. ,':
Coticesstott conlpany
+
.-.,4:.-!:-...T. JA]\{BATAN KEDUA SDN BHD
(8245?3-L)
10F
SHEET
S.U.CITRA BINA SDN BHD
Soil lnveslgahon
sl-4
SOIL INVESTIGATION - Field Bore
PROJECT SECCI.ID PEI.IANG BRIDGE LAND EXPRESSWAY PACKACE
3E
REDUCED LEVEL
D\A/G & SPEC REF
FINAL \(ATER LEVEL
t20
t2a
DATE START
DATE CO[4PLETE
BORING
MN
PO
DEPTH
OF
h4O
/ TUE / \\'E /THU / FR / SAT i SUN
I!4O
/TUE / WE /THU / FR / SAT / SUN
ROTARY WASH BORING
S,
P
T
150
150
150
mm
mm
mm
L
SAJ,IPLE
I
BOREHOLE NO
SUBCON
TYPE OF
REF NO . BH/
EATU KA.\\'A.I"] EXPRESSV\IAY
LOCATION
CASING
D
T
G
OF
E
LAYERS
N
P
T
D
E
H
E
DESCRIPTION
REMARK
E
DEPTI-i
P
TlI,IE
DATE
nl
metre
0.0
l
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I
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t
i
ts
F
t
OPERATOI
sorl
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30 50
10
4
(N)
O
sorl.
cohesrve
Non
l---l---l----l--i--loose loose medtum dense dense
very soft medrum stff
Tne above mentoned woTks have been checked
and are ready for rnspecttcn
SUPERVISOR
CHECKED BY
dense
Checked by.
& Date
Submitted By
(full)
Srgnature & Date
by
Name (full)
Designation
Company
nature & Date
Name lfull)
gnalcn
*
N/A as non-applcable
cin 2any
t Deiete as applcable
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LIQUID LIM|T ( CONE PENETROMETER ) AND PLASTIC LtMtT
(BS 1377:Part 2:1990 )Clause4.3,5.3 and 5.4
Project
SECOND PENANG BRIDGE - PACKAGE 3D
TOLL PLAZA
Sample No
BH
t1- DS1 (19.50
DETERMINATION NO.
LIQUID LIMIT
Can No
Wt. of dry
soil
moisture
Water content, w
Wt
t88
t90
1162
t161
t200
)
32.07
44.92
10.88
22.75
40.85
26.68
10.45
)
29.75
23.88
9.88
10.24
(qm)
9.16
8.72
8.31
8.44
( Sm )
13.59
(Sm
of
(%
)
)
Cone Penetratron 1 mm
)
932
15.80
8.08
5.87
686
16I
29.44
9.04
20.40
17.96
1.57
1.80
15 48
14.17
057
/to
75.9
78.9
36.31
0.64
35 56
to t
20.4
21.4
BH T1-UD-
Sample No.
DETERMINATION NO
t11
Wt. of wet soil + can ( gm
30.37
Wt. of dry soil + 6sn 1 o, , 23.19
Wt. of can
(sm) 9.27
soil
Wt. of morsture
Water content, w
UG
)
( Sm
)
( om
(To
)
)
Cone Penetratron ( mm
)
13.92
t153
34.98
25.95
8.97
16.98
t75
32.48
23.50
8.47
15.03
c
Prc
PLASTIC LIMIT
t125
32.86
t128
t93
12.38
10.04
23.41
11.65
9.58
8.02
8.45
9.16
2.49
14.96
1.56
898
9.45
0.73
0.46
59.75
63.1 7
29.32
29.49
17 .1
182
19.6
20.6
E25
.o
920
o
c
o)
o_
I
1I
I
B,u
10
50
t'115
125
174
r16
t105
31.19
36.22
34.73
1
1.00
10.72
23.80
8.73
26.65
8.97
25.07
10.76
10.30
E
Wt. of can
22.05
(qm) 7.14
8.43
9.77
8.56
.o
Wt. of dry sorl
(qm)
15.07
lr/
16.64
099
1.74
Ezo
0)
g,
I
Wt. of dry soil + ca6
Wt
of
morsture
w
( qm
Penetralron
( mm
Water content,
Cone
1
(oh
14 91
)
)
)
OO
691
739
957
966
0.24
042
46 34
49 04
to J
54 13
58 05
24 24
24 14
200
219
15I
Ltqurd lrmrt
54
Plastrc lrmrt
24
30
Plasticrty rndex
5a
wr?& co,itBnt,
62
,9Q2"
64
PLASTIC LIMIT
t168
)
52
Date Tested : 16 I 02 I 2011
28.96
Wt. of wet soil + can ( qm
80
*,/o75
E
60%
29%
31 %
LIQUID LIMIT
c39tent,
30
T1-UD- U8 (2a.00m)
DETERMINATION NO
wrt",
9.03
Plasticrty index
65
60
53.18
Plastrc limit
Can No.
0)
Io)
10
7.18
BH
i
-920
O
51.58
Liqurd limit
Sample No
e25
E
(21.00 m)
LIQUID LIMIT
Can No
30
76%
36%
40%
Liquid limit
Plastic limrt
Plasticity Index
Wt. of dry
PLASTIC LIMIT
t128
Wt. of wet soil + can ( gm
Wt. of dry soil + can ( gm
Wt. of can
m)
",6
ot'o
o/o
e25
c
-
_ l-I
c
0)
0_
a .c lJ
o
O
10
40
45
50
Water Content, w %
55
bU
PROJECT
SECOND PENANG BRIDGE. PACKAGE 3
D:
BOREHOLE NO
BH. T1
UDPl
BOREHOLE NO
BH- T
SAMPLE NO
SAMPLE NO
UDP2
DEPTH ( m
1,50
DEPTH ( m
DATE
3.00
)
11t02t2011
DATE
Menlscus Corectlon, Cm
Temperature, T
Viscosrty of Water, il
05
28 'C
0 835 mPa s
D
=
@
V (Gs-1)t
TOLL PLAZA
)
16r02t2011
Calibratron Equaton.
Hr = -4.1083 Rh
oooss3l
SIEVE
-aF
PERCENTAGE
RETAINEO
TOTAL
PASSING
{oms)
lo/,)
(v"l
39 67 gms
Gs
10 00 mm
630 mm
500 mm
MASS
PERCENTAGE
SIEVE
RETAINED
RETAINEO
TOTAL
PASSING
(pms)
(%l
l'/o l
250
Gs
10 00 mm
GRAVET
O
500 mm
VO
JJ5
SAND
srLT
0.300 mm
CTAY
30
0.600 mm
%
69
0.300 mm
%
0.212 mm
0 150 mm
30
60
120
240
1440
100 00
0.38
096
Rh'+ Cm
EFFECTIVE
DEPTH
Rh,
=Rh
Hr(mm)
21.5
21 0
220
170.3
172.3
176.4
'19 0
18 0
170
160
140
O/O
SAND
1
%
SILT
43
o/o
CLAY
56
%
Total
lOO %
100 00
0 150 mm
0.063 mm
99 04
0.22
21.5
20,5
20.0
19 5
18 5
175
to
)
145
PARTICLE
DIAMETER
0.55
0.75
030
HYDROMETER ANALYSIS
20.0
19,5
O
0 425 mm
0.212 mm
a
GRAVEL
118 mm
0 600 mm
0 425 mm
4
99.45
98 70
Total .
D (mm)
rRd
0.0539
0 0383
o,0274
0 0195
0 0101
0 0072
IJJ
PERCENTAGEI
oî",TTol
98.73
ub.b5
92.43
90 33
88 23
84 03
79 83
75 62
67 22
23.0
22.0
lt.J
180 6
184 7
188 8
192
I
o 0052
0 0037
19 0
18 0
201
1
0 0015
160
21
0
200
I I
EupsEo
I l, H:",
HYDROMETER
READING
Rh' + Cm
PARTICLE
OIAMETER
EFFECTIVE
OEPTH
Hr (hh)
Rh
Rh,
D (mm)
Rh' - Ro'
Rd
22.0
170.3
0.0537
235
97.66
2
21.0
21.5
172.3
0.0382
23.0
95.58
4
20.0
20.5
176 4
o.0273
?2.O
I
91.42
19 0
19 5
180 6
0 0195
21.O
87.27
30
18 0
18 5
184 7
0,0102
20.0
83,1
60
16 0
16 5
192 9
0 0074
180
74.8O
120
140
145
201
1
0 0053
16.0
66.49
240
1440
13 0
13 5
115
0 0038
0 00't 6
15 0
110
205 2
213 4
13 0
s
-80
huo
Fso
r
-r' -J
a-'
zUJ
I
I
3+o
tU
30
I
L
20
i
I
10
0
0 001
001
CLAY
O
1
PARTICLE SIZE
SILT
FINE
N/EDIUI\i]
(mm)
10
1
SAND
COARSE
FINE
(t?F ntcTDt
K (%)
21.5
o
o
PERCENTAGE
FINER THAN O
1
^90
670
1OO %
HYDROMETER ANALYSIS
Rh'- Ro'
100
z
2.51
mm
200 mm
1O/O
1 18 mm
2
Dry Mass of Soil
40 00 gms
630 mm
200 mm
1
m( Gs-1
-2
20 00 mm
14 00 mm
mm
t (min)
Ro'
TEST
+
Dry Mass of Sotl
14 00 mm
ELAPSED ar uxvtvlE I Et
TIME
READING
..
n=-HO 100Gs -.
260.67
SIEVE ANALYSIS
MASS
RETAINED
20 00 mm
0.063 mm
+
Readrng rn Drspersant,
SIEVE ANALYSIS
TEST
1
N4EDIUN4
[i:?-ihi-7!it
TO BRITISH STANDARD BS 1377
GRAVEL
COARSE
\ { Trn Nr r'l Dr
:
Part
2:
FINE
1990
MEDIUM
COARSE
1
54 02
:
Type of Test
UNCONFINED COMPRESSION TEST
(
BS
Project
SECOND PENANG BRIDGE - PACKAGE 38
TOLL PLAZA
Sample No.
BH T1
Date Tested
09t02-2011
i UD - P3 (4.5m - 5 35m
1377: Part 7:
1990
)
)
INITIAL CONDITIONS
Specimen No.
Specimen Dimension,
S,1
Dia
(mm)
Ht.
(mm
wt.
(s)
Moisture Content
(Yo
Density,
38
76
)
124.5
95.00
)
Bulk
(Mg/m3
)
1.444
Dry
( Ir4g/m3
)
0.740
LOADING STAGE
Max. Deviator Stress
Axial Strain at Failure
(kPa)
Rate at Strain
Mode of Failure
(mm/min
(o/o
7.8
6.58
)
1.524
)
1
STRENGTH
ltlaximum Compression
Strength
(kPa
I
)
10
(U
oj
8
o
o
o
a
b
o
o
o=
0)
4
2
0
0
2
4
6
8
'10
Percent Strain
Note
1
Bulge
2
Srngle Shear
Plane 3
14
12
(To
)
Shear
16
18
20
UNGONFINED GOMPRESSION TEST
:
PROJECT
Date Tested
BH No.
Weight of sample
Strain
Cauge
Strarn
SECOND PENANG BRIDGE - PACKAGE 38
TOLL PLAZA
BS 1377:
Part 7 : 1990 )
:
09t02-2011
BH T1 / UD - P3 ( 4.5m - 5.35m
Proving Ring Factor
Strain Rate
lnitial Diameter
lnitial Hei ht
)
124.5
Axial Load
Proving Ring Reading Area
(%)
Readrng
(
S2
38
76
=
n1mm2)
S1
1.524
bJ
S1
0
000
00
10
013
o
0.00
35
0 003
3.0
20
0.26
o
0.001 137
0.004
3.4
30
0.39
10
0.001 138
0.004
3.8
40
0.53
11
0.001140
0.005
4.1
50
0.66
12
0.001141
0.005
4.5
100
1,32
13
0.001149
0.006
4.9
150
1.97
15
0.001 156
0.006
5.6
200
2.63
17
0.001164
0.007
6.3
250
3.29
18
0.001 171
0.008
o.b
300
3.95
19
0.001 179
0.008
6.9
350
4.61
20
0.001 186
0.009
7.3
400
5.26
21
0 001194
0 009
7.6
450
5.92
21
0 001201
0.009
7.5
500
b56
724
22
0 001209
0.009
7.8
22
0.001216
0 009
7.8
600
7.89
22
0.001224
0.009
7.7
6s0
8.55
21
0 001231
0,009
7.2
700
9.21
20
0.001238
0.009
6.9
750
9.87
0.001246
800
10.53
0.001253
850
11.18
0.001261
900
11.84
0.001268
12.50
0.001276
3.16
0.00'128s
14.47
0.001298
15.79
0 001313
17
11
0.001328
EEA
950
1
000
I 100
1200
'1
0 001 134
11
1
300
1
400
18 42
0 001343
1
500
19 74
0 001358
1
600
21 05
0 001 373
0 001388
1700
22 37
1
800
23 68
0 001403
1
900
25 00
0 00141 8
2000
zo.5t
0.001432
0 000
mm/mins
mm
mm
Deviator Stress
p/A ( kN/m2
P(kN)
S1
0.00043 kN / div
0.00
S2
)
Q2
UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST
( BS 1377:PATt 7:1990)
PROJECT
PACKAGE3D :TOLLPLAZA
Sample No
BHTl IUD-P2
Date Tested
12102t2011
Descriptlon.
Grey silty clay
Sam le
38
mm
Diameter
Depth
(m):
76mm
H
3.0-3.85m
WET
APPARENT COHESION
11
kNim2
DENSITY
ANGLE OF SHEARING RESISTANCE
0
deg
MOISTURE CONTENT
DRY
1.407 Mgtm1
0.7'10 Mg/m3
98.04
IMMEDIATE TESTS RATE OF STRAIN '1.524 mm/mins
Normal Load at
Failure
kN
0 014
0.015
0.018
Normal Stress
kN/m2
12
12
IJ
Lateral Pressure
kN/m2
10
20
40
kN/m2
22
JZ
53
5.92
11.18
17.11
Bulge
Bulge
Bulge
Total Normal
Stress
Strain at Failure
%
Specimen After Failure
Type of Failure
80
z€
:60
t.u
O
z
S40
a
a
tu
t
o)o
.2.
tr
IIJ
=0
a
.].Y\
0204060
80
100 120 140 160 180 200
NORMAL STRESS ( kN/m2
)
220
%
PROJECT
PACKAGE 3D: TOLL PLAZA
Date Tested
02t12t2011
BH No.
Tl
121.1 122.5 120.4
Proving Ring Factor
/ UD - P2 ( 3.0 - 3.85m
BH
Weight of sample
(BS 1377:Part 7:1990)
O.OOO43 kN
1.524
Strain Rate
Initial Diameter
)
gms.
38
76
lnitial He ht
Strain
Cauge
Reading
0
Strain
(Yo
Proving Rrng Reading
P(kN)
A(mm2)
)
000
00
00
0.0
0001134
IJ
11
2
5
0.001 135
0.26
4a
o
8
0001137
10
U.
20
0.00
0.00
0.005
0 001
0 006
0 003
0.00
0.00
0.00
m3
mm/mins
mm
mm
Deviator Stress
P/A ( kN/m2
Axial Load
Area
/
)
0.00
0 002
4.2
0.8
1.9
0 003
49
L.O
a.)
3.0
30
0.39
16
I
10
0.001 138
0.007
0.004
0.004
6.0
3.4
3.8
40
0.53
19
11
12
0.001140
0.008
0.005
0.005
7.2
4.1
4.5
50
u.ob
21
13
13
0.001141
0.009
0.006
0.006
7.9
4.9
4.9
100
1.32
27
tc
18
0.001149
0.012
0 006
0 008
10
'1
5.6
6.7
150
1.97
29
18
22
0.001 156
0.012
0.008
0.009
10.8
6.7
8.2
200
2.63
30
20
24
0.001 164
0.013
0 009
0.010
11.1
7.4
8.9
250
3.29
31
22
ZO
0.001171
0.013
0.009
0 011
11 4
8.'1
9.5
300
3.95
3'l
23
28
0.001 179
0.013
0 010
0 012
11.3
8.4
10.2
350
461
31
25
29
0.001186
0 013
0
0'11
0.012
11.2
9.1
10.5
400
1a
26
30
0.001 194
0 014
0011
0 013
94
10.8
aa
J1
27
JI
c1
0 001201
0 014
0 012
0 013
tlc
115
9.7
11.1
10 0
11 .4
600
526
592
658
724
789
650
450
500
550
32
.,.
28
29
32
.),)
0 001209
0 014
0 012
0 014
'11 38
0.001216
0 014
0 012
0 014
11 14
10 3
11 .7
0.013
0 013
0 015
'10.89
10.5
11 .9
10,8
I
30
34
0.001224
8.55
31
34
0.001231
0 013
0.015
700
9.21
32
35
0.001238
0.014
0 015
11.1
12.2
750
9.87
32
36
0.001246
0.014
0.015
'11.0
12.4
12.7
31
'1.9
800
10.53
33
37
0.00'1253
0.014
0.016
11.3
850
'11.'18
34
37
0.001 261
0.015
0.016
11.6
126
900
11 84
34
37
0.001268
0.015
0.016
11 .5
12.5
950
12.s0
34
38
0.001276
0.015
0.016
11 .5
12.8
000
13,16
34
38
0.001283
0.014
0.0'16
11.2
12.7
1100
39
0.001298
0.014
0.017
10.9
12.9
1200
14.47
lA 70
40
0.001313
0 017
13.1
'1300
17
11
41
0 001328
0 018
13.3
0 001343
0 018
tJ
I
1
400
18 42
41
1
500
19 74
42
0 001 358
0 018
1)
IJ.JA
1
600
21 05
42
0 001 373
0 018
132
0 001 388
0 018
13.0
I
1700
22 37
42
1
800
23 68
43
0 001403
0 0'18
tJ I
1
900
25 00
A.'
0 001
4'1 8
0 018
13 0
2000
to Jt
A'
0.001432
0 018
129
'.
1 377
Parl 7 : 1990 )
Type of Test
( BS
Project
PACKAGE
3D
TOLL PLAZA
Sample No
BHTl tUD-P2(30-385m)
Date Tested
02t12t2011
Descripton
Grey silty clay
INITIAL CONDTTIONS
Specimen No.
Specimen Dimension,
S1
S2
S3
Dia.
(mm)
38
3B
38
Ht.
(mm
76
76
76
wt.
Moisture Content
Density,
)
(g)
121.1
122.5
120.4
(Y,)
98.12
98.00
1.420
1.397
0.717
0.705
Bulk
( lVlg/m3
)
98.00
1 404
Dry
1 tt4g/m3 )
0 709
LOADING STAGE
(kPa)
(kPa)
Apphed Pewssure
Max, Devrator Stress
Axial Strain at Failure
(Y" )
(mm/min
Rate at Strain
)
Mode of Failure
10
20
40
11.50
11.60
13.30
s.92
11.18
17.11
15
1.5
1.5
1
1
1
STRENGTH
Maximum Compression
Strength
(kPa
13.3
)
14
S3
N
L
12
S2
iz
a
a
1
0
S1
c)
U)
o
o
.o
0)
o
b
4
2
0
02468
10 12 14
'16
Percent Strain
Note
'1 Bulge 2
Srngle Shear
Plane 3
18 20 22 24 26 28
(%)
Shear
30
ONE DI]\NENSIONAL CONSOLIDATION TEST
SECOND PENANG BRIDGE. PACKAGE 3 D : TOLL PLAZA
BH T1lUD -P1 1.50 - 2.35 m
2.60
;
I
I
i
i
i
I
2.40
\kI
t
1
I
I
t
2.20
I
I
I
I
t
ti
2 00
23
o
,F
G
tr
1
80
1
OU
ii
ii
I
I
il
tt
I
i
l
I I i
i t
i
I
i
I I
I
I
I
G)
I
I
I
t
kPa
p
o
^-*^*'"i*ry
1.40
I'
i,
i,
1.20
l
I
I
I
I
1
I
100
10
1
li
I
I
I
1.00
i
i
I
1i
t
I
I
I
:
1
Applied Pressure ( kPa
000
0000
1
)
coEFFtcIENT OF M, AND C,
-_^-i_-
l
ltirl
7
I
$
q)
t
i
N
E
o
5
I
t
I
I
I
t
4
I
3
E
I
2
ii
Ii
tl
"i^r--*i:
I
1
ii
il
i
i
t
I
I
\ +
I
5
i
I
I
ii1
li
t
I
t
I
i
i
I
t
il
I
t
iiii
t
I
1
I
illi
ti
l,
tl
i
N
tl
I
i
\
t
I
z
I
I
:
{
I
1
i
I
I
I
I
t
I
,
0
1
10
100
Applred Pressure ( kPa
<-Mu
*Cu
1
)
000
1
0000
ONE DIMENSIONAL CONSOLIDATION TEST
MS1056-Part5:2005
Project
SECOND PENANG BRIDGE - PACKAGE 3 D : TOLL PLAZA
Borehole No
BHTl
UD /P1
Sample No
Depth (m
1.50 - 2.35 m
)
Tested :
081 02
I 2011
FINAL
INITIAL
Diameter of sample
(mm) 50.00
Specific Gravity
Wt. of ring + wet soil
(gm) 112.06
Ht. of solid.
Wt. of
ring
(gm)
Wt. of wet soil (gm)
h. (mm)
2.500
Diameter of
5.362
Wt of rinq
(mm) 19.000
59.03
Ht. of soil
53 03
Vord Ratro, e
Wt. of
sample (mm) 50.00
+ wet soil
nng
(qm) 105.20
(Sm)
2 544 Wt of wet soil (qm)
2.500
Speciflc Gravity
Ht. of solid,
h. (mm) 5.362
soil
(mm) 15.469
ao n2
Ht. of
46.17
Vord Ratro, e
1.885
soil
(qm)
26.32
Bulk
Densrty (Mo/m3) 1 421 Wt, o{ dry soil
(qm)
26.32
Bulk
Density (Mg/m3 1.520
water
(qm)
26 71
DRY
Densrty (lvlg/m3)
water
(sm)
19.85
DRY
Densiry ltvtg/m3)
75 42
Deq of Saturalion (%) '100.02
Wt
of dry
Wt
of
Water Content
(%)
101 48
(%)
Deg of Saturatron
O
705
99 74
Wt of
Water Content
(o/o)
Comp. lndex, Cc
Precons Pressure
Applied
Pressure
(kPa)
Pressure Settlement
dp
(kPa)
dh
(mm
)
[4ean
)
=( h-h, )/h5
de
(mm)
hu
(mm
)
(mm
e'p
Change
Ratio
Herght
h
867
0.717
Void
Ratio e
Height
O
hm
(kPa)
23
Frtting
I
(min
Coefficient of
Coefficient of
lvlu
t90
)
lm2lwtN
1
( m2iyear
)
0.00
0.00
0.000
19.000
13.638
2.544
0.000
0.00
0.00
0.000
0.000
6.25
6.25
0.202
18.798
13.436
2.506
0.038
18.90
6.25
1.7A1
6.343
12.50
6.25
0.452
18.346
12.984
2.422
0.084
18.57
10.89
3.847
3.516
18.75
625
0.690
17 656
12 294
2293
0.129
18 00
11.56
6 018
3.111
25 00
625
0 820
16 836
11 474
2.140
0 153
17.25
14 44
7 431
2.286
37 50
12 50
0 970
15 866
10 504
1 959
0
18'1
ro 5c
20 25
4.609
1 466
50 00
12 50
1 020
14 846
1 769
0 190
15,36
23 04
5.143
t. tJo
75 00
25 00
1 158
13 688
1 553
0 216
14 27
20,25
3 120
1.1 16
37 50
0 305
13 993
I 484
I 326
I 631
1 610
18.75
0.456
14 449
9.087
1.695
6.25
1.020
15.469
10.107
1.885
Approved by
L
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(f
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234024680
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Sleeve friction
Frictjon ratio (Rf ) in %
Cone resistance (qc) in lvPa
/-
0
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Project:
Location:
Position:
0.7'12 -
0.7117
a --E-
{
{
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0.6326
0.6606
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r
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1
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2NO PENANG D(PRESSWAY:PAC€B
cH 19,000
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Predrill
0
Date
10126t2010
Cone
no.: ClOCH|P.@7
no.: PzX PAC.3B
Project
CPT
no.:
PZ'AB
112
Cone resistance (qc) in MI%
-22
0
'I
Friction ratio (Rf ) in %
(f
u2 in MPa
s) in Mtu
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-31
-32
-33
-34
-35
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-37
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-40
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,-1
-42
l-43
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-45
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cmr
G.L,
Project:
Location
Position:
f
A
tu/
0.89 NAP
1
W.L.: 0
2NO P ENANG E(P RESSWAY:PAC8B
cH 19,000
Predrill
0
Oate
10t2d2010
Cone
Project no.
CPT
P/
f /u7,oL/7 f-Krtut ( 1:7
no.:
no.:
C1
OCE|P.@7
P2X PAC.3B
PZ'AB
212
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0.133 MPa
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10
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1000
100
10
Time in
seconds
Testaccording NEN 5140 class
o
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$
I
1
(
0000
1
Absolute sampling time in seconds:7770 )
:
Date
1
Location
I
I
I
2
ND PENAT.IG EXPR ESSWAYPAC-3B
cH
I
19,000
I
I
T
II
I'I
1026/2010
P2XPAC-38
lt9r"9lt9
Project
00000
CPT no.
PZ-AB
Test depth
-4.109
[m] - G.L
Water lerel
0
[m]- G.L
I
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II
I
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l
t
t
t
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Prolsct number
ProlGct Nams
Client Namo
Test numb€r
Conus number
Locatlon
Operalor
812
SECOND PENANG BRIDGE LAND EXPRESSWAY'PAC.3B
IJM Corporation Berhad
PZ-A8
cl0cF[P
G27
cH.19,000
AffEndi
Oats
26.10.2010
Rrferunco 16v6l (m)
Penetratlon lsngth (m)
0.89
30.05
lnclinatlon
Fr ctlon Ratlo,Rf
Sleeve Frlctlon,fs
lkPal
Dynamlc Po16 PrBssure, u2
0.0
0.0
-1
0,00
0
000
0.0
0.0
0
0.00
0
000
0.0
0
0,00
1.14
0.0
0
0,00
1.21
0.0
0
1.24
0.0
0
0.00
0.00
1.32
0.0
.,1
1.36
0.0
0
Dspth
Con6 RsslEtance,qc
Iml
lMPal
IkPaI
t1
l'/"1
i
t
0,00
0.54
0.01
0.83
0,02
0.03
0.04
0,05
0.06
0,07
0.08
0.09
0.10
0.90
1 .0'l
1.09
1,41
0,0
.1
0,11
1.47
0.0
-l
0.01
o.12
0,13
o.14
0.15
0.16
0.17
0.18
0.19
0.20
1.51
0.0
0
0.01
1,54
1.57
1.59
0,0
-t
0,01
00
-1
0.01
00
-1
0,01
1.61
0.0
0
0,0'1
1.65
0,0
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0.01
1.66
1.72
0.0
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0,01
0.0
0
000
1.75
1.77
0.0
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00
-1
1.78
-1
0.00
0.00
rl
0.00
1.85
1.73
0.0
0.0
0,0
0.0
0.0
r.79
0.0
1.82
1.84
1.85
1.88
0.0
0.0
0
0.00
0,00
0.21
0.22
0.23
0.24
0.25
0.26
0.27
0.28
0.29
0.30
1.61
1,81
0.31
o.32
0,33
0.34
0,35
0.36
0,37
0.38
0.39
0,40
001
001
001
-l
000
-1
0
0.00
0,00
0
000
0
0
0.0
0.0
0.01
0
001
1.90
1.92
0.0
0
0,01
0.0
0.0
0
0
0.01
1.89
'1.87
0.0
0,0
1.87
1.85
1.82
0.01
0
0.01
0
0.01
0.0
0
001
0
0
0.01
0
0.01
0.4't
1.78
1.75
1,72
0.0
0.0
0,0
0.0
0.42
1.65
0.0
_0_.1q
1.9Q
0.44
0.45
0.46
0.47
0.48
0,49
0.50
1.56
1.51
0.52
0,53
0.54
0.55
0.56
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.01
0
0.01
001
0,0
0
0
0.0
0
0.0
0.0
0
0.00
0
0.00
1.42
0,0
0
0.00
1.38
0
1.16
0.0
0.0
0.0
0,0
0.0
0,0
1.16
00
.10
1.03
0.0
0.0
0.0
0,0
1.01
0.0
096
0.0
0
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0.97
0.94
0,0
0
0
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4.01
1
401
1.47
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1.30
1.26
1.24
1
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1.05
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0,76
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0.70
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Geonor Vane Test at GV-A57
r,
-:
t
Geonor H-IO
Field Sheqr Vone Borer
\,
FEATUREST
Detailed lield investigation of undrained shear
strength and sensitivity of soft and medium
stiff clays
From 0 to 30 meters by hand jack, even
through hard layers ofclay. sand or silt
Two vane sizes. Measurement range from 0 to
60 kPa and 0 to lfi) kPa
Top-level accuracy results, can be used for the
design of earth fill foundations and embankments
goil Trrtine
cEot{oR
T
I
I
hc ficld vanc shear tesl (FVST) is the most
widcly used rnethod for measuring thc
uroruined shear strength and scnsitivity ol'
soli clays in-situ. FVST is a more economic
method than for examplc CPT. as its operation
does not require a drilling rig or highly qualilied
personnel.
Some critcria have nevertheless to be respected if
the choscn FVST equipment is to be used as a
prol'essional. detailed in vesti gation instru ment :
- The inslrumcnt should allow direct penetration
boring, in order to avoid inaccuracy due to
-
The vane itself must be protected against any
bending due to slones or harder layers of soil.
The Geonor H- l0 is a tully protected. pressure
push-in. field vanc instrument. No rod-soil
friction is possible duc to its tubc-protected rods.
No need cithcr to chcck thc vanc, nor to clean il
bctween each shearing (clay adhering to the vane
nray increase its area ratio considerably):
The protection shoe of the Geonor H-I0 not only
protects the vane hut also cleans it automatically
before each nreasurement. The shoe is particularly useful for testing in stratilied, sandy, stony
and marine sediment clays.
rod-clay friction.
IECHHICAI. CHARACTEHSf,IGS:
GEONOR. H.IO fIELD SHTAR VANT BORTR
Installation: Pressure push-in, no hammering. By hand with the Geonor ground-anchored jacking
system or with a hydraulic drilling rig.
Instnrment: Crear driven, accuracy of torque reading: + - 0.57o of range.
Measurement range: From 0-60 kPa (O{ T/m'1) and O-l 00 kPa (0-10 T/m'?).
Lower part:
Total lengXh with the vane extended: 1430 mm
Max
77 mm
15 kg
Tlvo different sizes of vanes: 55 mm x ll0 mm and 65 mm x 130 mm
outerdiameter:
Weight:
Instrument:
Max outer
Weight including instrument
diameter
box
320 mm
I6 kg
Vane Borer H-10 complete for 30m depth, consists mainly of:
- Readout instrument complete
- Vane borer lower part with vanes
- Set of spare vanes and protection tube
- 30 extension tubes and rod.s
-
Preboring equipment complete
Complete insenion/extraction with rack jack, ball cone clamp, anchoring scrcws etc.
-
Steel transport
-
c.a.ses.
GEONOR A,/S
P.B.99 Rrc
NOZ0I Oslo, Nomoy
PACKAGE
S.U CTTRA
BINA
-
3D. TOLL PLAZA,
RELATED WORKS
SOIL INVESTIGATION
Page No. : 44 OF
Doc. Ref.:
SUCB-PB2P3D-
SiMS-Rev 01
Revision : 01
METHOD STATEMENT
S, U. CITRA BINA SDN- BHD.
-,.
l.-ri,
.!
Figure 1 : Keller's CPT Machine
-.:
PACKAGE 3D .
S.U CTTRA
BINA
Page No. : 45 OF
-
TOLI PIAZA,
ADMINTSTRATION BUILDINGS &
RELATED WORKS
SOTL INVESTIGATION
Doc. Ref.:
METHOD STATEMENT
CPT Cone
I'E:
'',: +
lrt
-ti
a
2
i,
iu
S
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th Ma12OL2
Junction box to Data Logger
w
S.U CITRA
BINA
SECOND PENANG BRIDGE PACKAGE 3D - TOLL PLAZA,
ADMINISTRATTON BUILDINGS &
RELATED WORKS
SOIL INVESTIGATION
Page No.
,t
- !..9: I
:;.:-v
!:"_s
Computer Display
OF
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
METHOD STATEMENT
Data Logger
:46
Doc. R.ef.:
S.U CTTRA
BINA
-
REIIITED WORKS
SOIL INVESTIGATION
Page No.
: 19 OF
Doc. Ref.:
Revision : 01
Issued : 15th May 2OL2
METHOD STATEMENT
APPENDIX C
CALIBRATION CERTIFICATE
S
19
GDS Instruments Sdn' Bhd.
(r047.r5-rY)
124, JalanKapar 27l89,Taman Alam Megah, Sectron 27, 40400 Shah Alam, Selangor Darul Ehsan, ivlalaysia
Instrument
no
:K.K.Y
Calibration
z 1634
ri
i
Recommended Due Date : 15
Calibration date : 15 August 20rt
I
2012
.6)
Torque,
T:
35 x load
Shear Stress, Tau
:
6T
7nD3
Vane diameter, D = 55mm or 65mm
H:2
Vane height,
xD
Load
T
Tau (kPa)
(N)
(Ncm)
D= 55mm D= 65mm
0
0
0.00
2
70
4
Instrument readings
load
unload
reload
unload
average
0.00
0.00
0.00
0.00
0.00
0.00
1.15
0.70
1.00
1.50
1.50
L50
r.25
140
2.30
r.39
2.50
3.00
2.50
3.00
2.50
6
210
3.44
2.09
4.00
4.00
4.00
4.00
4.00
8
280
4.59
2.78
5.50
6.00
5.s0
6.00
5.50
10
350
5.74
3.48
7.00
7.00
7.00
7.00
7.00
t2
420
6.89
4.17
8.00
8.00
8.00
8.50
8.00
t4
490
8.04
4.87
9.s0
9.s0
9.50
9.50
9.50
t6
560
9.18
s.56
10.50
10.50
10.s0
10.50
10,50
18
630
10.33
6.26
11.00
1
1.50
11.50
11.25
20
700
1
1.50
6.95
12.50
Remark
0. 1o
1.50
1
13.00
t2.75
/sec/rev for instruments with serial number below I 500
O.2o lsechev for instruments with serial number above 1500
Client:
Syarikat Ujitanah Sdn. Bhd.
13 47,J a,la,n Kebun Siren,
Bukit Tengah, Bukit Mertajam,
14000 Penang
rel
03-5192 3228
Fax: 03-51 92 3230
Email: gdsi@tm.net.mY
www.gdsi.com.my
ff
,i;
GDS Instruments Sdn. Bhctr, (40474s_.!y)
l24,JalanKapar2TlSg,TamanAIam N/egah, Sectron 27,40400 ShahAIam, SelangorDarul Ehsan, Malaysia.
12
11
10
I
1
8
7
o
o-
l<
o
o
o
o
/
6
(
(E
G'
/
o
5
,/
/
I
4
3
,/
/
2
,/
t
+
D=
55mm +-
D= 65mm
1
/
0
/
012345
10 11 12 13 14
6789
15
lnstrument Reading
Tel:03-5192 3228
Fax:03-5192 3230
Email: gdsi@tm.net.my
www.gdsi.com.my
GDS Instruments Sdn. Bhd.
(+oaz+s.ry)
124, Jalan Kapar 27189, Taman Alam Megah, Sectron 27, 40400 Shah Alam, Selangor Darul Ehsan, Malaysta
Instrument
no
Calibration date : 15
Torque,
T:
:K.K.Y
Calibration
:1634
Recommended Due Date : 15
2011
2012
35 x load
Shear Stress , Tau
:
6T
7nD3
Vane diameter, D = 55mm or 65mm
Vaneheight,H=2xD
Load
T
Tau (kPa)
N)
(Ncm)
D:55mm D= 65mm
0
0
0.00
20
700
40
Instrument readings
load
unload
reload
unload
averaqe
0.00
0.00
0.00
0.00
0.00
0.00
11,50
7.00
13.50
13.50
13.50
13.50
13.50
1400
23.00
13.90
26.00
26.50
26.00
26.50
26.00
60
2100
34.40
20.90
38.00
38.50
38.00
38.s0
38.00
80
2800
45.90
27.80
52.50
s2.50
52.50
52.50
52.50
100
3500
57.40
34.80
62.50
63.00
62.50
63.00
62.s0
t20
4200
68.90
4t.70
75.50
75.50
75.50
75.50
7s.50
140
4900
80.40
48.70
86.s0
87.00
86.50
87.00
86.50
160
5600
91.80
55.70
98.00
98.50
98.00
98.50
98.00
180
6300
103.30
62.60
110.00
Remark
0.1
o
110.00
110.00
/sec/rev for instruments with serial number below 1500
0.2' lseclrev for instruments with serial number above 1500
Client:
Syarikat Ujitanah Sdn. Bhd.
l347,hbn Kebun Siren,
Bukit Tengah, Bukit Mertajam,
14000 Penang
Tel: 03-51 92 3228
Fax: 03-5.192 3230
Emarl: gdsi@tm.net.my
www.gdsi.com.my
GDS Instruments Sdn. Bhd"
(40474s-1y)
124, Jalan Kapar 27189, Taman AIam Megah, Section 27, 40400 Shah Alam, Selangor Darul Ehsan, Malaysra.
110
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10
20
30
40
50
60
70
80
90
100 110
lnstrument Reading
Tel: 03-51 92 3228
Fax: 03-51 92 3230
Email: gdsi@tm.net.my
www.gdsi.com.my
120
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School Of Qlvlt Engineering
ffiflnilIffiil
Kompur Krfurutrrecn
Englneerlng CamPw
Univertitl Sairrs MalaYsia
Sori Ampangan, 14300 NibongTebal
Sebsrsng Peral Selatan
S U Cltra Blna Sdn. Bhd,
No. 3-61, 3rd Floor, Megamall Plnang
Flrm:
ZAZS
Mohd. Azuan Abd Rahman
Tel:
04 397 30e5
From:
M R Selamat
Tel.:04'599 6214:
.e4{0rJogs-l 5 c&?. l.Fc, +
Date:
W : www.clvll'sn9'usm.my
E : dean-clv@€ng'u6m'my
13600 Pulau Plnang
Jatan Baru, Bandar Perai Jaya'
Attn:
Fax
Pulau Plnang
Malaysia
T :04.599 62Ol
F : 04.694 1000
012 s018 310
Fax:04'594 1009
June 1st,2012
Dear
Sir,
THESECONDPENANGBRTDGE-PACqg.FBD:TOLLPLAZA'ADMINISTARTIoN
woRKS
iuirprnCnND RELATED woRKS - cPr
HerebyWsareattachingthecalibrationcertlflcatesasrequested-l0pagesall'
or'l.T;ffilT,itfii:tfl'1ffi0.^
2.
Kawan
site in Batu
rrom our base in Nibons Tebarto
polnt
ponetratlon works at10 positions and polnt to
June 22nd, 23rd, and 24th,2012-
mobilization'
3.
4,
ln Nibong Tebal
June 24rr, 2012'Return to base
base
wlthin 2 weeks of our return to
Report wlfl be submitted
our alternative dates are June 30th.july
8U., 2012
1!t, 2012 and July Tttr.July
before starting work'
We wlll need a letter of appolntment
SincerelY Yours,
lr'' Dr')
(Mohamad Razip bln Selamat'
c.c. Dean
\
jrrf; lfrl2 12
3E;Pl'l
F,',li
:ltlH rtF
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250 Beanville Road
RandolPlt, Vl' 05060
802-728-4588
800'639'631 5
Dlglta t Cone
Cone $erlelNumber
Cugtomer
Reference Load Cell
Roference Press. Gauge
enelrom ete r
Ca II
bratl on
DSA1129
GDS ]NSTR SDN BHD
INTERFACE 1221ANE.sOK.B
DRESSER D XD 1OOOPSIG S/N
sN 3220894
3432
TIP
1 7928
0 03s58
100000 KPA
KPA
Full rongo V
Btr$oltno
P
v
Fuil sc9le Force
Oulpul Untts
uilll Conv Fdclot
1
TIp
1
20000
R?=0
100000
o
80000
IJ
tto
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I
ts0000
rB
:=
<(
40000
20000
I
0 l
0
0,5
I
1.5
1
Cone Tip OtttPUt (VDC)
Gallb
LLS
stsneo
R- E/,Â/*
ate
dbv
R
HLrll
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ned:
fo^: LLs
ffil'#i$iffi[#"1#'
uffi"liu sriuu"ttYtn
0/2011
1,(rF; !1r
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12:liPll FLli
tr
451-r4ltrrt
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i
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@ lrr.rr.rJ
EllE uxli
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250 Beatr ville Road
RanctolPlt,
Vt 05f60
802-728-4588
800'639"631 5
Digltal Cone Penetrometer Cellbratlan
DSA1 1 2S
Cone Serlal Number
Gustomer
Referencs Load Coll
Referencs Pro88' Gaugo
GDS INSTR . SDN BHD
INTERFACE 1 221 ANE-sOK.B
DRESSER D XD lOOOPSIG SiN
sN 3220894
3432
PRESSURE U2
I
Full tango V
8574
0,0255s
3447,5 KPA
Etrsunno V
fuil| Sr;ale Fotco
Outpul Unlt.s
PSI
lJnit Cottv. F6oaor
0.1
45033
Pore Pressure U2
4000
R2=1
3500
3000
0,
5 2500
o
o
o
E 2000
t
.q
aEI
{
1
stx)
1000
500
0
I
1.5
05
0
Cone Pore Pressure OutPut (VDC)
Callbrsted BY:
LLS
d'R,
t l. t. .r,
Approved
R
Hull
bY:
sisnua.
/2.€
Date 6/10/2011
e&
f,:#.il]il'
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260 Beanville Road
RandolPlt,
V
A5060
802-728-4588
800-639-631 5
Dt
gllal Gono Penet romoter Callbratlon
DSA1129
Cone Serial Numbor
GDS INS]'R SDN BHD
Gustomer
Reforence Load Cell
Roforonce Proue. Gauge
Full Scalo Force
FRICTION
?.6757
0 31688
1OOO KPA
Oulpul Unts
KPA
Lhfi Aonv
'!
Full range
v
Bosohtro V
Ftt<:lol
sN 322089A
INTERFACE 1 221ANE-5OK-B
DRESSER D XD lOOOPSIG S/N
3432
Frlctlon
1200
R?=0
1000
0,
800
l,
o
u-
E
0,
600
=a
q
400
200
0
0
05
15
1
25
2
NF,
3
Cono Frlctlon Output (VDC)
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LLS
sisn"d'
forl,
7. d*"A
L,L.E
Approvod
R. Hull
bY:
sisnea
/2_4 i
Dat€ 6/10/2011
€
lt. Df. ilohrnud Rrdp Schmrl
Pucrt Pongrilan KaluMctmn Awam
?rolsw
KarnflJs KeJuruteraan
Unlvcrtiti $rEu
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250 Boanvllle Roecl
Randolph, vt.05000
802-728-4588
800-639'631 5
Dlg ltat Cona Penetrometar Callbratlon
DSA12O7
, Cone Serial Number
Customor
Reference Load Gell
GDS INSTT
I NTERFACE 1 22 1 ANE-5OK-B
Reference Prese. Gaugo
0
sN 3220894
3432
TIP
1 7S23
Full tt lt?o V
Full Scalo Force
0,01614
100000 KPA
Outpu Unlls
KPA
Urill Cttov,
1
Busol,,to Y
Tlp
120000
'100000
R'=0
I
I
I
80c00
o
0
o
E
I
60000
,9
I
oo-
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i
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I
I
40000
I
I
:
20000
I
I
I
I
:
0
I
.i
05
2
1.6
1
Cone TIP OutPut (VDC)
Callbr
WJCulver
0/2011
Srgned.
lt''
Rhutl
ned
Ptolaror lr. Dr, l,tonsnrd Rrdp $clrmd
Pusel PongEJlan KeJurulerarn AwCm
lGmpus (cjuMeraan
Un lvcmiti
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250 Beanville Road
RandolPh, Vl. 05060
802-728-4588
800-639-631 5
Dlgital Gone Penetromstor Cellbratlon
Cono Serlal Number
Cu6tomgr
Reference Load Cell
Reference Prees. Gauge
Fuil t$il1o
DSAl2Oi
GDS lnstr
INTERFACE 1 221ANE-50K.B
0
sN 322089A
3432
FRICTION
2.6849
-0,28904
lOOO KPA
KPA
V
Eoielilto v
Full Scale Forcc
Qttltxn Urns
Uiltl Cottv l:aolol
I
Frictlon
--"- rl200
r I
R,=0
1000
I
I
I
800
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u
o
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800
tg
CL
CL
400
2@
-0"
,05
0
1
0.5
15
25
3
Cone Frlctlon OutPut (VDc)
Calibrated BYI
WJCulver
ir-"..,'ll/.4-
Approved by;
Dete 8/10/201
Rhull
Profegor lr. Dr. i,lohamad Rrap Sclamd
Pusot Ptngaihn Kelurutetean Awrnt
XamPut KcluMooan
UnMdU Srlil Mrlsyd'
1
SirrEi
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r'r4594 1u(ril
:i
tlH IJ F -l L' I L E llE
Lli:tl
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250 Beanvillo Rood
Rendo/Ph, Vt 05060
802-728-4588
800-639.631 5
Dlgltal Cone Ponstromoler Cdllbrdtlon
,
Cone Serial Nuntber
Customsr
Refsrence Load Cell
Reference Prsss. Gauge
Full Scale Forcg
PRESSURE U2
2.4041
-0 10979
3447 5 KPA
Outpul Urtrts
PSI
Unll Gorrv,
0,1
Full range V
Bnsollno
v
DSAl 207
GDS lnstr
0
INTERFACE 1 221 ANE-sOK-B
sN 3220894
3432
45033
Poro Pressure U2
'---t
4000
RJ='1
3500
3000
o,
E
5
o
q
o
d
G
.c
E
6.
2500
2000
r
500
1
000
500
0
0
1
05
4E
1.5
Cone Pore Pressure OutPut {VDC)
Callb
WJCulver
Oato 8/10/201
Approv
tsy
Signod
Rhull
S
1
ned
Profcsor lr.
Purrt
Dr.llotumrd Rrnp Selamlt
PongoJlan KtiutrJtctsen Awam
Kampus KejuMeraen
Unlvrnllt $rlnr MateYle
!CH C|F II,I,IL EHIi
r5,i0E 1012 12 SgFH F,q.{ (r4594100[]
@ooo'r
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W-m-mIEK
250 Beanville Road
Rarrctolplt,
Vl
05060
802-728-4588
800-639-6375
Dl g lla I Co n e Pe n o tro n oter Cal I brallo n
Cone Serial Number
Cugtomgr
Reference Load Cell
Refersnco Press. Gauge
DTA0603
0
0
sN 32208SA
INTERFACE 1221ANE-sOK.B
3432
TIP
Full rur$o V
1.8341
Bot0lino
-0.0503
V
50000 KPA
Fuu Sc?le Fotco
O,,/llilrt
Llnll
Uiili
KPA
Clltrv Fbolot
1
Tlp
60000
Rt=0
50000
40000
o
u
o
l!
30000
.{t
a
CL
?oo00
10000
I
ol
I
06
o
1.5
1
2
Cone Tlp Output (VDG)
Galibra
L Smith
Srgned
I
pprove
R Hull
ot2011
ed,
Pmfaeor_h.
Ilr. Mohamed Rrip Scbmrl
Purot PrngaJlan XeJurulorann
Awam
tfirao
M.t.yrh
Kampug KeJun
UnlvorElU Sain6
,,r't'r
E !.r1: 12
,?El
Pl,t
Fq)i
r'r45t41ir
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WsmrEK
r250 Beanville Road
RandolPlt, Vt. 0506A
802-728-4588
800-639-63r5
Dtgital Cone Ponotromotor Callbration
Cone Serial Number
DTAOEOS
0
Customer
Reference Load Cell
Reference Pro39, Gaugo
0
sN 3220894
INTERFACE 1221ANE-sOK-B
DRESSER D XD lOOOPSIG SiN
3432
PRESSURE U2
Fvll renes V
2 191s
Eo,sorrttJ Y
0 80367
Full Scale Force
3447 5 KPA
Outpul Un,ls
Uttlt Conv Faclor
PSI
145033
Pore Pressure U2
c000
R'.
350r.)
1
00000
3000
E
f
o
2500
a
(,
o,
2000
!t
g
EL
T
1
500
1000
500
0
0
0.6
1
ls
2
2.5
e
35
Cone Pore Preesuro OutPut (VDC)
Callbreted
L Smith
Dato
Approvod byt
yi
Signed
R Hull
8/10/20'11
ned
ftolcror lr, th.llohemad Rrdp Srlamel
Pusal Pengefian K{uMeraan Awent
lGmpur Kofurulotran
t nhtnlu 9r{nr Mdrydr
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E
itrr
1:. 1l
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FAil
HO(5EATTOGLEFT &
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sIH
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t-iIri]L
ENI-i l-llti
@0rt1t,
7.41O.38 7'2390
co., rrvc-
Cone Penetroffreter Techn11logy
(cPT)
pcnctromctcrs
l{ogentogler.& Co. offers a wide range of advanced digital and analog electronic conc
cottes have inl'ernal
with capacitici ranging fi.orn 2.5 tons to l5 tons (tip load), All Hogcntogler electroni(:
eliminuting the
the
bchind
transduoer,
clcctronic powcr amptificarion and regulation mountecl dircclly
oones sre
effect of cable resistance on the measrrelnents, )n adrlition, alt Flogentogler digital electronic
channcls includc: (l )'l'ip
tcmporatrrrc corxpcnsated to rcducc crrors duc to tempcraturu shifl. Availtrble
(4) X and Y Inclination; (5) X, Y and Z axis
Resistance; (2) Skin Friction; (3) UI/UZiU3 Porc Prcisurc:
Imaging can
and (6)'lbrryerature. Additional moasurements, such as Resistivity and oplical Soil
Soismic;
hcaohicvcclrvithacld-onrnoclulcs. lnactditiont<lourstnn<larcllincof l0cm2ancl l5cttr2cottcs,wehavc
plohos and water level indicators'
consl.ructcd many custonr probes, such as miniature penetronteters, pl,[
Please contact trs with
We also manufhottrrc mcchanical corrc pcnclro*et"rs with automated readortts.
your oommercial or rescarch requiremcnts'
-r-
Standard Gone Channels
The fotlowing channels oorne standard on alloones:
'
'
'
'l'ip ltesistancc
Local Frictiort
Inclinatiorr
Optional Cone Channels
Thc fbllowing channcls nrc optionalon all of our standarcl cones:
'
UIIUZ|U3 Pore Water Prcssurc
'
Grottnd'lctrrllcrntttrc
XIY lllieisnric VelocitY*
Electrical ConductivitY#+
Vidco Conc
'
'
'
+
Cone Seisrnic OPtion
.l5e
downhole shear
cone seismic option makcs it possible to use a cone penetrometer to tneasttre
with an estimate or
w've propagetion velocity, The shear wavc velouity can be used in conjunotion
ol'thc soil at low strain valucs'
mc*surcmunt of ttrc soil cicnsity to dotcunine tho clynurnic sheur tnodulus
software.
'l'he data can be presented using the Hogentoglcr interPretation
+*
Resistivity
(Electrical
Conductivity)
Module
Ineasurem€nts of the
The Hogentogler electrical conductivity modutc providcs clectrical conductivity
of potontial ground.w-ater oontamination
soit,,l'hesc m'usurctnents catl be uscclto dciermino thc locution
top of a standard 5 ton or l0 ton
andior salt watcr intrusion. The module is designed to attach to the
electron ic conc Pcnctrometer.
4
VITWW. Ho,G E I^dT(,,G,LE- R.GOM
j,ierE !'rr12. 12
3tFll FAli
rr45:-l 41(r(r
HOGE'VTOG.LE,FT & CO.,
5
-llH uF II"/IL EflE
Auol1
l-l:[1
7
-4 7 0.3ft7
-2390
',vC.
Cones:5 Ton Digital
Tension Col.te
Irull range of one through fivc channel
capaclty nnd six chtnncls total
5 TON
TE,MP ERATT,IRE COM PNNSATED
The digital eleotronic tcnsion 5 ton cone tras
trcen developcd to address the accuraoy, scnsitivity
and durability problems inheront in other conc
designs of the sarne or lower capacities. With a
rcsolution ol'3 lbs., tltcrc no longcr cxists thc nccd
for cones of lower capacities plus their assooiated
spare parts' The unit consists of a dual element
strain gaugc lransduoer, with conc support
electronics packaged directly behind thc
transclucr:rs,'l'ltc conc tip, local liiction clerttent
and pore pressure element are field replaceahle by
the operator in approximately five minutes. The
conc is conIrgurcd with onc throtrglr fivc chtnnol
capacity with six channels from which to choose'
CONE CII.ANNELS:
. TIP
.
LOCAL FRICTION
PRESSURE
TEMPERATTIRE
. INCLINA ION
. SEISMIC
. RESISTIVITY MODULE CAN BE
ADDEI)
. PORTC
.
PorouB
Fllter
6mm
Thcrc $rc two possiblc locttions lbr porc
prcssure; one olr thc tip or one directly bchind the
tip,
Porous
Flltor
5mm
The elcctronics havc prccision p0wer supplies
the
for
sffain gauges, which eliminate the effects of
cable rcsistanoe on the measure mcnts, Calibration
drtu fbr tip, local friotion and pore Prss$ure
channels is stored in CPLJ non-volatile memory'
Digitul conc caliblation is capablc of oorrecting for
non-lincarity and hystcrisis irr a way that analtlg
circuitry cannot, Digital cones conforrn to all
WWW.Ho,G.ENTo,G.LEf?..COM
7s
j/0E
?r'12. 12 iSPtl
F,qli
iI]H
t:r45841fi0::-r
NF I-:I,,]IL EIIE UIt,t
@0012
7.47 O.3f,1.2390,
I
Cones:5 Ton Digital
Tension Gone
f{,1
SLEEVE
ectrica I Sneci fi ca tio ns
- Sleeve area: 150
- I)ower; 't'12 Volt at 200 rnA (tnax).
- Connector:
l0 pin LF,MO waterproof conncctor.
- Opcrating tctttpr:rature rengc: 0'C [o 60'C
- Storage Lemperature: -40"C to 70"C1
- 4 channel, 24 bit AlD converter ftrr measurement
ol'tip, friction, and pors prsssurc. Minilnum
noise-free rcsolution of I part in 65000,
- I0 channcl, l2 bit A/D
convcrter
For
mcasuremcnt of inclination, sei$nric, tetnperature
and spare ohannels.
- 8 bit microcorrtroller with 8kb {la.sh lncmory for
cone idoutifioation and calibration data storago,
- 32kb non-volatile ram for data storagc.
- RS-485 seriarI corrrnunicution. Cablc lcngths of
1000 ft possiblc. CRC error ohecking to prevent
transnrission of incorrcct data,
- Cones are interchangeable in thc ficld. Conos can
be calibrated in the field. All calibration data is
con(aincd in the conc,
- Compatible with vision cone and fucl
fluorescense detector.
Mechanical Specificatigrns (10 Ton i l5 Ton)
crtt2
- Sleeve capacity: I MPa
- Sleeve mecharrical overload capacity: 700 %.
- hcouraoy:
.2o/o.
- Tbmperature compensated.
- Equal cncl area eliminate.s pore pressure elTeots,
PORE PRESSURE TRANSDUCER
- Porc pressurc r$nge: 3500 kPa (500 psi),
- Porc pressure nrechanical overload prcssurc: grcater
than 200 %.
- Acc.uracy: .5 ol,.
- Temperature cotn pensated.
- Special cones svailable with threc pressure
transduoers for simultancous mcilstlretnenI of
U2, U3.
LJ
l,
INCLINOMETER
inclinometer. Pitoh and roll
rrleflsuremcnt provitlcs information on cone
- Two channcl
migration.
- ljses accelerotnctcrs ttl lneasutE inclilretion. No
moving parts.
- Range: 0 - I5 degrecs
- Rcsolution: .l degree.
Til'
- Tip angle: 60 degree,
- 'fip urr:u; l0 cmr
- Net arca ratio: ,8
SEISMIC
- Unior [Siaxial goophonc,
- Capacity: +l- 28.
-'l'ip range: 50 Mpa (522 TSF)
- Tip rnechanical ovcrload capacily: 300 %
- Accvracy: .2Yo.
- TrLre DC response,
- Elcotronic off'set eliminatcs elfe,ot of gravity.
- Digitized in cone and transmittcd over serial port.
- Ternpcraturc compr;n sated.
76
No cxtra wircs or analog mcasure[rent rcquired.
WWW. H O G E N T OGLE R.C O TV'
5!0F-,21J12.
i
12 ,!gPt'l F,t'ii tr {5i] 41r'rug
H0GENTO(iLEFI
&.
I-II]H
ilF L:I"/IL
@rtnl'J
E11E.U:it,I
7.4 '' O847.2390
C0,, rNG.
Cones: 1O &1 5 Ton Digital
Sutltraction Cone
Full rangc ofonc through five channel
capacity and six chnnnels totnl
-r--- *
TEMPERATTIRE COMPTIN SATET)
The digital electronic subtraction l0 and 1 5
ton ooncs havc bccn dcvclopc<l to addrcss thc
accuracy, scnsitivity and durability problems
inherent in otlrer cone designs, with a resolution of
6.5 nnd l0 lbs. rospcctively, Thc unit consists of'u
singlc clcment slrain gauge transducer, eliminating
ntechanicalcoupling cffbcts, ancl with oonc sllpporl
elcctronics packagccl dircctly behind the
transducer. Both thc cone tip, local friotion element
und pore pressurc cternent arc ticld rcplaocablc by
the operator in approxinrately tive minutes, The
cones are configured with one through five channel
onpacity with six channcls ftorn whioh to <;lttrcse.
CONIl CI.IANNELS:
. TIP
. LOCAL FRICTION
'. PORE PRIISSURIC
TEMI'IIRATURE
.
.
.
Poroug
F
llter
5mm
INCLINATION
SEISMIC
RESISTIVITY MODULE CAN BE
AI}DED
There are twe possible locations for pore
prcssurc; one on the tip or ono dircotly bchind thc
1O TON
tip.
I
Porous
Fllter
---+
5mm
15 TON
The electronios have prccision power supplies
Ibr thc strairr guugcs, which clirninate the sll'Bcts of'
cablc rcsistance on the rneasurernents. Subtraotion
is performed digitally hy thc CPU and calibratitln
data for tip, looal frictiorr and porc prcssure
ohannels is stored in CPI) non-volatile rnemory.
I)igitulcone calibration is capable of corrcuting for
non-linearity and hystcrisis in a way that analog
circuitry oannot. Digital cones confonn to all
W W W. H O G E N T O G L E R, G O TV'
77
Q5/08 20'12 12 40PI
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a
},OGENTOGLER & Co., INc,
7
-4 7 O.3B 7.239C,,
Cones: 1O &1 5 Ton Digital
Sutltraction Cone
Dlcctrical Specifi cations
- Powcr: +12 Volt at 200 rnA (max).
- Connector: I0 pin LEMO wate4rroof connector.
- Operating tcnrperaturc rangc: OnC to 60"C
- Storage tompereturc: -40qC tr-r 70"C
- 4 channel, 24
bit AID convcrter for measurcrrcnt
o[tip, friction, and porc prcssurr:. Minimum
noise ticc resolution of I pafi in 65000.
- l0 clrannel, I2 bit AiT) convcrter for
-
Acouraay: .2Yo.
- Temperature cornpensatcd.
- Equal end area eliminates porc pressure effects.
PORE PRESSTIRE TRANSDUCER
lrreasurement ot' incl ination, scisrn ic, tetnpereturc
and spare channels.
- Porc pressure runge: 3500 kPa (500 psi).
- Pore prcs$ute rnechanical overload pressurer groater
than 200 %.
I
- Acouracy: .5 70.
bit rnicrocontroller with SkLr llash memory for
conc identification and calibration data r;torage.
- 32kb non-volatile ram for data storage.
- RS-4ft-5 serial <;ulnrrrunication. Cable lerrgths of
1000 ft possible. Cl(C error c.hecking to prevent
-
SLEEVE
- Slecvc arca: 225 cttt2
- Sleove oapacity: I Ml'a
- Sleeve rnechanioal overload capacity :200 %.
transmission of
incorccl
- Tcmperature oompensated.
- Special cones available with three pressure
transduccrs lbr sirrtultaneous tncasurcnrenl of
[.J
I
,
LJz, LJ3.
clata.
- Concs ure interchangeablc in ths
field, Cones can
be calibrated in the field. All calibration data is
conlaincd in tlrc conc.
- Compatiblc with vision cone and fucl
fluorescencc dctector.
INCLINOMICT'IIR
- Two channel inclinomoter. Pitch and roll
rnc&sul'c,nent providcs information on conc
migration.
-
LIsos aocclcrotneters
to rneasurc inclinal"ion. No
moving par[5.
Mcchanical Specilicetions (10 Ton / 15 Ton)
'r'IP
- Tip anglc: 60 degree,
- Tip arerr I0 crnT / 15 omt'
- Net area ratio: .8
- Tip range: I 00 Mpa ( 1044 TSF)
/
I 50
Mpa ( 1566
TSI),
- Tip rnechanical overload capacity: 300
- Acaurucy: .2Yo,
o/o.
- Range:0 - l5 degrees
- Resolution: .l dcgree,
SEISI\flC
- Uni or Iliaxial gct>phonc.
- Capacity: +l-ZE.
- True I)C response.
- Ulectronic <rlI'set elirninates ellcct ol'grtrvity.
- I)igitized in cone aud transmitted over selial port.
No extra wircs or antlog measrlrcmcnt rcquired,
-'l-etnperaturc compensated.
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S.U CITRA
BINA
SECOND PENANG BRIDGE PACKAGE 3D . TOtt PLAZA,
REIITTED WORKS
SOIL INVESTIGATION
Page No. : 20 OF
Doc. Ref.: SUCB-PB2P3DSIMS-Rev 01
Revision : 01
Issued : 15th
May 2012
METHOD STATEMENT
APPENDD(D
INSPECTION AND TEST PLAN
20
ilrl
S.U
CITRA BINA SDN, BHD.
JAMBATAN KEDUA SDN. BHD.
ITP FOR SOIL INYESTIGATIONS (FIELD WORKS)
ITEM
DESCRIPTIONS
NO
Scfting Out
I
TEST &
INSPECTION
Bmcholc
Locatron
a)
2
Equrpment
(Boring)
Drill tug
b) Dnll Rods/
] & TP TITLE . PILE DRIVING
ACCEPTANCE
FREQUENCY
CRITERIA
Confim m per location shown ir drawings
a) Condrtion
Equrpmcnt
(SPT)
ACTION
PROCEDURE REF.
RESPONSIBILITY
RESPONSIBILITY
TYPE OF
RECORD
Sweyor
R,E.
Swey record
Rework
CHECKING
FORMS
REFERENCE NO
ACTION WHEN
NON-CONFORMANCE
Each point
Swey
Bofore
Vrsual inspcction
Site
Supwsor
R,E
Insprctron fonn
Rework
Visual inspection
Site Supwrsor
R.E.
Inspcotron
fom
Rework
inspeotion
Srte SupeMsor
R.E,
Inspechon fom
Rcwork
Visual inspoction
Site Superuisor
R,E
Inspechon fonn
Rework
Visml inspcction
Srte Superisor
R.E.
Inspection
fom
Rework
Vrsual Inspoction
Srte Supenisor
R.E.
Inspfftlon fom
Rework
Check that drill ring is in good condition
Check that there are no bent drill rod./casings
casings
2
METHOD OF TESTING/
drilling
Chcck that the split spom sampler rs in
good condihon, no dings or dents oD thc
Bcfore
casing.
b) Rods
Cheok that the rods used for SPT
re
not
conduotion test
bent
a) Condrtion
3
Equrpmflt
(Undistubed
Smple)
Cheok that thin wallcd smplcr/piston
samplcr
uc in good condition, No
dents,
Before
dings and damge on the casing.
b) Rods
Chcck that thc rods used for SPT
re
not
Vr sua.l
conduction test
bent.
a) Cahbmtron
4
Equipmcnt
(Vme
Shcar'Icst)
5
6
Check that thc torque measwing device
has bcen calibratcd af,d thc cahbration certs
me available
Bcfore
b) Vane
Asscmbly
Chcck that the vane asscmbly is m good
conduction tcst
c) Rods
a) Calibration
Chcck for bent rods
Check that the CPT deuce
has been calibrated md th€ oelibrenon certs
are availablo.
Before
b) Frlter
Ensue that the filter is new for erch tcst
md has be€n satutcd properly
cotrduchon tcst
c) Rods
Chcck for bcnt rods
Sample
a) Container
Ensure that propcr oontainer aro ayailable
Before taking
Collectron
b) Labcls
Ensrrc that smples arc labeled properly
shomg. dalc, location. time, md project
Ensue smplc re prompdy send to lab,
smple
Equrpmcnt
(CPT)
o) Scnt to Lab
condition. no vancs me bent or dcfomed.
REMARKS
ru
S.U CITRA
BINA
-
REUTTED WORKS
SOIL INVESTIGATION
Page No.
: 21
Doc. Ref.:
OF
Revision : 01
Issued : 15th Ma12oL2
METHOD STATEMENT
APPENDIX E
SOIL TNVESTIGATION CONTRACTOR'
ORGANIZATION CHART
S
2L
0rgani zation Chart
Tan Kim Boon
RIG
RIC
Loh Siew
Wah
2
Low Kim Teck
LABORATORY TEST
Balakr i shnan
A/L Ayalu
Name:
Tan Kim Boon
Date of Birth
18-01-'1959
Citizenship
Malaysian
:
B.Sc (Hons
Qualification
Experience
:
)
Project Manager, and Director with Syarikat Ujitanah Sdn. Bhd.
1) Soil lnvestigation works For Proposed Penang Waterfront Project,
Jelutong, Penang.
Engineer: Arup Jururunding Sdn. Bhd.,
Client: IJM properties Sdn. Bhd.
Date : 14-3-2005 to 27-6-2005
Contract Sum : Rm 323,700.00
2) Cadangan Siasatan Tanah Bagi Cadangan Pembangunan Di Bandar
Cassia, Batu Kawan, Seberang Perai, Pulau Pinang.
Client: PDC Properties Sdn. Bhd.
Engineer: PDC Consultancy Sdn. Bhd.,
Date : 15-6-2006 to 16-10-2006
3) Soil lnvestigation works For Projek Baikpulih Muara Sg. Perai Secara
Menyeluruh Serta Kawasan Sekitar Yang Berkaitan, Pulau Pinang.
Date : 15-12-2008 to 15-5-2009
Contract Sum . Rm
610,000.00
2000 to date
Project Manager, and Director with Syarikat Ujitanah Sdn Bhd'
Site supervision of drilling crew, Soil lnvestigation works, lnstrumentation works
- experience in drilling work, field testing, vane shear test.
- experience in soil sampling, rock drilling, packer Test, seismic survey works.
- experience in instalation of inclinometers, pneumatic piezometers,
- deep levelling datum, Rod Settlement gauge & settlement markers.
- magnetic extensometers.
1988 to 2000
Site Manager, Project Engineerwith Syarikat Ujitanah Sdn. Bhd.,
Projects involved
North South Expressway: Gurun to Sg. Petani, Kedah.
North South Expressway: Butterworth to Sg. Dua, Pulau Pinang.
North South Expressway : Ayer Hitam to Yong Peng, Johor.
North South Expressway. Tapah to Bidor, Perak.
Detailed Soil lnvestigation at Beris Dam, Kedah.
Detailed Soil lnvesttgation at Timah Tasoh Dam, Kedah.
Soil lnvestigation for Jelutong Expressway, Pulau Pinang.
1985 to 1988
Site Engineerwith Hock Guan Construction Sdn. Bhd.,
- experience in Earthworks and Road Constructton.
Name:
Loh Siew Wah
Date of Birth
08-1 2-1 963
Citizenship
Malaysian
:
S.P.M.
Qualification
Experience
:
Site management of drilling crew and piezocone equipment for :
1) Soil lnvestigation works For Proposed Penang Waterfront Project,
Jelutong, Penang.
Client : IJM properties Sdn. Bhd.
Engineer : Arup Jururunding Sdn. Bhd.,
Date : 14-3-2005 to 27-6-2005
2) Cadangan Siasatan Tanah Bagi Cadangan Pembangunan Di Bandar
Cassia, Batu Kawan, Seberang Perai, Pulau Pinang.
Client: PDC Properties Sdn. Bhd.
Date: 15-6-2006 to 16-10-2006
3) Soil lnvestigation works For Projek Baikpulih Muara Sg. Perai Secara
Menyeluruh Serta Kawasan Sekitar Yang Berkaitan, Pulau Pinang.
Date .15-12-2008 to 15-5-2009
4) Soil lnvestigation for Second Penang Bridge Land Expressway
Package 38 : Batu Kawan ExPresswaY
Date : Oct 2010 to date
From : 2000 to-date
Senior Supervisor with Syarikat Ujitanah Sdn. Bhd.
Site supervision of drilling crew & Field Testing.
- experience in drilling work, field testing, vane shear test.
- experience in soil sampling, rock drilling, packer Test.
From : 1988 to 2000
Site Supervisor with Syarikat Ujitanah Sdn. Bhd.,
Projects involved :
North South Expressway : Gurun to Sg. Petani, Kedah.
North South Expressway: Buttenruorth to Sg. Dua, Pulau Pinang
North South Expressway: Ayer Hitam to Yong Peng, Johor.
Detailed Soil lnvestigation at Beris Dam, Kedah.
Detailed Soil lnvestigation at Timah Tasoh Dam, Kedah.
Name:
Low Kim Teck
Date of Birth
1
Citizenship
Malaysian
:
S.P.M.
Qualification
Experience
6-09-1 966
Site management of drilling crew and piezocone equipment for :
1) Soil lnvestigation works For Proposed Penang waterfront Project,
:
Jelutong, Penang.
Client: IJM ProPerties Sdn. Bhd.
Date : 14-3-2005 to 27-6-2005
2) Cadangan Siasatan Tanah Bagi cadangan Pembangunan Di Bandar
Cassia, Batu Kawan, Seberang Perai, Pulau Pinang'
Client: PDC ProPerties Sdn. Bhd.
Date : 15-6-2006 to 16-10-2006
3) Soil lnvestigation works For Projek Baikpulih Muara S9. Perai secara
Menyelurulr serta Kawasan sekitar Yang Berkaitan, Pulau Pinang.
Client: IJM ProPerties Sdn. Bhd.
Engineer: Arup Jururunding Sdn. Bhd.'
Contract Sum : Rm 610,000'00
Date : 15-12-2008 to 15-5-2009
4) Soil lnvestigation for second Penang Bridge Land Expressway
Package
From : 2000
38'
Batu Kawan Expressway.
supervisor with syarikat Ujitanah sdn. Bhd.
Site managerment of drilling crew and piezocone crew
to-date senior
From : 1990 to
2000
site supervisor with syarikat Ujitanah sdn. Bhd.,
SECOND PENANG BRIDGE PACKAGE 3D . TOIL PLAZA,
S.U CITRA
BINA
REUITED WORKS
SOIL INVESTIGATION
Page No.
:22OF
Doc. Ref.:
Revision : 01
Issued : 15th MatzOL2
METHOD STATEMENT
S. U. CITRA BTNA SDN. BHD.
APPEI\DIX F
WORK PROGRAM FOR SOIL INVESTIGATION
22
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S.U CTTRA
BINA
SECOND PENANG BRIDGE PACKAGE 3D . TOLI PLAZA,
REU\TED WORKS
Page No.
: 23 OF
Doc. Ref.:
Revision : 01
Issued : 15th Va12OL2
SOIL INVESTIGATION
METHOD STATEMENT
S. U. CITRA BTNA SDN. BHD.
APPENDIX G
LABORATORY FOR SOIL TESTING
23
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NA*A ALIGFR IEST
TEL: OB - 611m6127 EAX:.61ttO6827
( oortts : MR. BALA.gseil@goltoo.on
HVIAIL :
S12 - 3043801'
)
COIVTEIVT
1)
COMPANYREGTSTRATTOI{
2)
MANGEMET{T& STAFF
3)
I-ABORATORY &FIELD EQLiIPMEI{T
4)
METHOD OFSTATEMENT OF
IABORATORY &FItrLD TEST
5)
CE,RTIFICATE OF CALIBRATION
6)
LETTER& TNSTRUCTION TO CARRY
OIJT LABORATORY TEST
7)
OFFICE, LOCATION PL{,N
CONTENT
1
COMPANY REGISTRATION
ffi#, f,ff
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GEOSOIL ENGINEERIT{G
(Company No : 001700963-K)
t-l
E -E-
r*-EI
-. -
A-G-12, Jalan PJU 10 / 10 G, Saujana Damansara, 47830 Petaling Jaya, Selangor Darul Ehsan'
Tel : 03 - 61406127, Fax : 03 - 614066827
e - mail : qs soil @ vahoo.com
Geosoil Engineering was established on 26th July
with the management by
MR. BALAKRISHNAN A/L AYALU ( DIRECTOR )
EN. ABDULAZIZ BIN ABDULLAH ( Project Manager)
2007,
REGISTERED UNDER ( SURUHANJAYA SYARIKAT MALAYSIA )
PRRAKUAN PENDAFTRAN, AKTA PENDAFTRAN PERNIAGAAN 1956.
REGISTER UNDER ( PRRAKUAN PENDAFTRAN, CIDB MALAYSIA
the comoanv
Kerja - Kerja Penggalian dan Penyelidikan Tanah,
Kerja Kerja dalam Makmal PenyelidikaN Tanah
We have registered under CIDB for Green Card
Nature works
1
We have qualified Engineer , supervisor & Technician to
manage the field works and laboratory works.
2
We have Laboratory for Testing soil&
3
We do jobs for Soil lnvestigation works for the following company.
a) rrcnerrlt
b) xnnM
Road Works
BHD. ( Selatan Kulai, Johor )
(Wilaya Perskutuan Kuala Lumpur)
ENG. sERVlcEs sDN. BHD.
ENG. sERVtcEs
sDN
c) Bandaraya Wilaya Persekutuan Kuala Lumpur.
d ) Majilis Perbandaran Selangor.
( Soil lnvestigation contractor )
e ) Syarikat Ujitanah sdn. Bhd.
f ) Gagasan Tuguh Sdn Bhd.
g ) Ujiteknik Geoeviro sdn. Bhd.
h ) Pakatan Tenaga Sdn. Bhd.
i Pantas Drilling
j ) Garuda Geotechnical. Testing. ( Soil lnvestigation contractor )
k ) United Soil Engineering Sdn. Bhd. ( Soil lnvestigation contractor )
l) Technic Field services Sdn. BHd. ( Soil lnvestigation contractor )
j ) KGA Engineering sdn. Bhd.
Bhd.
m ) North soil Engineering sdn.
rks
in accordance
wo
Scooe of work for Labo
4
BS 1377:1990
5
n accordance
Scope of work for in-situ test for earth wo
BS 1377 : 1900 & JKR Specification
a ) ln-situ filed density, compaction test and ( CBR ) California Bearing Ratio
Test to find out whether the earth fill material is Suitable or Unsuitable
for compaction at field earth works.
b) Premix coring for road works, Bituminous Pavement courses
GEOSOIL ENGII'.JEERING
c ) Concrete coring for Building works for Asphalitic Concrete.
No. A-G-12, Jalan PJU 10/'10G,
Satrlana Danransara,
47800 Petalrng JaYa, Seiangcr D'E'
Tel 03-6'140 6127i03-5151 3801
Fax: 03-6140 6827
A 25847$
C
?.,',
It:
i:',
i. L ,A- i' [. I
r1.-
lFerxkufin lFenhnffurcfit
Adalah dengan ini diperakui bahawa kontraktor yang dinyatakan
di bawah ini telah berdaftar dengan Lembaga mengikut
Bahagian VtAkta Lembaga Pembangunan Industri Pembinaan Malaysia 1994.
Pendaftaran ini adalah tertakluk kepada syarat-syarat yang telah
ditetapkan di belakang Perakuan ini
NoPendaftaran: 0120101223-SL132096
NamaKontraktor
Alamat
:
GEOSOIL ENGINEERING
Berdaftar: A- G- 10-, A- G- 12, JAI-AN PJU 10/10G
SAUJANA DAMANSARA
47830 PETALING JAYA
SEI.ANGOR
Gred, kategori dan pengkhususan berdaftar
Gl
Gl
Tidak meletrihi RM200,000
Tidak melebihi RH200,000
Tari}& Mula Berknafkuasa
:
B
804
CE
cE0r cEzl
16 FEB 2012
Tarikh Habis Tempoh Perakuan
:
15 FEB 2015*
*Penkuan ini lrcndaklah diwrhharui *lewatlewattYa
N
hai *belum taikh habistemwh.
Ai!
SfAfUS : AKTIF - Kontnktoryang diawardkan proiek semasa
penkuan
ini dikeluarkan.
.l:
i
.-a
l9
(
b.p. Ketua Eksekutif
Bertarikh: 16 FEB 2012
BIN R/qZqLl
:ti;it=-.L
NO PENDAFTARAN
01 201
01223-5Ll 32096
GEOSOIL ENGINEERING
A. G.10., A. G- 12, JALAN PJU
1O/1OG
SAUJANA DAMANSARA
478J0 PETALING JAYA
sEr.AwGOR
Pendaftaran Dengan Lembaga
Pendaftaran dengan lembaga adalah bagi Gred, Kategoi dan Pengkhususan sepefiidi bawah ini:
Kategoi
Gred
Pengkhususan
(JI
Tidak melebihi RM200,000
B
PEMBINAAN BANGUNAN
BO4
KERJA AM BANGUNAN
ot
Tidak melebihi RM200,000
CE
PEMBINAAN KEJURUTERAAN AWAM
CEO|
CE21
PEMBINAAN JALAN DAN PAVMEN
KERJA-KERJAAM KEJURUTERAAN
AWAM
.I
II
Su nu nn N JAYA Svnnl r.nr Mittlvg n
CoMPANIES COMf,,{ISSION OF MALAYSIA
PERAKUAN PEMBAHARUAN PENDAFTARAN
AKTA PENDAFTARAN PERNIAGAAI.{ 1956
BORANGE (KAEDAH 13)
No. Pendaftaran
001700963-K
GEOSOTL ENGINEERING
A.G.I.z, JALAN PJU 1O/10G, SAUJANA
DAMANSARA
47830 PETALING JAYA
SELANGOR
Dengan ini diperakui bahawa Perniagaan yang dijalankan dengan nama
GEOSOIL ENGINEERING
telah didaftarkan dari hari
ini
30 OKTOBER
ZOL6 menurut
peruntukan-peruntukan Akta Pendaftaran Perniagaan 1956, dengan nombor yang
ditunjukkan di sini dan tempat utama perniagaannya di A-G-10, L'G-L1,
sehingga
JALAN PJU 1O/10G, SAUJANA DAMANSARA,
47830
PETALING JAYA,
SELANGOR.
Jenis Perniagaan
KER'A-KERJA PENGGALIAN DAN PENYELIDIKAN TANAH, KERJA-KERJA DALAM MAKMAL PE}'TYELIDIKAN
TANAH
Bertarikh di KUALA LUMPUR pada 31 OKTOBER 2011.
DATO' LZMTBIN ARIFFIN
Pendaftar Perniagaan Semenanjung Malaysia
DOKUMEN INI ADAT AH CETAKAN KOMP{JTER DAN TANDATANGAN TIDAK DIPERLUKAN
U*rtD: iyhe
Darc; It4on Ocr
3l
10:30;14 MYT 201I
38,
EG
-'
ar{ JA\.A Sva Rt rcet lvlelaysta
Covrpaxtes CorvtrttsstoN on'fi4alavstA . .-.
S u Ru u
PERAKUAN PEMAF"TABAN
AKTA PENDAFTANAN PBNMAGAAN 1956
BORANGD (I(AEDAH T3)
No. Pendaftar:an
.
GEOSOIL ENGINEERING"
4L-G-12,JATAN PJU IO/IOG, SAUJANA
DAMAI{SARA
47830 PETALING JAYA
SELANGOR
Dqngan ini diperakui bahawa Pemiagaan yang dijalankan delgan na.rna
telah didaftarkan dar,i had
ini
sehingga 2S OKTOBER 20L1^ -menurut
,,peruntukan-peruntukan Akta Pen{1$1ran,Perniagaan 1956, dengan nombor yang
dirunjukkan di sini dan teupat utama.perni4gaaa4ya di A-,G:I2-:JALAN'PJU
'
1
O/TOG,
SAUJANA :OAPTANSNNE, 47830 PETALING.JAYA,. SELANGOR.
Jeni$:?erniagaan
,
KEtsJT.KERIA PENCCALIANDAN PENYELIDT$AN TANAH,XERJAJKERIA DALAM'MAKMAL PEI.TYELIDIKAN
T'ANAH
Bertarikh di KUALA
tUI\trUR
pada .21 NOVEMBER 2008.
SITI
Perniagaan
Malaysia
UsrtD'srtinrriur Due: Fri Nur ?l l5:05:02 WST2008
CE
E'
SURUHANJAYA SYARIKAT MALAYSIA
CoMFANIES COMMISSTON OF MALAYSIA
PERHATIAN: SUNGGUHPUN SEGALA USAHA TELAH DIAMBIT UNTUK MEMASTIKAN MAKLUMAT YANG DIBERI ADALAH
BETUL DAN KEMASKINI PENDAETAR PERNIAGAAN TIDAK BOLEH DIPERTANGGUNGKAN BAGI SEBARANG
KERUGTAN KERANA M.P.KLUMAT YANG TERSITAP ATAU TERTTNGGAL
** I.(AKLI'MAT PERNIAGAA}I **
NAMA
PERNTAGAAN
ALAMAT UTAMA
PERNTAGAAN
: GEOSOIL ENGINEERING
:A4-10, A-G-12, JALAN pJU r0/10G, SAUJANA DAMANSARA
47830 PETALING JAYA
SELANGOR
NO PENDAFIAITAN
TARIKH
PERNTAGAAN
MULABERNIAGA
TARIKHMULADIDAFIARKAN
TARIKH
PERUBAHAN
: 00 t
70096i-K
:2647-2007
:2647-2007
: 02-03-201I
TEMPOH LUPLI PERAKUAN PENDAFTARAN SEKARANG:28-t0-20t I
BENTUK
PERNIAGAAN
: PERKONCSI,AN
** iTENIS PERNIAGAAII **
KERJA-KERJA PENGGALTAN DAN PENYELIDIKAN TANAH, KERJA.KERJA DALAM MAKMAL PENYELIDIKAN TANAH
**
MAKLITI,IAT CAJ{ANGAI{
**
++* TL{DACAWANGAN *+*
UscrlD. lecyngfer Date Wcd Mar 02 08.43'23 MYT 201I
MENARA SSI,{@SENTRAL
NO. 7. JALAN STESEN SENTRAL 5, KUALALUMPUR SENTRAI.50470 KUALA LUMPL'R
TEL:03-2299 4400 FAKS : 03-2299 4411 EMEL : enquilv@ssm'com.my
t/3
Nanta Pemraggan GEOSOIL ENGINEEzuNC
Nombor Pendaftamn 001700963-K
u/
CE
EG
SURU HANJAYA SYARI KAT MALAYS IA
CoMPANIES CoMMISSION OF MALAYSIA
**
NAMA
MAKLUI'IAT PEMTLIK MASA
KINI **
BALAKRISHNAN A/L AYAIU
ALAMAT KEDIAMAN
A-I-I2. JLN. PJU IO/IOG, SAUJANA DAMANSARA
.
47830 PETALING JAYA, SELANCOR
U/ARNA/JENtS
BIRU
NO K/P (LAMA)
7622'740
NO K/P (BARU)
49033tA85729
TARIKH LAHIR
3 l
-03-l 949
BANGSA
INDIA
JANTINA
LELAKI
JAWATAN
PERKONGSIAN
KEWARGANEGARAAN
WARGANEGARA MALAYSIA
TARIKH MASUK
26-01-2007
NAMA
ABDUL AZIZBIN ABDULLAH
ALAMATKEDIAMAN
NO 3I, JLN INI'AN BAIDURI 48, TMN INTAN BAIDURI
52IOO
KUALA LUMPUR. WILAYAH PERSEKU'IUAN
WARNA/JENIS
BIRU
NO UP (LAMA)
566984
NO K/P (BARU)
5906t3035349
r
TARIKFI I-AHIR
r3-06- I 959
BANGSA
MELAYU
JANTINA
LELAKI
JAU/ATAN
PERKONGSIAN
KEWARGANECARAAN
WARGANEGARA MALAYSIA
TARIKH MASUK
I
tiserlD
srtrnrerranr
Datc Fn n{or
2
I
7-04-2008
lt)
l5-04'49 WST 2008
TINGKAT 2.IO-19 PUTRAPLACE. lOO IALAN PI.]-TRA, 50622 KUALA LI'IVIPUR. MALAYSIA.
TEL: 03-4047
6000 FAX:03-4041
6317
CONTENT
2)
MAI{AGE,ME.NT
AND
STAF'F
*
GF*.7
-trEr
;i7
R
,tFr
EEQSOTL ENGTNEERTNG
ilrq
tr.-.t;lr TTh.
lFilnr
r;l
!EIIiF
-n-#r
(Company No. : 001700963-K)
-- [E
COMPANY ORGANISATION CHART
EXPERIENCE
Years
MANAGING DIRECTOR
BALAKRISHNAN A/L AYALU
PROJECT MANAGER
ABDUL AZIZ BIN ABDULLAH
ln Field and Laboratory
(M
GGEOTECHNICAL ENGINEER
TANABALAN A/L ANDY
EXPERIENCE
EXPERIENCE
26 Years
ln Fleld and Laboratory
Six Years
with Bachelor of Engineering (
( Diploma of Civil Eng.
( B. Eng.Hons.)
GEOLOGIST
)
GEOLOGIST
NOOR IZATI BINTI ZAINAL
HUSNA BINTI KAMARUDDIN
UTM
)
ACCOUNT CLERK
JAYA A/P MUNUSAMY
EXPERIENCE
EXPERIENCE
EXPERIENCE
JUNIOR GEOLOGIST
JUNIOR GEOLOGIST
Bachelor of Science
( UMS ) B. Eng. Hons.
Bachelor of Science
( UMS ) B. Eng. Hons.
Nine Years( Soll Laboratory )
( Diploma Teknologi MaKlumat
with
with
LABORATORY AND FIELD TECHNICIAN
LAB
TECHNICIAN
SAMYSINGAM/5yrs
VICKNESWARAN / 5 yrs
SRI RAMESWARY 4 yrs/
HEAMAWATHY /2yrs
FIELD TECHNICIAN
ANBAARASAN / 3 yrs / VINODH /2Yrs
SOMORAMAN/2yrs SASITHARAN / 1
yr /SASIDHARAN/1 yr
)
MRT SG. BULOH DEPOT
SITE CLERK / SUPERVISOR
MR. ANBARASAN AJL
MAHAL]NGAM
EXPERIENCE
( Diploma Teknologi MaKlumat
Years
(
Lab Technician
)
)
CONTENT
3)
IABORATORY
ANI)
EQIIIPMEI\tT
GEOSOIL ENGINEERING
o
LAB
Test Equipment
Electronic Balance 2
0.001
Electronic Balance 300 kg ( 0.0!]9 m)
1
set with Air
Japan
GEOSOIL ENGINEERING
2008
Ainsworth
England
GEOSOIL ENGINEERING
2008
Bm series
Japan
Wykeham Farrance
BS Equipment
London, England
GEOSOIL ENGINEERING
Malaysla
GEOSOIL ENGINEERING
2008
Trixial Equipment
Speedy Moisture Content
Hause
2
1
Company with details of
992
1
1
1
set
2011
1
set
2008
equipment
BS Equipment
1
1
993
Wykeham Farrance
Dimensional Consolidation
3
1
993
Wykeham
One Dimensional Consolidation
I
1
993
UCT Test EquiPment
Mo isture
200 mm dia
Mechanical Sieve
300 mm dia
Mechanical Sieve
Electrical sieve shaker
H d ro mete
meter Bulb
Atterbe
BS&
Unit Test
1
GEOSOIL ENGINEERING
Malaysia
GEOSOIL ENGINEERING
London, England
GEOSOIL ENGINEERING
London, England
GEOSOIL ENGINEERING
Malaysia
GEOSOIL ENGINEERING
Malaysia
GEOSOIL ENGINEERING
993
Endecotts Ltd
London, England
GEOSOIL ENGINEERING
London, England
GEOSOIL ENGINEERING
1
set
1
9S8
Endecotts Ltd
1
set
1
998
Wykeham Farrance
London, England
GEOSOIL ENGINEERING
119
CN
United Kingdom
GEOSOIL ENGINEERING
QY
United Kinqdom
GEOSOIL ENGINEERING
10
1
998
2
1
998
2
201 0
BS
&
GEOSOIL ENGINEERING
ASTM
Limits lndex Limit
- Cone Penetrometer
C
1 set
10
nder
r
Fqryqnge_
300
content container
toN
Ownership
Year
1
I
Location
No.
Electronic Balance 30 kg ( 1'gm)
PMENTS
TES
2
nde
Linear Shrin
Equ
nt
6
1
995
1512010
Wykeham Farrance
Controls
ut ment
BS
London, England
GEOSOIL ENGINEERING
Italy
GEOSOIL ENGINEERING
Malaysia
GEOSOIL ENGINEERING
GEOSOIL ENGINEERING
FIELD TES
Test Equipment
Field DensitY , bY Sand
ORMATION
Company with details of
equipment
Location
Ownership
995
Unit test
malaysia
GEOSOIL ENGINEERING
2
2002
BS EQUIPMENT
Malaysia
GEOSOIL ENGINEERING
1
210
BS EQUIPMENT
Malaysia
GEOSOIL ENGINEERING
No.
1 SET
Insitu CBR Machine
with attached rovl
UIPMENTS
Year
1
Replacment Method ( 100 m4i!qr-)
150 mm dia
Moisture content
S
Lab Pilcon Vane shear
1 set
1
995
Thomas Asworth
England
GEOSOIL ENGINEERING
1 set
1
995
Thomas Asworth
England
GEOSOIL ENGINEERING
Concret co
machine
1 set
2006
Hanken & Robin
Malaysia
GEOSOIL ENGINEERING
Concret cori
machine
1 set
201 0
Hanken & Robin
Malaysia
GEOSOIL ENGINEERING
Premix cori
machine
1 set
2006
Hanken & Robin
Malaysia
GEOSOIL ENGINEERING
1
201 0
BS EQUIPMEI.IT
Malaysia
GEOSOIL ENGINEERING
1
201 0
BS EQUIPMENT
Malaysia
GEOSOIL ENGINEERING
1 set
2008
BS
IPMENT
Malaysia
GEOSOIL ENGINEERING
Rock com ression mach
1 SET
Point Load com
ssion Mach,
1 SET
rc sam Ie extruder
horizontal
ul
ent
CONTENT No 4
MtrTHOD OF'STATE,MEI{T
,.-
-E
-n
:-----r
.--E-
-__-E
-
-lE_-
GEOSOIL ENGINEERTNG
(Company No. : 001700963-K)
--r-
Table 4 . Schedule of laboratory tests on soil
Category of
Name of test
Where details
Remarks
Moisfure content
can be found
BS 1377
Frequently carried out as a part ofother soil tests. Read in
test
Liquid and plastic
Limits (Atterberg
BS 1377
glYes an indication
Conjuclion' with
ofthe shear
Used to claasifo cohesive soil and as an aid to classifying
the fine fraction of mixed soil.
limits)
limit
Cone penetration
BS 1377, Ii08]
BS 1377
BS 1377
Linear sbrinkage
Specific gavity
Soil
classificahion
tests
BS 1377
Particle size
distribution
(a)
(b)
Ar
altemative method
cohesive soil
of determining the Iiquid limit of
Used in conjunction with other tests, such as sedimentation
and consolidation. Values commonly range between 2.55
aad2.75, and a more accurate value is required for air voids
determination. Only occasional checks are needed for most
British soil for r+tich a value of 2-65 15 455s6sd tmless
experience of similar sofu shows otherwise. However,
determination of specific Savity may be necessary where
spoil heap material is concerned, and the test is uormaUy
required where soils have come from sites overseasSieving methods give the grading of soil coarser than siltThe proportion passing the finest sieve represeuts the
combined silUclay fraction. The relative proportions
sieveing
sedimeatation
silt and clay can outy be
deterrnined
by
of
means of
sedimentafion
BS 1377
BS t924
Organic matter
tests which should be carried out when there is a real
need for rhis informafion
Detecs the presence of organic matter able to interfere
with the hydration of Portland cement in soil
:
cemeut
pastes.
Sulphate content
of
BS 1377
soil and ground water
Soil
chemical
pH value
BS 1377
Carbonate content
t87)
Chloride content
BS
tests
The tests assess the aggressiveness of soil or ground water
to
Buried concrete. (See remarks on test for Ph value')
To measwe the acidity or alkal.inity of the soil or water
it is usually carried out in conjunction with sulphate content
tests. This test and the one above should be pedormed as
soon as possible after the sq4ples have been taken.
Reference describes method using the Collins' calcimeter'
Useful for estimatilg the chalk content ofsoils.
1881
Part 6
Dry densily of
BS t377
Measwes the mass of soiids per tmit volfme of soil. Most of
these tests are used to establish the dry density ofsoil, either
naturaliy occurring or compacted f,rll, to which direct access
may be obtained. Some, however can be applied to samples
obtained from depth, and these tests are used when the
density of the soil is required i-u conjunction with other tests
BS 1377
This test indicates the degree of compaction that can be
soil on site
Soil
compaction
tests
Dry densiry,'
moisture content
achieved at different moisture contents.
Table 4 . Schedule of laboratory, tests on soil (continued)
Categorl,
of test
Soil
cornpaction
Name of test
Where details
can be found
Remarks
Relative densiry of
cohesionless soil
[10e]
Methods for determining the maximum dry density of the soil
other than those given in the ASTM are currently in use in the
UK. One such method is the use of the vibrating hammer
method, specified in BS 1377. This and other altematives are
valid
the method used is clearl stated.
tests
BS r377,
Pavement
design tests
California bearing
Ratio (CBR)
til Ij
TRRL frost heave test
BS 1377
[1 10,1 12]
rneasuremetrt
of pore water
pressure
(c)
(d)
consolidated
undrailred
consolidated
This is aa empirical test used in conjunction with the design of
flexible pavements. The test can be made either in situ, see 29.4
, or in the laboratory
.
A
laboratory test used to deternrine the susceptibility to frost
heave ofa
of
soil.
Triaxial compression:
(a) undrained
(b) undrabed with
[10]
[110,112]
By far the most commonly used of these tests is the standard
urdiained test. There is a large amormt of experience in irs use
and many partly empirical methods are available to utilize the
parameters so obtained in the desip of foundations and other
sub-structures. J[s lemaining tests also have their own uses
which will be found fi.rily described in the references quoted.
The test are nonnally carried out on nominal 100 mm or 40 mm
diameter specimens, as appropriate.
lr
r0,1 121
mdrained with
measurement
ofpore water
pressure
(e)
(t)
cousolidated
drained
multi
-
fiaxial
(g)
stage
test
free and test
Ir 10,1 12]
[l
1
10,1 13
14,1 151
[1 16,1 17]
Several techniques have been used for both drained and
urdrained tests, detafu of which wiil will be found in the
references. The test is useful where there is a shortage of
specimens, and its mrin use is with 100 mm nominal diameter
specfulens, onJy one of which can be prepared from each
sampling tube.
Soil
strength
tests
Unconfiaed
compressive strength
Laboratory vane shear
Direct shear box :
(a) immediate
(b) consolidated
immediate
(c) drained
The me of lubricated end platens in the free and test lead to
improved uniformily of skess and deformation in all fpes of
tiaxial test. It also enables to be reduced to 1: l,thus enabling
several 100 mm diameter specimens to be cut from each
staudard sampling tube,which is useful ehen a limited number of
mdisturbed
les are available
This simple
is rapid substitude for the Lmdrained kiaxial
test although it is suitable only for saturated non-fissured
cohesive soil
For soft clay , an alternarive to uadrained triaxial test where the
prepafation of the specimen sometimes has aa adverse effect on
the measured
of the soil.
In the measurement of the shearing resistance of soil, these tests
are an alternative to t-iaxial tests,although the latter haye now
largely superseded them.one of their man disadvautages is that
drainage conditions cannot so easily be controlled. Another is
that the plane of shear is predetermined by the nature of the test.
One of their advantages is that specimens of non cohesive soil
can be more readiiy prepared than in the triaxial test. The small
60 mm square shear box is sorted only to soil containing
particies not larger than will pass a 3.35 mm sieve somplying
r+'ith the requirements of BS 4l0.For coarser soils,the large 305
mm square box [105] should be used. This is suitabie for soil ali
of whose particles will pass a 31 .5 mm sieve complying with the
ofBS 410
Table 5 . Schedule of laborator;'tests on rock
Categor-v of
test
Remarks
Name of test
Where details
can be found
Saturation moisture
content (alteration
index)
BuIk density
Moisture content
BS 812 :PartZ,
[128]
112e)
These tests give some indication of propercies such as
compressive strength,modulus of elasticiry,seismic wave
velocity resistance to weathering and degree of weatheriag.
0301
[131]
Porosiry'
D^^1AULfr
Thin section
Useful to identify rock rype, degree of weathering and gives an
Ir32]
indication of stess history. Modai analysis by point counting
claasification
of thin sections may glye some
tests
Dyaamic
tests
Slake -durabiJity
lr33l
Carbonate contetrt
BS 188I : Part
Swelling test
[134]
Seismic velocity
Dy'namic modulus
Point Ioad test
Ii38]
Uniaxial
u3el
[135]
1136,1371
compression
lndirect tensile
tl40]
guidance as
to
the
machineability of rock 1126,127l
Useful quality index for testi-ng clay-bearing rocks proposed
for consfuction materials.
6
Reference descn-bes method using Collins' calcimeter. Useful
for the identification of challg calcereous mudrocks.
Gives some indication of moisture sensitivity of rock and
possible ranges of induced pressures on h:urel linings
Resulls may sometimes be useful in extrapolating laboratory
and field tests to rock mass behaviour
Quick and cheap laboratory and field indicator strength test.
Useful aid to core logging.
Generally yieid data on the test material on-ly. Its value is
Iimited to giving and indication of the upper limit value.
The lensth to diameter ratio of 2: I is a minimum fql ,y!*qg*.
See remarks on unaxial compression tesl
strenglh
Rock
skength tests
tesfdiamet"al
compression
Ii41]
Brazilian test
Triaxiai compression
(a) undrained
u42,r43,
(b) undrained with
r44)
measurement of [145,146]
Specimeu size limited by stenglh. It may be possible to
include one or more discontinuities in the specimen- Where
intact test specimens axe tested , upper skength limits are
obtaiued.
pore water
pressure
Direct shear box
I
i .+7, I48]
Rock
strength tests
Rock
deformation
tests
Static elastic
modulus
[137,149]
for study of friction on
residual shear strength.
also
cover
References
discontinuities.
\Vhere joints 'are fllled with gouge, the properties of the
combined gouge joint should be derermined under conditions
closely simulating those existing in situ.
Absence of represeutative discountinuities in the specimen
would load to faisely high values of modulus of elasticity.
Specirnen disturbance 6a6 rrnsuitable testing techniques wouid
Of
considerable importance
lead to falsely low values. Effects
elsewhere [150].
of
size are
discussed
CATEGORIES OF TEST
Triaxial compression test for-the determination to the shear strength properties of soil can be
divided into three main categories.
1)
Quick - Undrained (QU) tests in wtiph no attempt is made to measure pore pressure and only
total stresses are considered.
2)
Undrained tests in which no drainage is permitted during the application of the deviator stress
Thre e is no dissipation of excess pore pressure , which varies during the test and is measured.
3)
Drained tests,
in which drainage is'permitted and measured , and no
excess pore pressure
develops during the application of the deviator stess.
Trioxial Test
a)
without pore pressure measurement.
by allowing no drainage dwing the application of confining pressure either prior to or during
axiai compression. This is refer as an
Unconsolidated - undrained ( u u ) Test
Tri^sxial
b)
Txt
without pore pressure measurement
By allowing drainage to consolidated the sample after the confining pressure and then preventing
further drainage duri.::g compression- Which is applied slowly enough to enabie pre pressure tp
equalize so that they can be measured vrith reasonable accuracy. This is the
Consolidated - (Jndrained ( CW )
c) DRAIr\{AGE TEST
are carried out by co-nsolidating the sample under the confining
pressure and allowing further drainage during the compression
stage-
,
Long time periods are need.ed with soilJ of low penneability to
allow for consolidation and dissipation ofexcess pore pressure
developed during compression,
The drailage conditions relating to these Test are summarised
In this volume the CU and CD Tests on Sturated soils are treated as
Basis
This is the
" Consolid{tted-Drained
(CD)
Test " Effective Stress
TEST 7371 : PART 8:1990
UI\CONLIDATED UNDRAINED TRIAXIAL TEST
8.i GENERAL
B.
Test specimens for unconsolidated uncirained triaxial test were 38mm, 5Omm and 75mm
Diameter in height trimmed from thin-wailed undisturbed samples. After trimming, the weight
and dimensions of the specimen were, measured. The specimen was then set up on the pedestal of
a triaxial ceIl and enciosed in double rubbu membrances.
A
predetermined value of cell pressure, usuaily equal to the total overbudden pressure of the
sample, was applied to the specimen tbrough a constant pressue coiurm system. The specimen
was then shaered under undrained condition by increasing tfte ver'cical load under as constant rate
of deformation of 0.005 run/min.
A-fter the shearing process was completed process was completed, the inclination of the failure
pla:re and the mode of failure were recorded. The entire specimen was then taken for
etermi:ration of moisture content after testing.
F,51371
;PART7:1990
DIRECT SHEAR 1][ST
Test specimens for direct shear tests were 60 mm in height trimmed form thin-walled tube
samples. A sufficient amount of the sample was collected form the trimmings for moisture
content determination of the test spe'cimen before testing. The trimmed specimen was then set up
in the shear box. After the specimerr w'?s serup, are detennined, consolidation pressure was
applied and '.he shear box was filled lvith water- Vertical disolacement was recorded during the
stage of consolidation.
During shearing, the horizontal displacement, vertical displacement and shearing resistance were
recorded. The strain rate used for the shear test wzu 0.005 mm/min when the shearing process
was completeC , the entire specimen was taken for moisture content determination-
7.
LTIILLXL{L COIVIPRESSION TEST
7-1 GEh|ERAI,
il
Specimens of 38mm
diameter atdT} mm in height were used for the deterrnination of unaxial
compressive strength- The circumferences of every specimens were measured at the top center
,
arld bottcm to deterrnile the speciraen area Both the height ald the weight of the specimen rvere
carefully measured- The strain rate used 0.05r*-rm . The applied load was measured from a load
cell, anci axiai load was measured from a dial gage. The maximum axial load causing failure *,as
ta-ken as the unaxial compressive strength of the qpecimen. Area correction was taken into
account in the computation of compressive strength.
,.".,F
GEOSOIL ENGIHEERING
BS 1377: P
AlRfs:E@.
MET}]ODS
(Company No. . 001 700963-K)
-._ - -
DETERMINATION
- OF THE ONE-DIMENSIONAL CONSOLIDATiON PROPERTIES
3.1 GE].{ERAL
3.
The standard oedometer consolidation test for satured clay is the main feature of
this chapter. Characteristics of both normally consolidated . and over consolidated clay are
procedure,
described. Analysis ofdata from tests on clays is presented as a standard conventional
procedure
test
Special
variations on which are described for applications to tests on silty soils.
and for
are described separately for soils liaving a swelling potential, for partially satured soiis
included.
are
cell
peat's. Tests for the direct measurementbf permeability in the consolidation
3.1 .1
.
As with other load testing devices, calibration of the consolidation loading frame is important
procedure.
and this is covered together w.ith other practical aspects of the apparatus and testing
3.1.2. PURPOSE
determination of the consolidation
characteristics of soils of low permeability. The two parameters norrnally required are:
( 1 ) The compressibility of the soil expressed in terms of the coefficient of volume
comprerribltity; aiso knoun as modulas 6f v6|rrme change (NIu), which is a measure of
the amount by u'hich the soil will compress when loaded and allowed to consolidate.
( 2 ) The time related. parameter expressed in terms of the coefficii:nts of consolidation
which indicates the rate of compression and hence the time-periosd over which
The oedometer consolidation test
is
used
for the
consolidation settlement will take place-
3.1.3. COMPRESSIBILruY
structural foundation, is placed on the ground, some
Whenever a load, such as that due to a -the
applied pressure is well within the safe bearing
degreb of Settlement wiil occur even if
capacity of the soil. The Iimitation of settlements to q'ithin toierable limits is sometime of greater
signiflcance in for:ndation design than limitation imposed by bearing capacity requirement
, '
derived form shear st'ength.
3.7.4 TIME EFFECTS
Settlements in sands and gravel's take place in a short time , usuaily as construction proceeds,
and these rarely cause major problems. But in clay soi1s, because of their low permeability,
settlement can take place over much longer periods months, year, decades, even cenfuries, after
completion of consiruction. Estimate of the rate of settlement and of the time within which
settJement will be virtually complete, are therLfore,rmportant factors in foundation design-
GEOSOIL ENGIilEERIHG
_rE
-_
-rlrr
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--.
-]-ET o D oF STATE --E-ilT-f
-_
LABORATORY CALI
M
M
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o
(Company No. : 001 700963-K)
r
BEARING RATIO TEST
The Laboratory CBR Test shall be carried out on Backfill Sample
to find out the sample is Suitable or Unsuitable for Backfilling.
2
a)
d
!)
1
a)
4
b)
Test in Accordance
( BS 1377: Part 4 : 1990,.Clause 3 )
Determination of the dry density/ Moisture content relationship.
Moisture content and maximum dry density
Determination of the dry density / moisture content relatioship
This test covers the determination of the mass of dry soil per cubic metre
when the soil is compacted in a speified manner over a range of moisture
content including that giving the maximum mass of dry soil per cubic ,metre
ln this test a 2.5 kg Rammer or 4.5 kg is used for compacting the sample
( BS 1377 : Part 4 : 1990, Clause 7 )
Determination of the California Bearinq Ration Test ( CBR )
Sample shall be compacted to the Optimum Moisture content
and maximum dry density obtained from the compacted sample.
This method covers the determination of the California Bearing Ratio( CBR
of soil, which is obtained by measuring the relationship between force and
penetration when a cylindrical plunger of cross - sectional area 1935 sqm
is made to penetrate the soil at given rate.
At any value of penetration the ratio of the force to a standard force is
definc-:d as the Califirnia Bearing Ratio ( CBR )
CBR Top and Bottom shall be carried out for 4 Days ( 96 hrs. )
of Backfill Sample ( CBR Value shall not less then 5 %
5
Soaked
a)
The results
6
a)
A load
7
a)
b)
I
)
Seatinq Plunqer
of 4.5 Kg,surcharge weights is used to seat the plunger on the surface of the
soil,the load and the penetration gauges for measunng are set to zero.
Aoplication of load
Start the test so that the plunger penetrates the soil or crusher-run to a uniform rate of
'1 . 2 mm per minute.
Record the force measurement rn kN at the intervel of penetratton of 0.25 mm, to a total
penetration not excedding 8.00 mm
a)
Test Result
Load / penetration curve. The reading of load are plotted against the penetration rn mm
The CBR Vaiue is given in Percentage at 2.5 mm and 5.00 mm penetration
I
Calulation of C.B.R.
9
Note
Note
: for Unsoaked CBR
: for soaked CBR.
x Proving Ring constant 0.033 kN / cjiv
x Proving Ring constant 0.008 kN / div
tlrL_=lr-
.--(
'- - -
Ir--
-Ira-
GEOSOIL ENGIHEERIHG
(Company
No'
001700963-K)
r
-II
-.
METHOD OF STATEMENT for
LABORATORY CALIFORNIA BEARING RATION TEST
1
2
a)
a
b
3
a)
4
b)
5
a)
The Laboratory CBR Test shall be carried out on Backfill Sample
to find out the sample is Suitable or Unsuitable for Bacfiling.
Test in A.ccordance
( BS L377 : Part 4 : 1990, Clause 3 )
Determination of the dry density/ Moisture content relationship.
Moisture content and maximum dry density
Determine of the dry density / moisture content relationship
This test covers the determination of the mass of dry soil per cubic metre
when the soil is compacted in a specified manner over a range of moisture
content includlng that giving the maximum mass of dry soil per cubic , metre
In this test a 2.5 kg Rammer or 4.5 kg is used for compacting the sample
( BS t377 : Part 4 : L99O, Clause 7 )
Determination of the California Bearing Ration Test ( CBR )
This method covers the determination of the Glifornia Bearing Ratio (cBR)
of soil , which is obtained by measuring the relationship bewveen force and
penetration when a rylindrical plunger of cross - sectlonal area 1935 sqm
is made to penetrate the soil at given rate.
At any value of penetration the ratio of lhe force to a standard force is
defined as the California Bearing Ratio ( CBR )
Sokaed CBR Top and Bottom shall be carried outfor 4 Days ( 96 hrs. )
During Soaking the swelling measurement shall be recorded.
6)
Seatinq Plunqer
a)
A load of 4'5 kg, surcharge weights is used to seat the plunger on the surface of the
soil, the load and the penetration gauges for measuring are set to zero.
7)
Application of load
a)
Start the test so that the plunger penetrates the soil or crusher-run to a uniform rate of
1 mm per minute.
Record the force measurement in kN at the interval of penetration of 0.25 mm, to a total
Penetration not excedding 8.00 mm
8)
Test Result
a)
Load / penetration curve. The reading of load are plotted against the penetraLron in mm
The CBR Value is given in Percentage at 2.5 mm and 5.00 mm penetration
9)
Calculation of C.B.R
a)
Penetration reading at 2.50 mm =
Penetration reading at 5.00 mm =
b)
Force
Force
167
x proving Ring constant 0.008 kN / div
2BB x proving Ring constant 0.008 kN i div
( kN ) at 2.50 mm = 7.34 I t3.Z = 10.1 %
( kN ) at 5.00mm = 2.30 I 2O.O = 71.6 o/a
Penetration
(mm)
2.5
5.0
Force
( kN)
Standard Force
kN)
(%)
7.34
2.30
13.2
10.1
11.6
(
20.0
CBR Value
10)
Reportinq of results.
a)
b)
Where the results are within 10
Where the results are above 10
11)
a)
4 Days ( Soaked CBRValue )
The results of Backfill sample ( cBR value shalt not less than s oh
)
o/o
o/o
the mean ratio, the results shall be averaged
the Maximurn value shall be recorded.
GEOSOTI. EHGIHEERTHG
r--
u--
-E--
(Company No. : 001700963-K)
-- --E
f!L--
--
METHOD OF STATEMENT
( ]NSITU CALFORNIA BEARING RATIO TEST
The In
-
)
situ California Bearing Test were carried in accordance
BS t377 : Part
: 1990. Clausei 4.3.7
Scooe
This method covers the determinations of the California Bearing Ratio (CBR) of a soil tested in situ. with a
selected overburden pressure, by using a rylindrical plunger ( Cross - Sectional area sq cm ) to penetrate the
Soil or crushed rock ( Crushed run ) compacted at the site.
Test Procedures
After the area has been well compacted and ready to test, the Lorry is reserved with the required Load.
The CBR Jack is fitted to the brackeG at the back of lorry, the calibrated Proving ring
Capacity ) is fitted to CBR Jack, with the plunger.
The plunger is lower down so that is just about to touch the surface area to be tested.
( 40 kN ) ( 40 kN
Seating Plunger
A load of 4.5 kg, surcharge weights is used to seat the plunger on the surface of the soil, the load and
The penetration gauges for measuring area set to zero.
Application of load
Start the test so that the plunger penetrates the soil or crusher-run to a uniform rate of 1 ; 2 mm per
minute.
Record the force measurement in KN at the interval of penetration of 0.25mm, to a total penetration
not exceeding 8.00 mm.
Test Result
Load I penetration curve. The reading of load are plotted against the penetration in mm
The CBR Value is given in Percentage at 2.5 mm and 5.00 mm penetration.
Calculation of CBR
Penetration reading at 2.50 mm = 180 x Proving Ring constant 0.0381
KN / div
Penetration reading at 5.00 mm = 496 x Proving Ring constant 0.0381 KN
Force
Force
/ div
( KN) at 2,50 mm = !7.24 I 13.2 = 85.150/o
( KN) at 5.00 mm= 19.23 I 20.0 = 98.68%
Maximum CBR
Penetration
value shall be
Force
(mm)
(kN)
2.5
5.0
77.24
19.74
Passing
Standard Force
CBR Value
(KN)
( o/o)
t3,2
85.15
98.68
20.2
value for Roadbase not less then 80 o/o
_m
-- ---_IEI.EL
4
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GEASOIL ENGIfif EERTNG
E--'
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-
(Company No. : 001 700963-K)
Ir
-
METHOD OF STATEMENT
PREMIX CORING
1
One unit of Hakken SPM 12 V Diamond Core Machine
powered by a Yamaha 1.75 KW Ac Generator
was used for the coring of bituminous surface and
the hard - core material
A 100 mm diameter Hakken core Bit was used to performe
the coring.
2.
Coring was carried out up to the subsoil and core samples
extracted. Thickness of each Layer and the typed of material
were logged. Core samples extracted were then reinstated back
to its hole position-
GEOSAIL ENGITiEERING
--
(Company No. . 001700963-K)
=r-
\E7
-Er
-..'lr
-
METH OD OF SIATEMENT
STANDAD
1.
a)
)
: BS 1377 :Part 4 :
Mould.
Mould diameter :
Mould helght :
1990
(
Clause 3'4)
Compa
105.0 mm
'1 '15.5 mm
Contpacti' an Rammer ( 2.50 ko Ram
:
50.00 mm
300.0 mm
1000 Cubic Metre / cm3
Volume
or 4.50 kq rammer
Rammer diameter : 50.00 mm
Falling Height : 450 mm
a)
Rammer diameter
b)
Falling
c)
Compaction
.|
Determination of the drv densitv / Moisture content relatioship
a)
4.
a)
b)
c)
d)
Height :
Effort: 27 Blows 3 Layers
Compaction Effort
: 27 Blows 5 Layers
This test cover the determination of the mass of dry soil per cublc metre when the soil is compacted
ina specified manner over a range of moisture content, including that giving the maximum
mas of dry soil per cubic metre
ln this test a 2.5 kg Rammer falling through a height of 300 mm is used.
or In this test a 4.5 kg Rammer falling through a height of 450 mm is used'
Procdure
Soil not susceptible to crushing during compaction.
a 3 kg or 5 kg sample air dried soil passing the 20 mm bs test sieve. ( reported nearest 1 %)
The mould,with base plate atteched, shall be weighed to the nearest 1 g'
The moist soil shall compacted onto the mould with the extension atteched.
in three( 3 )or 5 layer of approxlmately equal mass, each layer being given 27 blows
from the rammer dropped from a height of 300 or 450 mm above the soil'
The blows shall be distributed uniformly over the surface of each layer,
The amount of soil used shall be sufficient to fill the mould
The compacted soil specimen shall be removed from the mould and placed on the large tray,
w,
a representive sample of the specimen shall be taken and its moisture
shall be determine.
same procdure as item
c, the sample shall compacted at different five moisture
optimum moisture content and maximum dry density
content
to obtained
occures , is within that ranges
5.
a)
Repoftinq of results.
The Expermintal points and the smooth curve drawn through them showing the relatlonship
b)
between moisture content and dry density shall be reported.
The dry density in Mg/m3 , corresponding to the maximum point on the moisture content /
dry densrty curve shall be reported as the maximum dry density to the nearest 0.01
c)
.IIT
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-
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B-4.E
GEOSOTI- EHGTNEERING
-
rrr}h..Ut.ilE[
TTL-
(compan1, No. : Ofi 7a0963-K)
--,EI
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METHOD OF STA TEIVTEN T ( Field
( Small Pouring cylinder )
Part
DAD
Test
)
9
the dry density of soil on the site.
Sand reolacement method suitable method suitable forfine,
and medium - arained soits ( smal! pourinq cvlinder method )
This method covers the determination in situ of the dry density
( mass of dry soil per cubic metre ) of natural or compacted fine - and medium grained soils for which a 1 15 mm diameter sand - pouring cyiinder is used.
Determination of
a)
b)
c)
d)
2.
a)
b)
c
)
d)
Determination of the mass of sand in the ccne of pouring cylinder
Determination of the bulk density of
( ps
Mgim Cu.metre
The internal volume
v in cm cu.
of the calibrating container shall be
determined from the mass of water required to fill the container.
sand
,
Procedure
Metre
Measurment of
)
soil densifu
A flat area, approx. 450 mm square, of the soir tested shair be exposed
and trimmed down to a level surface, preferably with the aid the scraper tool.
The metal tray shall be laid on the prepared surface of the hole over the portion of the
soil to be tested. 100 mm diameter hole and the depth of layer to be tested
upto a maximum of 150 mm shall beexcavated inthe soil.
No loose material shall be left in the hole and the immediate surround to the hole
shall not be disturbed.
The pouring cylinder, fllled to the constant mass, shall be placed so that bass of
the cylinder covers the hole concentricall, The shutter on the pourrng shall be
closed during this operation. The shutter shall the be opened and sand allowed
to run out. The Pouring cylinder and the surrounding area shall not be vibrated
during this period. when no further movement of the sand takes place
the shutter shall be closed. The cylrnder shall be removed and weighed to the
nearest 1 gm.
e)
f)
s)
h)
soil,
The bulk density of the
p in Mg/m cu. Metre. shallbe claculated.
The mositure content shall be determined from the exvated from the hole.
Standard or Modified compaction shall be compacted to optained
optimum moisture content and maximum dry densrty
Degree of compaction at site shall calculated from the result from following
;Dry Density of the compaction at the over Dry Density of laboratory compaction
i)
The Value is given
a
Material
The Replacment SAND
The replacment sand shall be a clean SAND and oven dry which provide a
bulk density that is reasonably consistent.
The grading of the sand shall be such that 100 % passes a 600 micron test sieves
and 100 % is retained on a 63 micron test sieve.
a)
ino/o
_
---
EET-
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I-
GEASOIL ENGTNEERING
-t-EL-r!
t--ry
-
-E
(Company No. : 001700963-K)
E
-
-._+
METHA D OF STA TEMENT (Fi eld Densitv Test
( Pcore cutter method )
STANDAD
: BS 1377
Part
I :
1990
1.
Determination of
a)
Core -
b)
This method covers the determination in situ of the dry density
( mass of dry soil per cubic metre ) of natural or compacted soil in- situ.
c)
A cyliderical steel core - cutter, '1 30 mm long and 100 mm internal diameter,
with a wall thickness of 3 mm bevelled at one end, of the type illustrated in fig 30'
V in cm Cu. Metre of the calibrating container shall be
The internal volume
determined from the mass of water required to fill the container,
d)
2.
a)
)
the dry density of soil on the site
lk soils freee
arained and
method for
stones
,
Procedure
Measurment of
soil densitv
b)
A flat area, approx. 450 mm square, of the soil tested shall be exposed
and trimmed down to a level surface, preferably with the aid the scraper toolThe metal tray shall be laid on the prepared surface of the hole over the portion of the
sorl to be tested. 100 mm diameter hole and the depth of layer to be tested
up to a maximum of 150 mm shall be excavated in the sotl.
c)
No loose material shall be left in the hole and the immediate surround to the hole
d)
e)
f)
s)
h)
i)
J
d)
shall not be disturbed.
The pouring cylinder, filled to the constant mass, shall be placed so that bass of
the cylinder covers the hole concentricall, The shutter on the pourlng shall be
closed cjuring this operation. The shutter shall the be opened and sand allowed
to run out. The Pouring cylinder and the surrounding area shall not be vibrated
during this period. When no further movement of the sand takes place
the shutter shall be closed. The cylinder shall be removed and rveighed to the
nearest 1 gm,
soil,
P in Mg/m cu. Metre. shall be claculated.
The bulk clensity of the
The mositure content shall be determined from the exvated from the hole.
Standard or Modified compaction shall be compacted to optained
optimum moisture content and maximum dry density.
Degree of compaction at site shall calculated from the result from following :Dry Density of the compaction at the over Dry Density of laboratory compaction
The Value is given inTo
Material
The Replacment SAND
The replacment sand shall be a clean sAND and oven dry. which provide a
bulk density that is reasonably consistent.
The grading of the sand shall be such that 1 00 % passes a 600 micron test sieves
and 100 % is retained on a 63 micron test sieve.
COruTENT
( 5)
CERTIFICATE OF CALIBRATION
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MECHTECH BERVICES toolssosoe-D)
r;#*
47, JAi-AN JEJARUM 48, SEKSYEN 9
BANDAR BUKIT BERUNTUNG
NO.
48300 RAWANG
SEI.ANGOR DARUL EHSAN
TEL: 603-6021
123i
FAX I 603-6021 1233
o
CERTIFICATE OF CALTB
ISSUED BY
DATE OF ISSUE
CERTIFICATE NUMBER
A
: MECHTECH SERVICES
: 13 FEBRUARY 20i2
:
SAM
ROVED
ISSUE TO
GEOSOIL ENGINEERING
N0. A-G-12, JAIAN PJU r0/10G
SAUJANA DAMANSARA
47800 PE*IALING JAYA
SEIANGOR DARUL EHSAN
PERSON INCHARGE
MR BALAKRISHNAN
MANAGING DIREfTOR
JOB NUMBER
DATE OF CALIBRATION
t
MSl2010056
PAGElOF2PAGES
DEPARIMENT
;/)
; CS0018
: 11 FEBRUARY 2012
BHA
IGITATORY
A 1985
11 FEBRUARY 2013
CALIBRATION STICKER NO
REQUESTED CAL. DUE DATE
EOUIPMETIT DETAILS
MODEL
: DIAL GAUGE
:NL
: NL 7021
SERIAL NUMBER
r N/A
DESCRIPTION
MANUF''ACTURER
CALIBRATIO}I DETAILS
BASIS OF'TEST
UPON RECEIVING
UPON RETURNING
RELATED NUMBER
CAPACITY
: BS 1610 : PART I t 1992
: GOOD PHYSICAL CONDITION
I CALIBRATED
:
RESOLUTION
READABILITY
EITYIRONMEHTAL
:
C
:
;
J ?1339
12,7
mm
mm
0,002
0,002
rnrF
OND ITI OIq S
BEGIN END
TEMPERATURE : 24
REI-ATIVE HUMIDITY r 64
2+
64
.C
%R.H,
R.EFEREI{CE EOUIPME}IT DETAILS
WORKING PROCEDURE
EQUiPMENT USED
IDENTITY NUMBER
TRACEABILITY
ued with traceab rlity to recognised nation a1 standards and to the u nitg of meaau rem snt
national Etan d a rds Iab oratory Copyrrght of this cert ificate I6 own ed by rh e !6 su tn s lab aralory
other th an in fu t1 e,lc ept with th e p r10r written apP roval of th H ead of the IEB uing lab o ratory
certificat e is
C0rrebP o nd rng
ro d uc ed
]N HOUSE PROCEDURE WI2OOF"
DIAL GAUGE CALIBRATOR
MS 0010
NML SiRiM BERFTAD
at the
may not be
CERTTFNCATE GF C&ITERA?I+H
ISSUEI)
BY
r I\,{E(]HTECH SEFIIiICE;q
L,ATE DF ISSUE
DESCRIPTIO},tr
r 13 PEERUARY 201!
I DIAL GAUGE
CEFIT]F.ICATE
SER]AL
BER
}.IUIVI
},IUh{BER
IVI
S12U1O
T]
5
6
N1A
CALIBRATIOI{ RESULTS
LII\IEARITY
PAGE2OF2PAGES
CALIBRATION RANGE,
25
UNIT IN
mm
TLrRI'lED
DIVISOTJ
mm
TURN
u
I
0.Doo0
2
U.UIJUU
-0.0002
-ur 0005 0,0005 -o ooo/
3
-0,0006
4
-0 00118
-Ll,Li0O8
5
-0.0008
b
-!J,UUU9
-U.UUIU
-O.OOLI
7
-o.ooL1
I
0.00{_'}9
-o.riot3
-o.oot4
9
-0.0011
-0 0013
1U
-o.uol4
11
-0.01r15 o.0016 -o.oo15
t2
13
-0.01i16
14
-o o018
-0 0017
-0.0018
15
16
I7
t8
19
20
2L
22
23
24
25
-L't,0019
-o.DDt+
-0,00r5 -0.rx)r+ o.0014
-0 0015 fi rtnl 6
-0.0017 0.0017 -0,0016
0,0017 -0,0r118 -t),0u1
-0.0019
-0.0020
-0.0019
-0.0019
-0.0020
-0.0020
-0,0021
-o.0019
-o.0020
-0.0021
-0.oo22
-0.0022
-0.0023 -0.o023 0.0023
0,0025
0.0026
7
-0,0021
0.o022
L.r,OLr25
0 0025
0.0025
ll
flt^rtE
0,uLr2
r
-f\
-0.0023 -o,0024
0,0025 -0,0025
itatr4
II{G
AVE
REPEAT
Expernded
U -L]LIU9
-0,0005 -o,ouu6 0.0006
-0.0007 O,UUU+
0,0008
uncertaintl,r t 0,002
rnrn
Esiimatecl at a conficience 1evel olappro:rimately 959t with a coverage factor ol k = 2,16
The suitab ility of tire instrurnent for its intentied use.shor-rld b e detennined b a-sed on the user's
requrrement
b
fl,{#
Cl II
TTALIBRATED EY
hl.ltr,
r'71
li\/l\
a!,'_tfl
T
sta tt darl s
ogfl I( ed natlon
to
IB
IE ISBLI ed
t rac
rresp 0 rrdtrr g natlor al stan d ard s lab orat ary -,Dp yngh of his certificate
6! 'llt h th B p 11{ r ',,vr1tteri ap p ro, al of th
rep r,l d u c e,l ot h er h 'aIt 1n iu 1l
D
ADDD
Er
arr:
TORY
e unit t; of IIleasu rerIr ent reahs eil al
lng 1ab Drato ry and tri ay n ot
by th
g Iab orat 0 ry
u
1rr
h
e
la
oI
H ead
e
a
0'eRn ed
b
JL
CERTIFICATE OF CALTERATION
ISSUED BY
MECHTECH SER\4CES
DATE OF ISSUE
:
CERTIFICATE NUMBER
13 FEBRUARY 2012
COMPAM ADDRESS
MECIITECE BER|IIICES
:
MS1201
57
(ootosssoe-Dl
NO. 47 JAI.A,N JF^'AROM 4E} SEKSYEN 9
BANDAR BUIflT BERUNTUNG
48300 RAWANG
SELA}IGOR DARUL EI{SA}{
TEL:603 6027
1237
FAX:6O3 602l L233
tEa
PAGE 1 OF
ISSUE TO
GEOSOL ENGINEERING
NO. A-G-12, JALAN
Pru IO/IOG
SAUJANADAMANSARA
47800 PETALINGJAYA
,n\
r-t-\
SELANGORD.ARUL EHSAN
)$)
e/
PERSON INCHARGE
DEPARTMENT
MR BALAKRISHNAN
MANAGING DIRECTOR
JOB NUMBER
cs0018
CALIBR{TION STICIGR NO.
DATE OF CALIBRATION
11 FEBRUARY 2012
REQUESTED CAI. DUE
r
:
A 19E6
DAIE: 11 FEBRUARY
to 13
EPIIIPMEilT DETAII.S
DESCRIPTION
MANUFACTURER
MODEL
SEzuAL NUMBER
: DIAL GAUGE
: BATY
: CLl
: N/A
REMARKS
N/A
RANGE
25
0.01
0.01
RESOLUTION
READABILITY
BEING
BS 907 : 1965
50 TURNED
24
TEMPERATURE i
GOOD WORKING CONDITION
62
RELATM HUMiDITY :
NO ADJUSTMENT MADE
REFEREI| CE EOUIPMETIT DETAILS
EQUIPMENT USED
IDENTITY NUMBER
TRACEABILITY
E1III
IIilIt
EIII'IROISUEIrTAL COilDITIONS
CALIBRATTOI{ DETAILS
BASIS OF TEST
CALIBRATION RANGE
EQUIPMENT CONDITION
REI,ATED NUMBER
DiAL GAUGE CALIBRATOR
MS OOIE
SAMM ACCREDITED I.ABORATORY
Thrs cerhficate rs rssued with traceabrlit5r to recognised natronal standards and to the urrits of
realised at the correspondirrg nalional standards laboratory. Copynght of this certificate is owned by
iaboratory and oot may be reproduced other than rn full except rith the prior written approval of the
24
62
o
C
YoR.H.
CERTIFIC.E.TE OF CALTBRATION
ISSUED BY
MECHTECH SERVICES
CATE OF ISSUE
13 FEBRUARY 2012
CERTIFICATE NUMBER
DESCRITflON
DIAL GAUGE
SEzuAL NUMBER
:
:
MS12010057
N/A
PAGE2OT3PAGES
CALIBRATIOII RESULTS
CALIBRATION RANGE
50
UNIT IN
Illm
DrvIsolt
o
10
TURNED
2A
TI'RIT
o
1
0.ooo0
2
3
-o.oo06
4
-o.ooo8
-0.0009
-0.ooo9
-o.oo10
5
6
7
8
9
10
I1
L2
13
t4
L6
16
t7
1A
t9
20
2l
22
23
24
25
50
60
30
40
COLLECTIOII READING M UI{IT -m
70
80
9()
0.0000 -0.0002
-o.ooo5 -0.ooo5 -o.ooo7
-o.oo09 -0.0009
-0.0009
-0.0010
-0.0012
-0.o011
-0.oo13
-0.0014
-0.0011
-0.0013
-0.oot4
-o.oo14
-0.00i5 -0.0014 -0.0014
-0.0015 -0.0016 -0.0015
-0.0015 -0.0016
-0.0017 -0.0017 -0.o016
-0.oo16
-0.0017 -0.0018 -o-oor7
-0.0018
-0.o019
-0.0017
-0.0020
-0-0019
-0.0o18
-0.0019
-o.oo19
-0.0020
-o.oo19
-0.oo20
-o.oo20
-0.0021
-0.0o21
-o.oo22
-o.oo22
-0.0o21
-0.0023
-0.0025 -0.0023 -o.oo24
-0.0023 -0.0023 -o.oo2s
-0.0025 -0.0025 -o-0025
-0.0025 -0.0025
-0.0025 -o.oo27 -o-oo26
-o.oo26
REPE,ATABILIIY:
Expanded uncertaint5r
AVERACE REAI'ITG
' t
O.O02ma
0.002 mm
Estimated at a confi.dence level of approximately 95Y" with a coverage factor of k = 2
Ttre suitabilitSr of tl.e instrument for its intended use,strould be determined based
##-
CAIIBRATED BY
NOR AZLI
This certificate is issued wit-h traceability to recognised nationa.l standards and to tJle units of measuremerlt reahsed
at the corresponding national standards laboratory. Copyright of this certjfrcate is owned by the issuing laboratory and
may not be reproduced other than rn full exept p'ith the prior wntten approlal of the Head of the rssui4g
CERTIFICATE OF CALTBRA?IO}I
ISSUED BY
MECHTECH SER\,']CES
DATE OF ISSUE
13 FEBRUARY 2012
CERTIFICATE NUMBER
MSl
DESCRIPI]ON
DIAI GAUGE
SERiAL NUMBER
NIA
10057
CALIBRATION RESULTS
LtrTEARITY
CALIBRATION RANGE
50
UNIT IN
tllm
DwISO$
o
10
T1'Rfi
2t;
27
2A
29
30
31
32
33
34
35
36
-o.oo27
TURNED
20
30
40
50
60
COLLECTIOII RtAIr[{G II{ UHIT --
70
ao
90
-0.oo27
-0.0028
-0.o029
-0.0029
-0.0028
-0.oo29
-0.0030
-0.0031
-o.oo27
-o.o028
-0.0029
-0.0o30
-0.oo30
-0.0030
-o.oa29
-o.oo29
-0.003
-0.0030 -0.0031 -0.0031
-0.0032 -o.0033
i
-0.o031
-0.0030 -0.0031
-0.001
-0.0033
37
-o-o032
-0.oo34 -0.oo34 -0.oo35
-0.0032
-o.0035
-0.0033
-0.0035
40
-0.0034
-o.oo36
41
-o.oo34
-o.o037
42
-0.o034
-o.oo37
43
-o.oo35
-0.o036
44
-o.0036
-0.0036
45
-o.oo36
-0.0032
46
-0.0o38
-0.0038
47
-0.0037 -0.0038 -0.0039
-0.0036 -0.0038 -o.oo37
4A
-0.0037
-0.0039 -0.0037 -0.0038
-o.oo37 -0.00I
49
-0.0o38
-0.0037 -0.0039 -0.0038
50
-o.oo39
-0.o039
REPEATAEILITY:
AVERAGE READII{G
O.(}02mm
38
39
Expanded ulcertaint5r
=
+ 0.002 mm
Estimated at a con-fidence level of approximately 95oh with a coverage factor of k = 2.
The suitabilif5r of tJle instrument for its intended use,should be determined bas,ed on
BY
NORAZLI
ertifiete is iesued with traeabfity to recognised nab.onal stmduds and to the units of
mnespondrng national stadrds labomtory. Copynght of this ertiEcate is omed by ttre
labmatory
not be reproduced othq thm m full except with ttre prior mtten approval of the Head of the rssuing
at
ray
lb
CERTIFICATE OT CALTBRATIOI{
:
ISSUED BY
MECHTECH SERVICES
DATE OF ISSUE
COMPANY ADDRESS
:
CEKIIFICATE NUMBER
13 FEBRUARY 2012
MECIITECH SERVICES
MS12010058
(oo13-5ssoe-Dt
NO. 47 JAIAN JE.'AROM 4B SEKSYEN 9
BAI{DAR BUIflT BERUNTUNG
48300 RAWANG
SELA}IGOR DARUL EHSA}I
TEL:603 6021
123I
FAX:603 6021 1233
PAGElOTSPAGES
ISSUE TO
GEOSOILEI'IGINEERING
JALANPru IO/IOG
NO. A-G-12,
SAUJANA DAMANSAXA
47800 PETALINGIAYA
SELANGORDARULEHSAN
PERSON INCHARGE
DEPA-RTMEI{T
MR BAI"AKRISHNAN
MANAGING DIRECTOR
JOB NUMBER
csool8
DATE OF CALIBRATION
11 FEBRUARY 2012
A I9E7
CALIBRATION STICI(ER NO.
REQUESTED CAI. DUE DATE
11 FEBRUA.RY 2013
EQUIPUET{T DEf,AILS
DESCzuPTION
DIAI GAUGE
REI"{TED NUMBER
MANUFACTURER
MODEL
SERIAI, NUMBER
10 JEWEI.S
RANGE
RESOLUTION
N/A
N/A
REMARKS
REFERET{CE EQ UIPMET{T
EQUIPMENT USED
IDENTITY NUMBER
TRACEABILITY
certifcafe
u rsuad
0.002
0.002
READABILITY
CALIBRATTOH DETAILS
BASIS OF TEST
CAIIBRATION RANGE
EQUIPMENT CONDITION
F 06607
L2.7
flrm
II}In
IIun
EIII'IRO TDIEIYTA.L CO I{DITIO I{S
BS 907: 1965
50 TURNED
NO AD.IUSTMENT MADE
D
BEING END
TEMPERAIURE : 24
REI,ATM HUMIDIT; 64
24
"C
64
%R.H.
ETAILS}
MS OO18
SAMM ACCREDITED LABORATOH
vith
frea^bility
to recognied
aatiorul
rtsodrds
rrd
to tbE unitr
of @Eur.'qt
realied
corespondirtg natronal stmdads laboratory. CopSright of ttris certGete is owned by the isuiog labmtor5r md
may not be reproduced other thm m full except with the prior rritten approval oI the Head of the isuirlg
tJ:e
CERTIFICATE OF CALIERATIOI{I
ISSUED BY
MECHTECH SER\,1CES
DATE OF ISSUE
13 FEBRUARY 2012
CERTIFICATE NUMBER
DESCRIPTION
DIAL GAUGE
SEzuAI NUMBER
MS
10058
:N/
PAGE 2 OF
PAGES
CALIBRATTOI$ RESULTS
LIlIEARITY
CA.LIBRAT]ON RANGE
50
UNIT IN
rlm
DwISOll
o
to
0.0000
0.0000
TI'RI{
o
I
0.0005
0.0008
0.0008
2
3
4
TURNED
tr
20
3()
4()
5()
70
COLLECIIOH READIIIG III UIIIT rm
0.ooo2
o.ooo4 0.o005
0.0005 o.0006 0.0007
0.0008 0.0008 0.0009
0.0009
0.ooo9
5
0.0009
0.00r0
6
7
0.0010
0.0012
o_0o12
o_oo12
0.0013
o.oo13
o.oo14
0.oo14
I
9
10
11
LZ
o.oo14
0.o014
0.oo15
0.00r6
14
0.0017
0.0017
0.0018
0.0019
0.0019
o.0020
0.0020
16
L7
l8
19
20
2t
0.0016
o.ool7
13
I5
0.0015
o-oo15
0.0017
0.0016
o.oo17
0 0008
o.oo14
o.oo15
o oo16
0.o024
o.oo25
o 0025
o.oo18
o.oo19
0.0020
0.o019
0.0019
0.o020
0.oo20
o.oo22
o.oo24
0.oo25
o.oo25
o.oo25
0.0025
o.oo25
o.oo27
AVERAGE
95o/o
0.0023
REAIIIIG =
O.(X)ilmm
with a coverage factor of k = 2.
The suitability of the instrument for its intended use,should be determined based on
s
o.0006
0.0007
0.oo21
Expanded uncertainty = f 0.O02 mm
Estimated at a con-fi.dence levei of approximately
CALIBRATED BY
MOHAMAD GHAZALI
90
o.oo2l
o.oo21
22
o.oo22
23
o.oo22 o.oo23
24
25
0.0026
REPEATABILITY:
0.oo14
ao
's
SUL
This cerlifrcate is rssued with traceabiiity to recogrrised national etandarde and to the units of
at the c.orrespond:ng national standards laboratory. Copyright of this certiEcate is owned by the issuiqg
may not be reproduced other than in full except rp'ith the prior wrLtten approval of tJ:e Head of the issuirrg
and
CERTTFICATE OF C^&LIBRAIrION
ISSUED BY
MECHTECH SER!'ICES
DATE OF ISSUE
13 FEBRUAR\'2012
CER]I'IFICATE NUMBER
MS12010058
DESCPJPTION
DIAL GAUGE
SEzuAL NUMBER
N/A
PAGESOFSPAGES
CALIBRATIO$ RESULTS
LIIIEABITY
CAIIBARTION RANGE
50
UNIT ]N
run
DrvIsolr
Tt Rtt
A6
27
2A
29
3(}
31
32
33
34
35
36
lo
o
0.0o30
38
39
0.0032
4()
0.oo33
41
0.0035
o.oo34
0.o035
N
50
60
70
EO
90
0.0028
0.0028
0.0029
o.oo29
0.0030
o.oo31
0.0031
0.0030
0.0031
0.0030
0.0031
0.0033
0.0031
0.0034
0.0034
0.0034
0.0030
0.oo36
o.0036
$
0.0037
47
0.0037 0.0037
48
0.0038
49
0.0039
50
0.0040
REPEATABILITY:
Expanded
ffiTmm
0_0029
0.0032
43
44
45
30
20
o.oo27
o.oo27
0.o028
0.0029
0.0030
o.oo30
0.0028
0.0028
:tt
42
TURNED
uncertainff =
0.0038
0.0038
0.00s9
0.0039
0.0039
0.0033
0.0033
0.0034
0.0035
0.oo36
0.0035
0.0035
0.0036
0.0037
0.0037
o.oo30 0.0031
0.0032
0.0032
0.0032
0.0037 0.0038 o.0039
0.0038
0.0039
0.0039
0.0040
AVERAGE RE,AI}IT{G
0.0038
O.(X)2mrn
0.002 mm
Estimated at a confidence level of approximat ely 95Yo with a coverage factor of k = 2 .76
The suita.bility of the instruaent for its intended use,should be determined
orr
BY
MOHAMAD GH,qZAIi
certi.Ecate is issued wittr traceabrlity to recognised natiorral standards and to the units of measurement realieed at
conespondilg oational standards laboratory, Copyrieht of this certifcate rs ocmed by t}le issuiog laboratory and may
be reproduced oftrer than in full except wjth the pnor written aDlrroval of the Head of the issuirrg laboratory,
1
CERTTE'ICATE OF CAI,IBRA?ION
ISSUED BY
MECHTECH SER!']CES
DATE OF ISSUE
13 FEBRUARY 2012
COMPAI.IY ADDRESS
CERTIFICATE NUMBER
MECHTECII
:
MS12O1
59
SERIIICES
(rx lssssoe-Dl
NO. 47 JAIA},I JEJAROM 4E} SEKSYEN 9
BANDAR BUIflT BERUNTUNG
48300 RAWAIIG
SELANGOR DARUL EHSAN
TEL:603 602l
l23l
FAX:603 602l L233
PAGE I. OT 3
iSSUE TO
GEOSOL ENGINEERING
JALAN Pru IO/IOG
SAUJANADAMANSARA
47800 PETALING JAYA
SELANGORDARUL EHSAN
NO. A-G-12,
PERSON INCHARGE
DEPARTMENT
MR BA].AIGISHNAN
MANAGING DIREC"TOR
JOB NUMBER
csoo18
DATE OF CALIBRATION
11 FEBRUARY 2012
CALIBRATION STICKER NO.
REQUESTED CAL. DUE DATI
A 1988
11 FEBRUART o13
EOUIP}IE'I{T DETAILS
DESCRIPTION
MAIYUFACTURDR
DIAI GAUGE
RELATED NUMBER
N/A
NL
MODEL
SERIAL NUMBER
NL-7021
RANGE
RESOLUTION
L2.7
0.01
J2I3LL
READABILIfi
0.0025
CALIBRATIOI{ DETAILS
BASIS OF TEST
CALIBRATION RANGE
EQUIPMENT CONDITION
REMARKS
EIIVIRO TTHEI{TAI, CO HDTrIO f, S
BS
907: 1965
TO
L2.7
rnrn
TEMPERATURE
NO AD.JUSTMENT MADE
RELATIVE HUMIDITY
O
BEING
:
:,
24
24
64
64
REFEREIICE EOUIP}IE.r{T DETAILS
EQUIPMENT USED
IDENTITY NUMBER
TRACEABILITY
DIA.L GAUGE CALIBRATOR
MS 0018
SAM M ACC REDITED LABORATOFY
Ttris certificate is issued wrth traceabfity to recognised national standards aad to tlre uaits of
reahsed at tJ:e corresponding nalional standards laboratory. Cop;a-rght of tlus certificate is owned by
laboratory and not may be reproduced other thm in full ez.cept nrth t.lle prior written approval of the
oc
!,/oR.H.
CERTIF'TCATE OF CALIERA?IG$I
ISSUED BY
MECHTE,CH SERVICES
CATE OF ISSUE
13 FEBRUARY 2012
CEMIFICATE NUMBER
DESCRlPIION
DlAi GAUGE
SERIA' NUMBER
:
:
MS 12010O59
J2131
1
PAGE2OF3PAGES
CATIERATIOFI R.ESULTS
CAIIBRATION RANGE
50
UNIT IN
IE-In
TURNED
o
lo
20
0.0000
0.0002
0.0005
0.0007
Drvlsor
TURfJ
70
ao
90
0.0007
0.0007
0.0011
0.0011
60
50
40
30
COLLPETION READING II{ UI{IT MfIx
o
I
a
0.0011
0.0012
0.0015
0.0017
4
5
6
7
0.0008
0_G011
0.0018
11
0.0019
t2
0.o016
0.o019
o.aa22
0.0023
0.0023
0.0024
0.0025
n nnoo
0.0030
0.0032
1A
ld
l5
l6
o1
0.0035
0.oo3s
o.oo37
0.0038
o.o037
o.0035
oo
0.0036
aa
o.oa37
L7
18
t9
20
0.0013
0.0017
o.o0i7
IG
0.0012
0.0012
0.0015
0.0017
0.0017
0.0018
0.0018
I
I
0.0028
0.0026
o.oo27
0.0028
o.oo22
0.0023
o.oo29
0.0029
0.o035
0.0036
0.o037
0.0028
0.0028
0.0029
o_0031
0.o034
0.o036
0.0036
I
o.o037
0.0036
0.0023
24
0.0038
25
REPEATAEIi.ITY I
Expanded
0.0005
0.0006
0.003s
0.0038
o.oa37
0.0038
0.0037
0.0038
AVERAGI READII{G
O.(X)2mrlr
uncertainty = + O.002 mm
Es'imated at a con-fi.deoce ievel of approximately 957o with a coverage factor of k= 2.L6
The suite.bility of tl.e instrumellt for its intenrle<I use.shoufd be determined based on ttre user's
I
AD E;1'
IIIOHA]\IAD GHAZALI
Thr
fi-,t--" ?':
is
irrasa on 11s
ma_1' ,1r,: he rir)rofi1
at '5e
D
SIGNATORY
d
traceabr):f - to recogaised natrcnal standards and to the units of measurement realised
owned by rJre lSSU1rig Iaboratory and
a'ronal :randa'ri Iaboraton, Copl-n1ht of tlus cerblicate
othef fh an 11 irr l1 e{cept imth the pfl or wntten approral of the Head of the lssurng
CERTIFICATE OF CALIBRATiOII
ISSUED tr\'
MBCHTECH SERVICES
DATE OF ISSUE
13 FEBRUARI'2012
CERT]F]CATE NUMBER
MS
DESCRIFrIION
DIA-L GAUGE
SERIAL NIJIUBER
J273
10059
1
CALIEftATIOFT FESULTS
LII{EARITY
CALIBRA'I]ON RANGE
sir
UiJiT IN
EIIT
DrvI50tr
10
G
'i'URNED
20
30
60
so
40
TURI{
70
90
ao
TEET
2A
29
31
s2
-0.003
0.0039
0,0040
0.0041
0.0039
0.0039
0.0041
0.oo4i
0
0
0.oo43
0
0.0043
39
40
I
o.oo42
0.oo43
a.oo44
o.
0
0.0043
0
0
.ao4
46
47
0.0047
0.
8
48
0.0048
o.oo47
49
o.0046
o
0.0049
0.
REFEATABILITY
I
AVERAGE READiHG
Expanded uncertainty = + 0.002 mm
Es 'imated at a confidence 1eve1 of approxioately 95o/o with a coverage factor
T?re
suitability of the instru-ment for its intended use,should be determined
?{-
O.OO2mm
of k = 2.16
ba-sed on
user'E
A ouJ
CALiBRATED BY
MOHAMAD GHAZALI
s certficate is rssued wth traceabrlity to recognrsed national standarris afld to the units of measurement
i}le conespondrng nauonal stanrlaCs labcratcr_,' Copy-nght oI thrs cer-.ificate is owned by tJle rssumg laboratory
oot be reprcducerl othel' rhan m full except q'rth the l\lfor wr'ltten appro'u-al of the Head of the rssuiig
RY
at
mav
CERTTFICAfE SF CALTBRATEOI{
ISSUED B1'
MECHTECH SER'v'ICES
DATE OF ISSUE
13 FEBRUAXf 2OI2
COMPAMADDRESS
qfib
CERfiFICATE NUMBER
UtCEftCE
AEXUICEA
:
Msl2OlOO63
l@rg535@D)
NO. 47 JALAN JEIAEOM 48 SEKSYEN 9
BANDAR BUKIT BEzuNTUNG
48300 RAWANG
SEI,ANGOR DARUL EHSAN
TEL:6O3 602l
L23l
FAX:603 6021
1233
PAGE
ISSUETO
:
1OT3
PAGEA
GEOSOIL ENGINEERI},IG
No. A{-12, IALiN Pru l0/10G
SAI'IANADAMANSARA
4?EOO PETALINGIAYA
SELANGB.DARTJLEHSAN
PERSON INCHARGE
DEPARTMET{T
:
:
SAIUSUL
MR. BAIAKRISHNAI.I
SIG[AT!ONIr
MANAGING DIRECI1OR
JOB NUMBER
csooI8
DATE OF CALIBRATION
11 FEBRUARY 2012
CAIIBRAIIONSfiCKERNOREQUESTED cAL. DUE DAII
: A 1989
: 11 FEBRUARY 2013
EOI'IPf,EiT DETAILA
DESCRIPTION
MAI{UFACTURER
MODEL
SERI,AL NUMBER
2050s
DIAL GAUGE
REIIITED NUMBER
MITUTOYO
RANGE
50
DCM 186
RESOLUfiON
o.ol
Ilrfi.
N/A
READABTUTY
0.0025
ElIl
mm
EITYIBOESI|'TAI, COTDNTO.trB
CAI,IERATIOT DEIAIIA
BS9O7: 1965
BASIS OFTEST
CAUBRAflON RANGE
50
TURNED
TEMPER#ruRE
GOOD WORI(ING CONI}ITION
REL#ITVE HUMIDITY
NOAD'USTME}IT MADE
EQUIPMEI{T CONDITION
REMARILS
BEING
t
:
24
64
END
o
24 c
64 xn.u.
REIDNSSCE EOUITreTT I'DTAEA
EQUIPMEI\M USED
IDENTITT NUMBER
TRACEABILITY
:
:
:
MS OOIS
SAMM ACCREDITED LABORATOFIY
llxis oertiicate ir ieeued Eith tmcrability to rcoogni!€-d nafioflsl rtrrdard! Ed to tlrc uaitr of Eernurcoeot
rcaliacd at the correspoodiag nafiorral standarde labatory. Cofyrieht of ttril certific*o l3 omced by ilariDt
of
laboratory md not MEII be reproduced other tbstr rn fuII except vith tb€ $1or rrittco aPP'rovd of tbr Heed
CERTIETCATE OE. CALISNATIOIS
ISSUED HT
MECHTEfH SEM/ICES
CATE OF ISSUE
13 FEBRUAR{ 2012
CERflFICAIE NUMBER
DESCRIPTION
DIAL GAUGE
SERIAL NUMBER
10063
N/A
CALIBRAfIOIY RISULTS
CALIBRATION RANGE
50
UNITIN
EIII
DIVIS'T
o
TURNED
80
10
TUro
&
t[}
60
IA
11
3
I
o,
EEPDATIBTIJ?I
lVEntOf EEADIIG = O.(XlIlas
:,
EpmdcdunocrtEirrty =
t
O.OO2ras
Estimsted at e comEdeocc level of ryroximately 95016 slth acovcrsgc ftctor of k
The eritability of the in*rtrment fc its intcrldcd ure,tfr.ouldbe detcroined based
BY
UOHAMAD GHAZAU
Thir certiEc*e ir icsued *ith
at the corrcrpmdiag nrfimd
Dqr Eot be rcproduccd othcd'
trace-ubrfity to Ercognied Ddioalt rtmdads and to thc uait! of Eeaar€orot r=alircd
rtudg:ds labordory, A-oWtiCi8 of this c.rtificdr ie mred by the iguiqg
rod
rhh in fi-rll exoapt rith the prir rrittco
of 6c HGad of tha irariag
CER?IFICATE OF CAI,IB P-ATION
ISSUED BY
IvIECHTECH SER\I'ICES
DATE OF ISSUE
13 FEBRUARY 2012
CEKTIFICATE NUMBER
:
MS12010O63
DESCRIPTION
DIAL GAUGE
SERIAI NUMBER
:
N/A
PAGESOT3PAGES
CALIBRATIOT{ RESULTS
LINIARITY
CAIIBRATION RANGE
50
UNIT IN
EIII].
DTYISOIIT
o
10
TURNED
2A
TURfl
26
27
zo
29
30
31
32
33
34
35
36
0.0026
o.oo27
o.oo27
0.0028
0.0028
0.oo29
38
39
40
0.0034
0.0030
o.oo32
0.0037
0.0036
0.oo3B
47
0.0038
0.0039
0.0040
0.0038
0.o039
o.oo40
0.0043
I
uncertainty =
t
0.0032
0.o033
0.0o34
0.0o34
0,0036
0.0036
0.0037
0.0038
0.0o38
0.oo39
0.0028
o.oo30
0.0030
9(}
0.o031
0.0039
0.0041
0.oo40
0.0041
o.o043
0.o040
0.0041
REPEATABILITY
80
0.oo31
0.0036
0.0036
0.0036
42
43
44
45
46
Expanded
o.oo29
0.o030
0.0035
4t
5G
o.oo29
0.o031
0.0034
70
0.0023
0.0023
o.oo24
0.0025
o.oo24
0.0025
0.0o26
0.oo26
0.oo29
0.0024
o.oo24
0.0025
0.0025
37
48
49
6(}
50
40
30
COLIrErgfi()N l(ltAlrlN(i lN UNrr mm
0.oo42 o.oo42
0.0043
AVERAGE READING
=
o.oo41
O.@2mm
0.OO2 mm
Es ;mated at a confidence 1eve1 of approximately 95"/o wittr a coverage factor of k = 2.16
The suita.bility of the instrument for its intended use,shoul<i be determ:ined based
R4iTED BY
MOHAMAD GHAZN-I
SIGNAI\ORY
certiJrcate rs issued with traceability to recognised oational standards md to the units of measurement realised at
the coresponding natiooal standards laboratory. Copyright of this cerb.Ecate rs owned by tJre issuiog laboratory md may
be repioduce-c1 other thm in full except with the pnor e'ntten approual of the Head of the rssuing laboratory'
_i.J
L_l_
+b
+L
q:,#*
If,ECHTECH EEItVICEB {o0lgsssoe-D}
NO, 47, JALAN JEJARUM 48, SEKSYEM
BANDAR EUK]T BEFUNTUNG
48300 RAWANG
SELANGOR DARUL EHSAh]
TEL: 603-6021
1231
FAX r 603-6021 1233
CERTIFICATE OF CALIBRAT,
TOCI
I6N
LODVuD
DVI
D
DATE OF ISSUE
CERTIFICATE ]iUlvlBER
IE
Ii{ECHTECH SERVICES
U
17 FEBRUARY 2012
MS1 20 1 0074
BHA
IG}IATORY
PAGElOT2PAGES
rddr rn
ti)irtJrr,
d^(,,
l
GEOSOIL ENGiI{EEFING
NO. A-G_12, JALA}I PJLI 1O/1DG
S}\UJANA DAIVIANSARA
4?8OO PETAL]NG JAYA
PERSON iNCHARGE
DEPARTh{ENT
IdR A tsAL,A,KR]SHNAN
[,{ANAGI}'IG DiRECTOR
JOB NUMBER
csO028
16 I,-EBRUARY 2012
DATE OF-CALIBRATJON
CALIBRAT]ON STICKER NO
A 15{ |8
16 FI }BRUARY 20I3
EQUIPIvIENT DETAILS
DESCRIPTlON
MANUFACTUFER
DIAL GAUGE
I\4ODEL
NiA
N/A
SER]AL NUT,IBER
V/YKEHAM FARRANCE
r BS 1610 r PART 1:1992
r GOOD PHYSICAL CONDITION
TEMPERATURE
: CALIBRATED
BELATIVE HUMIDITY
REFEREHCE EOUIEUIEHT DETAIL
WORKITiG PROCEDURE
EQUIPL{ENT LISED
IDENTITY I{UIVIBER
TRACEABILiTY
--l
N/t
mm
mm
mm
25
0.0 I
0,0 1.)
ENVIR,ONMEHTAL COHD I'I IOHS
CALIERATIOH DETAIL$
BASIS OF'' TEST
UPON RECEIViNG
UPON RETURN]NG
REI,ATED NUMBER
CAPACiTY
RESOLUTION
READABiLITY
BEG II,
END
64
65
q4
z"t
\/
%R,H,
S
IN HOUSE PROCEDURE WI2OOF
DIAL GALIGE CALIBRATOR
MS 0010
NML S]RIM BERHAD
This certificate is issrred with traceability to recognised national standards and to the units of measure ent realised
at the corresponding national standar,'le laboratory, Copyright of this certificate is owned by the issuing I ,oratory and m
not be reproduced other than in full except .with the prior written approval o[ the Head of the issuiog L oratory.
CERTTFTCATE OF CALIB RATION
ISSUED BY
MECHTECH SERVICES
DATE OF ISSUE
i7
DESCRIPTION
DIAL GAUGE
FEBRUARY 2OI2
CERTIFICATE NUMBER
MS12010074
SERIAL NUMBER
N/A
CALIBRATIGI{ RESULTS
LIITEARITY
PAGE2OF2PAGES
25 TURNED
CALIBFATION RANGE
mm
UNIT iN
'lt)
7A
ou
5U
30
40
COLLECTION BEAIJIIIG IIT UTYI-I' mm
(,
IU
I
0,0000
0.0002
3
0.ml2
4
0.oo15
0,0013
o.0015 o,oo15
0.0010
0.0013
0.our6
u.uJtb
t
0,0015
0,0013
0.0014
l(J
0.0014
0.0018
0.0019
0.0020
0.0016
11
0,0013
o.oo14 o.@15
0.0016 o.oor6 0.0017
13
0.0016
o.0016
14
o.ml7
15
L6
L7
0,0018
0.0020
o.0021
I9
o,@22
0.0024
DIVISOH
TURN
o
2
5
b
7
I
L2
It
n
2L
22
n
M
'J5
o.oo13
0.000s
0 ,0011
0,o012
0.0016 o.oo17 0.0016
0.0017
0.0017
0.0015 o.0016
o.0017
o.0018
0.ml9
0.0020
0.0021
o.ffi22
0.0025
o.0024
0.m25
o 0025
0.0026
0.002s 0.0025
o.0026 o.ffi27 o.m28
0.0030 o.0030
0.0028
0.m29 0.0ffi0 o.oo29
o.0030
o.oo30
TABILITY
o,ooo5 o.ooo5
o.0005
o.0008 o.oooa 0.001 0
90
EU
I
o.0033 o.0ffi2
A]/ERAGE
Expanded tincertainty t 0.002 mm
Esiimated at a confidence level of approximately 95% with a coverage factor of k = 2.16
The suitability of the instrument lor its intended use,should be determined based on the user's
requira:rent.
#ff
CALIBRATED BY
NOR AZLI
A
[\A
M
L
SIG
RY
un its of measurement realised at
Ean to t
to recognised natlon
15 rSSU
trac
corresponding national standards iab oratory. Copyright of this certificate is owned bv the issuing laboratory and mav not b
roduced other than ia ful1 scept with the prior -aritten approval of the Hesd of the issuiag laboratory
trIECH?ECH $EEYICE8 {oolasasoe-D]
ft*;
NO, +7, JALAN JEJARUM 48, SEKSYEN 9
BAI{DAR BUKIT BERUbITUNG
48300 RAWANG
iSELANGOR DARUL EHSAN
TEL ; 603-6021
723t
FAX; 603-6021 1233
CERTIFICA?E OF CALIB
ISSUED BY
DATE OF ISSUE
CERT]FiCATE NUMBER
H
I MECHTECH SERVICES
;
:
17 FEBRUARY 2012
it{S12010075
PAGElOF2PAGES
ORY
I
ISSUE TO
GEOSOIL ENGINEERING
N0. A-G-i2, JALAN PJU 10/10G
SAUJANA DA},{A]-{SARA
47800 PETALING JAYA
PERSO]{ TNCHAFGE
DEPARTI\.[ENT
MP A BALAKRISHNAI{
JOB I{UMBER
cs0028
16 FEBRUARY 2012
h{AIIAGING DIRECTOR
DATE OF CALIBRATION
CALIBRATiON STICKER NO
RDQUESTED CAL. DUE DATE
A 156
ARY
16
20i3
EOUIPMENT DETAILS
I DIAL GAUGE
I $/YKEHAM FARRANCE
: N/A
; N1A
DESCRiPTION
MANUF.ACTURER
I\,TODEL
SERIAL NUMBER
RELATED NUMBER
N/A
CAPACITY
25
0,01
0.00
RESOLUTION
READABILITY
CALIERATION DETAILS
REFERENCE
COT{D
r BS 1610 : PART
BAS]S OF TEST
UPON RECEiVING
UPON RETURNING
mm
mm
mm
:
;
l:1992
GoOD PHYSICAL CONDITION
TEMPERATURE
CALIBRATED
RELATIVE HUMIDITY
BEGiN
24
64
END
24
0c
6
o/oR.
5
H,
MENT DETAITS
WORKiNG PROCEDURE
EQUIPMENT USED
1}I HOUSE PROCEDURE V/I2OOF'
IDENTITY NLThiIBER
I\ilS 0010
TRACEABILITY
NML SIRIII,I BERHAD
Thtq terttiica.tt rs irysued ,"i!h tra.e ea.bilit' to recoelised na.tiooa,l nta-ncl-a-rel-r a.od tq the ,-lnits of mEa-El.lreln
realiredat the eorresponding national standards laboratory, Copyrieht of this certificate is ovrned by the issuins
ory and m
r:ot be reproduced other than in full ence.pt with the prior written approval of the Head of the issuing lab rat ory.
CERTIFICATE OF CATIE RATIOIS
BY
ISSUED
DATE oF
I MECHTECH SERVICES
ISSUE: 17 FEBRUARY 2012
DESCRIPT]ON
:
DIAL GAUGE
CEPTIF'ICATE NUMBER
MS1201007
SERIAL NUMBER
N/A
5
CALIERATIOI{ RESULTS
LIIEARITY
PAGE2OF2PAGES
CALIBRATIOH RANGE
25 TURNED
UNIT IN
mm
Dtclsoil
o
IO
TURil
0
7A
og
3g
4g
5g
OOf,f,ECTfCHEEtrIIYG IH UIIIT mm
z{)
I
o.oooo o.0003 0.0005
o.0@5 0.o@s o.ooo7'
3
o.oma
o.ooto
2
4
oNr
0,mo7
0.0010
o.0013
o.ml+
o.w1'/
7
0.mr7
0.0018
8
o.oo17
o,m19
o.m18
0.0020
0,0020
0.0020
0.0020 o.w22 o.0022
11
t2
I3
14
I5
I6
o.mE 0.m23
0.m23 o.m2+ 0.m23
0.0023 o,m24
o.oo23
o.m5
0.oo25
0.m29
o.offio
o.oo17 0.m28
o.0018
0.m32
o.ool9
o.m20
L'l
1t
0.oo33
0,002r
0.00G5
offi22
19
0.0038
0.002s
o,0026
0.0028
0.0029
n
2t
0.ffi7
0.offi
xt
0.0037
n
0.0G136
'5
o.ffi
o.oo29 0.0G2 0.0028
o,om9
0.ffi37 0.m38 o.0038
24.
o.oo39
0.0008
o.00io o.0005
o.0012
lo
9g
o,mos o.uj()s o,[xxJ
5
o
q
EO
0.0038
o.offi
o.m39 o.oo38 o.m3a
Expanded uncertainty t 0,002 mm
Estimated at a confidence lerel oI appr.oximately 95% with a coyerage factor
The suitel ility of the instrument for its intended use,should b e d
of k = 2,16
on the user's
requira'nent,
A
+htf
RIN
CALIBRATED BY
NOR AZLI
cate rs is rued
to recogniEed natronal
corr€sP ond rng n at ional st andards lab orat ory cop yright of th t5 certificate
rod uced oth er han 1n full except with h e P rlor wfltten aP,p roval of
APPR
to
eu
oEn ed by th
th e H ead of he
IE
SIGH TORY
measur€ment
at
e
EUrng Iab oratory and may n ot b e
lAEU
lng lab o rat ory
Ir
MECHTECH $ERIIICES {oolasosoe-Dl
{ff*
r{o, 47, JALAI\] JEJARUM 48, SEI(SYEN
I
BAI{DAR BUKIT BERUNTUNG
48300 RAVfANG
TEL: 603-6021
1231
FAX : 603-6021 1233
CER?IFICATE OF CALIB RATTOII
T OOT r rrr
Dl.r
,,JAALD
D I
nnEn
-rn IDDUIf
L,|fII D \JF
A
]'{ECHTECH SERVICES
17 FEBRUARY 2012
CERTIFI]CATE I,IUI'{ EER
: IvlSl2C
1
0076
PAGElOF2PAGES
ROVED
ISSUE TO
RY
GEOSOIL EhIG]NEERING
N0. A-G-12, JAL.AN PJU
1o/i0G
SAUJANA DAMANSARA
+7800 PETALING JAT-A
PERSON INCHARGE
DEPARTI',{ENT
I MR A BALAKRISHNAN
: h{ANAGING DIRECTOR
JOB NUMBER
DATE
OF''
csO028
16 FEBRUARY 2012
CALIBRATION
REQUESTED CAL, DUE DATE
A r567
Y 2013
16
EOUIPMETIT DETAILS
DESCRIPTION
MANUPACTURER
DIAL GAUGE
V/YKEHAM F'ARRANCE
MODEI.
NiA
SERIAL NUMBER
TT
/B
N/A
25
0,01
RESOLUTION
READABILITY
mm
mm
mm
0,002
EHVIRONMENTAL COND ITIO}
CALIBRATIOH DETAILS
BASIS OF TEST
UPON RECE]VING
UPON RETURNING
REI.ATED NUMBER
CAPACITY
l BS 1610: PART 7:7992
r GOOD PHYSICAL CONDITION
:
CAL]BRATED
S
B EGiN
TEMPERATURE
RELATIVE HUMIDITY
24
64
OC
6
%R.H
REFERE}ICE EOUIPMEI{T DETAILS
WORKING PROCEDURE
EQUIPMENT USED
iDENTITY NUMBER
TRACEABILITY
--l
IN HOUSE PROCEDURE WIzOOF
MS 0010
NML SIRIIVI BtrRHAD
This certificate is issued 'dth traceability to recognised national standards and to the units of measurem,
at the corresponding natronal standards laboratory. Copyright of this certficate is otrned by the issuing lab
not be reproduced other than in full encept with the prior written approval of the Head of the issuing lab
realised
ry and may
CERTIFICATE OF CALIE RATTOII
ISSUED BY
DATE OF ISSUE
bIECHTECH SERVICES
17 F'EBRUARY 2012
CERTIFICATE NUMBER
MS12010076
DESCRIPTION
DIAL GAUGE
SERIAL NUMBER
N1A
CALIBRATIOH RESULTS
LIHEARITY
PAGE2OT2PAGES
CALIBRATION RANGE
25 TURNED
UNIT IN
mm
(,
DIVISOH
IU
'Jl)
30
+o
TURil
'7{)
60
50
II{G IN UNIT mm
EO
90
(}
T
0.Gooo
o,oool o.ooo2
o,ooo3
o.ooo2
o,ooo4 0,000+
0.000s 0.0m4 0.0005
Z
3
4
5
o
7
I
0.ooos
0.ooo4
0,0004
u.txlu5
0.0006
o.ooo7
11
0.0009
u.w0/
0.0007
0.0006
0.0007
0.0008
o.offi
0.0009
L2
o.ooo8
0.0010
0.ooo9
0.oo09
o.oo10
0.oo11
o.oo10
o.oo10
14
o.oo12
1S
0.oo12
t6
0.0013
L7
0^0014
IE
0.0014
0.0015
0.oo1s
0.00i4
0.00I7
22
0.0016
0.oo17
73
o.oo18 o.oo17
20
2L
25
o.0012
o.wlz
0.mls
0.ml5
0.0016
0.o019
?/+,
0.0018
o.o019
I
0,0020 o.o019
o.0021
0,0020
o.oo22
0.0021
o.ffi22 o.oo23 0.0023
o.g)22
REPEATABILITY
o.m10 o,001r
o.oo10 0.oo1l
o.0010
o.0012
13
19
0.0006
o.ooo5 o.0006
0.000s
o.0006
0.mo7
9
10
0.ooo5
mG E.Eozmm
Expanded uncertainty t 0,002 mm
Eslimated at a confidence level of approximately 95% with a coverage factor of k = 2' 16
The suitab ility of the instrument for its intended use,should b e determined b ased on the user's
requiranent,
A
w
CALIBRATED BY
NOR AZLI
SI
ORY
measurement
s and to the
to recognised nat
This
lF lEEU
wlt
laborat ory and
e
issuing
by
th
owned
ificate
1S
cert
yright
of
his
orat
ory
cop
E
lab
he rresp o ndin n at ional stan d ard
aot b e reF ro d pced oth er h an ln full exc e? t wrt th P r10r writt en anp rovel of rh e H ead of he tf, cu 1S s l3b arat o ry
IkIECHTECH BERVICES {00135350e-D}
NU 4?, JAL,AN JEJARUM 48, SEKSYEN 9
BANDAR BUKIT BERUNTUI{G
48300 RAWANG
TEL: 603-6021
1231
FAX: 603-6021 1233
CER,?IF'ICATE OF CALIB
oH
A
[{ECHTECH SERVICES
17 FEBRUARY 2OL2
MS1 20 1 0077
ISSUED EY
DATE OF lSSUtr
CERTIFICATE NUMBER
ATORY
PAGElOF2PAGES
GEOSOIL ENGINEERING
N0, A-G-1?, JALAN PJU 10/i0G
ISSUE TO
SAUJATIA DAMANSARA
,T78OO PETALING JAYA
DEPARTIUENT
I MR A BALAKRISHI{AN
I MANAGING DIRECTOR
JOB NUMBER
r CS0028
PERSON INCHARGE
CALIBRATION STICKER
REQUESTED CAL' DUE
NO I A i566
DATE I 16 FE
:
16 FEBRUARY 2012
DESCRIPTION
MANUFACTURER
:
:
DIAL GAUGE
REIATED NUMBER
N/A
BATY
CAPACITY
MODEL
r N/A
25
0,0 r
SERIAL NUMBER
: N/A
DATE OF'' CALIBRATION
RY 2013
EOUIPMEHT DETAILS
RESOLUTION
READABILITY
mm
mm
mm
0,00
GALIERATION DETAILS
BASiS OF TEST
UPON RECEIVING
UPON RETURN]NG
: BS 1610 : PART I I 1992
: CALIBRATED
BEGiN
24
64
TEMPERATURE |
RELATIVE HUMIDITY :
END
24
65
"C
%R.H.
REFERENCE EOUIPh{E.I{T DETAILS
WORKING PROCEDURE
EQUIPMENT USED
IDENTITY NUI,,IBER
TRACEABiLITY
IN HOUSE PROCEDURE WI2OOF
MS 0010
NI\4L SIRIIv{ BERHAD
This certificate is issued with traceability to
realised
to the units of measurem
is owned by the issuing lab ratory and
the Head o[ the issuing lab
recognis ed national ttandards and
at the corresponding national standards laboratory. Cop yright of this cetficate
not be reproduced other than in full ecrceat with the prior writt en approval of
maY
CERTIFICATE GF CALIB RATIOTE
ISSUED BY
: MECHTECH SERVICES
DATE OF ISSUE 17 FEBRUARY 201?
CERTIF']CATE NUMBER
MSl 20 1 0077
DESCRIPTION
SER]AL NUMBER
N/A
DIAL GAUGE
CALIBRATIOH RESULTS
LIITEARITY
PAGE2OF2PTGES
CALIBRATIOI{ RAHGE
25 TURNED
UNIT I}[
mm
0
DIVISON
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o
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o.ooo3
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9
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0.m15
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19
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o.o021
72
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23
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o.ooo4
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0.0009
0.0010
0.0011
0.0012
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1
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o.0018
0.0018
o,0019
0.0019
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0.m12 0.0013 o.oo15
0.0015
0,0016
o.o016 o.o0Is
o.o015
0.0016
0.0017
0.0017
0.o018
0.0019
0.0019
o.o014 0,o015
o.oo17
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24
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EcTrortE-AD ING IN UHIT mm
0.0021
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REPEATABILITY:
o.w)22
o.oc22 o.oo2i.
o.@22
0.0023
0.oo23 O.ff)23
AIIERAGE READING O.OO2mm
Expanded uncertainty * 0,002 mm
Estimated at a confidence level of approximately 95Yo with a coyerage factor of k = 2,16
The suitability of the instrument for its intended use,should be determined based on the user's
requiranent.
ES
A =
$#4-
'tl +
CALIB-RATED BY
NOR AZLI
MS
APPR
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HARIN
ORY
tc at e 1E 166
traceab
to recogn ised
6an to
eun s
measurement realised at
hecorreeponding national standards laboratory. Copyright o[ this certifrcate is orryned by the issuins lahsratory and may
not te reproduced other than in futt ecept with the priot written approval of the Hrod of the isruiag laboratory
CERTIFICATE OF CALIB RATIOTS
ISSUED BY
DATE OF"ISSUE
DESCR]PTION
MECHTECH SERVICES
17 FEBRUARY 2012
12010078
CERTIF'ICATE NUMBER
N A
SERIAL NUMBER
DIAL GAUGE
CALIBRATION RESULTS
LIITEARITY
CALIBRATION RANGE
25 TURNED
UNJT iN
mm
DIYISOI{
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4.C022
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2:3
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o.001s
o.0016
25
REPEAT^qBILITY
Expanded
AIIERAGE nPnOtuE O.OO2mm
uncertainty t 0,002
mm
Estimated at a confidence level of approxima tely 95% with a coYerage lactor of k = 2. 1
The suitability ol the instrument lor its intenr ded use,should be determined based on th user's
requiranent,
A
r+6
9.l
MS
CALIBRATED BY
NOR AZLI
SI
mea6urem
and to e u
national
recogn
lab orato ry
the
rssulng
by
ed
own
e
ls
yright
c
ifrcat
of
15
ert
rh
c0 rresp 0n ding national stand ards lab orat ory cop
rod u ed oth er han 1n fu 1l e)(c@ wit h h e D rlof written arlD roval of th e H ead of th e 15 su lng lab oratory
This certificate is issued with t
o
to
N
RY
at the
may not be
+
-..t
lt
+h
MECHTECH SERIIICES
too13535oe-Dl
NO, 47, JALAN JEJARUM 48, SEKSYEI{ 9
BANDAR BUKIT BERUNTUNG
{:!5:P
48300 RAWANG
TEL: 603-6021
1231
FAX I 603-6021
i233
CERTIFICATE OF'CALIE
tClcir
lpvvbuTE,T1 Ev
DI
H
r IsIECHTECH SERVICES
DATE OF ]SSUE
CERTIF'ICATE NUMBER
: l7
:
FEBRUARY 2012
MS12010078
ATORY
PAGElOF2PAGES
GEOSOIL ENGINEERING
ISSUE TO
N0, A-G-12, JALAN PJU 10/1oG
SAUJANA DAMANSARA
47800 PETALING JAYA
PERSON INCHARGE
DEPARTIT{ENT
JOB NUMBER
DATD OF'' CALIBRATiON
MR A BALAKRISHNAN
[4ANAGING DIRECTOR
; CS00?8
: 16 FEBRUARY 2012
: A 1565
r 16 FEBRUARY 2013
EOUIPMET{T DEIAI-LS
DESCRIPTION
MANUFACTURER
MODEL
SERIAL NUMBER
: DIAL GAUGE
: BATY
: N/A
: N/A
UPON RECEIVING
UPON RETURNING
N/A
2s
RESOLUTION
READABILITY
0.01
EHVIROI{ MENTAL
GALTBRATION DETAILS
BAS1S OF TEST
REI-qTED NUMBER
CAPACITY
: BS i610 r PART L:1992
; CALIBRATED
0,002
C
mm
mm
mm
OHD ITION S
BEGIN END
TEMPERATURE
RELATIVE HUM]DITY
24 24
64 65
0C
o/oR,
H.
REFERENCE EOUIPMPHT DETAILS
WORKING PROCEDURE
EQUIPMENT USED
IDENTITY NUMBER
TRACEABILITY
IN HOUSE PROCEDURE WI2OOP
MS 0010
NML SIRIM BERHAD
istutd, ,rith tra.cra.bilrty tq r+cqgrired, ne.tiqre.l rtand.a.rrl-s a.nel, tq the ',lnlts qf lne?-Eure!1ier1t rea-liryed.
at the corresponding national standards \ahoratory Copyright of this certificate is owned hy the issuing laboratorv anri
may flot be re-oroduced oiher than in full excelt voith the prior voritten approval of the Head of the igsuing laboratory,
Thir
certrfrca.te
ir
T
m
S.U CTTRA
BINA
-
REUTTED WORKS
SOIL INVESTIGATION
Page No.
: 24 OF
Doc. Ref.:
Revision : 01
Issued : 15th May 2Ot2
METHOD STATEMENT
APPENDIXH
BOREHOLE LOCATIONS
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Page No.
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: 25 OF
Doc. Ref.:
PACKAGE 3D - TOLI PLAZA,
ADMINISTRATION BUILDTNGS &
REUTTED WORKS
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th M E 2ot2
SOIL INVESTIGATION
METHOD STATEMENT
APPENDIX
I
BTLL OF QUANTITIES FOR SOIL
II\WESTIGATION WORIG
25
PACKAGE 3D : TOLL PLAZA, ADMINISTRATION BUILDING AND
RELATED WORKS
B2 - BILLS OF QUANTITIES
BILL NO. 4.ltt)
- SOIL |NVEST|GATTON
.\
tpBzx)
Unit
BILL
N0.l:
Rate
SOIL INVESIIGAflON (ALL PROVISIONAL QUANTIflES)
Note:
All quantities are subiect to remeasurement
ADDITIONAL SOIL INVESTIGATION
WORKS
[in
accordance with MS203B.2OO6}
DEEP
BORING WITH BORING PLANT
Boring Plant - Mobilisation and Denrobilisation
A Mobilise at least five [5) deep boring plant to Site including
erecting the plant at the first borehole locations which are
on land. Maintain the plant in good working conditions and
ren'rove the same upon completion of Works
B
ITEM
of boring plant from one borehole position to
the next including dismantling it at the old position and
Movement
erecting it at the new position which is on land
I 4oveme
rt
9
ROTARY DRILLING (as per Clause 4.2.73 of MS2038:2006)
Grry out rotary drilling, whether
C
From existirrg ground level
or
cased
or
mudline
uncased:
to a depth not
exceeding 10.00 metres
D
M
90
M
90
M
?0
M
30
M
30
From a depth exceeding 50.00 ntetres
M
30
M
I
M
I
From
a depth
to a depth
not
exceeding 20.00 nretres
E
From
a depth
exceeding 2O.0O ntetres
to a depth not
F
From
a depth exceeding 30.00
metres
to a depth not
exceeding 4O.0C metres
C
H
From
a depth exceeding 40.0O metres to a depth not
\
DRILLING IN ROCK
Grrv out diamond core
lins of 54mm
minimum
diameter in all kinds of
includins delivery
cores in standard boxes to Ensineer's Office
From
a depth
exceeding
of
rock
30.00 metres to a depth not
K
From
nletres
to a depth not
exceeding 50.0O metres
EXTERNAL WORKS, PB2X Toll Plaza
zND BRIDGE, PK3D
To Colledion RM
BQ/4.t/r/r
Unit
n
Rate
BILL NO. I : SOIL INVESTIGATION IALL PROVISTONAL
QUANTITIES) [Cont'd)
DRILLING lN ROCK (Cont'dJ
Grry out
diamond core drilline
of
54mm
minimum
diameter in al I kinds of rocks includins
very of rock
cores in standard boxes to Eneineer's Office (Cont'd)
A From a depth exceeding 50.00
M
metres
9
F]ELD TESTS
Grrv out Standard
Penetration Test and collect disturbed
samples:B
At a depth from existing ground
or
level
nrudline
to
a
depth not exceeding 10.0O metres
c
NO.
54
NO
53
NO.
53
NO.
IB
exceeding 50.OO metres
NO.
2t
From a depth exceeding 50.@ metres
NO.
2t
NO
40
Fronr
a depth exceeding 10.00 merres to a depth nor
D
Fronr
metres
to a depth not
E
From
a
depth exceeding 30.00 metres
to a depth not
exceeding 40.00 nretres
F
G
From
a depth
exceeding
40.00 ntetres to a depth
not
Carry out in-situ Vane Shear Test usins Geonor Vane Test
Equipment
H
At a depth from existing ground
level
or
mudline
ro
a
depth not exceeding 10.00 metres
From a depth exceeding 10.00 metres
to a
depth not
NO
B)
SAMPLING
Obtain Undisturbed Samples with thin walled tube sampler:K
At a depth from
existing ground level
or
mudline
to a
depth not exceeding I0.0O metres
L
From a depth exceeding 10.00 ntetres
2+
NO.
B
to a depth not
zND BRIDGE, PK3D
NO.
To Collection
BQr+.UU2
RM
Uqt
BILL NO.
Qty
Rate
I : SOIL INVESTIGATION IALL PROVISIONAL
QUANTITIES) [C-ont'd)
COLLECTING WATER SAMPLES
A Collea one (l) Iitre of representative ground water sample in
a water tight, clean container from a deep borehole.
NO.
3
Set
3
PHOTOCRAPHS
B
Take and supply mounted 4R size photographs
for
all
extracted rock cores, soil samples or such portion of the
Works in progress as directed by the Engineer, The rate
shall be for one set consisting of one (l) negative and twelve
(12)
prinr
CONE PENETRATION TEST
C
Mobilisation of piezocone and ancillaries to the site
ITEM
D
Setting up of piezocone at testiug location
NO.
7
NO.
70
NO.
70
NO.
35
Moisture Content
NO.
90
Liquid Limit
NO.
?o
K
Plastic Lirnit
NO.
90
L
Specific Gravity
NO.
27
NO.
?0
NO.
90
C-arrv out electrical cone nPnPfration fPstrE
From existing ground level
or
mudline
to a depth
not
exceeding 10.O0 metres
F
From a depth exceeding 10.0O metres
to a
depth not
G
From
a depth
exceeding
20.@ metres to a depth not
exceeding 30.OO metres
'(Tests listed below shall be carried
Parts I to ?, unless otherwise stated)
out as per
BS
lTT7l9?0:
CLASSIFICATION TESTS
Grry out
H
classification testsi
M Particle size distribution for coarse-grained soils
N
Particle size distribution
for fine-grained soils inclucling
sieve
ana Iysis
zND BRIDGE, PK3D
\
To Colleaion
BQI+.UU3
RM
SEN
on
BILL
nir
Rate
NO. I : SOIL INVESTIGATToN (ALL PROVTSIONAL
SOIL STRENGTH TESTS
A Unconsolidated Undrained Triaxial Compression Test
without pore-lryater measurement involving at least three [3)
specimens to obtain the cohesion value and friction angle
B
One-dimensionaI Consolidation Test
Series
32
NO.
32
CHEMICAL TESTS
Io
che
accordine to
BS 1377:199O.
Part 3
C
Organic matter content
NO.
27
D
Total Sulphate content
NO.
I
E
Sulphate content of ground water
NO.
3
F
Chloride content of ground water
NO.
3
G
pH Value
NO.
I
NO
3
ROCK TEST
g
OTHER TESTS
er
cco
ASTM procedures or British Standards. Rate
preparation of samples for testing
H
to
include
Unconfined Compression Strength Test for rock cores
2ND BRIDGE, PK3D
To Collection kM
BQt+.Uu4
RM
SEN
Unit
Description
Qty
Rate
COLLECTION
Page
No. BQ/4.1/l/l
Page
No.
BQl4.llll2
Page
No.
BQl4.llllS
Page
No.
BQl4.llll+
sotl
INVESTTCATTON (ALL PROVTSTONAL QU
I
Cqrried to Summary
2ND BR|DGE, PK3D
BQ/4.r/r/s
RM
SEN
PACKAGE 3D : TOLL PLAZA, ADMINISTRATION BUILDING AND
RELATED WORKS
82 - BILLS OF QUANTTTTES
BILL NO. +.2(l)
- SOIL INVESTTGATION
't
(PLUS)
Unit
Description
BILL
Qty
Rate
NO. I : SOIL INVESTIGATION IALL PROVISIONAI QUANTITIES)
Note:
AII quantities are subject to remeasurement
ADDITIONAL SOIL INVESTIGATION WORKS
(in
accordance with MS203B:,2OO6}
DEEP
BORING WITH BORING PLANT
Boring Plant - Mobilisation and Demobilisation
A
B
Mobilise at least five (5) deep boring plant to Site including
erecting the plant at the first borehole locations which are
on land. Maintain the plant in good working conditions and
remove the same upon completion of Works
ITEM
Movement of boring plant from one borehole position to
the next including dismantling it at the old position and
erecting it at the new position which is on land
4oveme
lt
I
ROTARY DRILLING (as per Clause42.73 of MS2038:2000
Grry out rotarv drilling, whether
c
or
cased
or
mudline
uncased:
to a depth not
M
90
M
?o
M
90
M
30
M
30
M
30
M
9
M
I
D
to a depth
not
E
From
metres
to a depth
not
F
From
a depth exceeding
30.OO metres
to a depth not
exceeding 40.@ metres
C
From
a
depth exceeding 4O.0o metres
to a depth not
'i
H
q
DRILLINC IN ROCK
Grry out diamond core drilling of
54mm minimum
diameter in all kinds of rocks includine delivery
cores in standard boxes to Ensineer's Office
)
From
of rock
a depth exceeding 30.0O metr€s to a depth
not
K
to a depth
not
External
Work,
2ND BRIDGE,
PLUS
P3D
Toll
To Colledion
Plaza
BQt4.2illl
RM
SEN
Unit
Rate
BILL NO. I : SOIL INVESTIGATION IALL PROVISTONAL
DRILLING lN ROCK (Cont'd)
Grrv out diamond core drilline of 54mm minimum
a
A From a depth
M
I
FIELD TESTS
da
At a depth from existing ground level or
B
to
mudline
a
NO.
54
NO.
63
NO.
63
NO.
IB
NO.
21
From a depth exceeding 50.0O merres
NO.
2l
NO.
+o
NO.
B
NO.
2+
NO.
B
From a depth exceeding 10.00 metres ro
C
a depth not
From
D
metres
to a depth not
From
E
a depth erceeding 30.00
metres
to a depth not
From
F
c
a
depth exceeding ,[0.O0 merres
to a depth not
o
lEouioment
l-I
H
At a depth from
existing ground level
or
mudline to
a
From
metres
to a depth
not
{
SAMPLINC
Obtain Undisturbed Samples
K
thin walled tube sampleri
At a depth from existing ground level or
mudline
to
a
depth not exceeding I0.0O metres
L
From
merres
Io a -depth not
External
Work,
PLUS
zND BRIDGE, P3D
Toll
To Collection
Plaza
BQI+.21u2
RM
Unit
SEN
BILL NO. I : SOIL INVESTIGATIoN IALL PROVISIONAL
QUANTITIES) tCont'd)
COTLECTING WATER SAMPLES
A
lect one (l) titre of representative ground water sample in
water tight, clean container from a deep borehole.
NO.
3
Set
3
PHOTOGRAPHS
B
for all
or such portion of the
ake and supply mounted 4R size photographs
extracted rock cores, soil samples
in progres as directed by the Engineer, The rate
I be for one set consisting of one (l) negative and twelve
(12) prints
CONE PENETRATION TEST
c
Mobilisation of piezocone and ancillaries to the site
ITEM
D
Sening up of piezocone at testing location
NO.
7
NO
70
NO.
70
NO.
35
NO.
?0
E
or
mudline
to a depth not
exceeding l0.OO metres
F
to a depth
not
c
to a depth not
exceeding 30.O0 metres
'fTests listed below shall be carried out as per BS l3T7:l?9O:
Parts I to 9, unless otherwise stated)
CLASSIFICATION TESTS
Carry out classification testsi
H
Moisture Content
q
)
Liquid Limit
NO,
90
K
Plastic Limit
NO.
90
L
Specific Gravity
NO.
n
NO.
90
NO
90
M Particle
N
size
distribution for coarse-grained
Particle size distribution
soils
for fine-grainecl ,oil, including sieve
nalysis
To Collection
External Works, PLUS Toll Plaza
zND
BRIDGE, P3D
BQt+.Znt3
Unit
Description
Qty
Rate
NO. I : SOIL INVESTIGATION IALL PROVISIONAL
QUANTITIE$ [C-ont'd)
BILL
SOIL STRENGTH TESTS
A Unconsolidated Undrained Triaxial C-ompression Test
without pore-water measurenrent involving at least three (fl
specimens to obtain the cohesion value and friction angle
B
Onedimensional Consolidation Test
Series
32
NO.
32
CHEMICAL TESTS
Grry qut chemisa] test on soil or
accordine to
BS
wate
137:1990, Part 3
c
Organic matter content
NO.
n
D
Total Sulphate content
NO.
I
E
Sulphate content of ground water
NO.
3
F
Chloride content of ground water
NO.
3
G
pH Value
NO.
9
NO
3
ROCK TEST
&
OTHER TESTS
Rock and other laboratory Testing in accordance to relevant
or British Standards. Rate
preparation of samples for testing
ASTM procedures
H
to
include
Unconfined Compression Strength Test for rock cores
't
To Collection
2ND BRIDGE, P3D
BQt4.2lU+
RM
SEN
RM
COLLECTION
Pase
No. BQI+.Zllll
Page
No. BQl4.ZlllZ
Page
No. BQI+.Zltl3
Page
No. BQI+.21114
SOIL INVESTIGATION (ALL PROVISIONAL QUA
Csried to Summary RM
zND BRIDGE,
P3D
ES)
BQt+.Zfits
SEN
ru
S.U CITRA
BINA
-
PACKAGE 3D - TOLI PLAZA,
ADMINISTRATION BUIIDINGS &
RELATED WORKS
SOIL INVESTIGATION
Page No.
:26 OF
Doc. Ref.:
Revision : 01
Issued : 15th Ma7 2Ol2
METHOD STATEMENT
APPENDIX J
ICE AND JKSB'S COMMENTS AND
CONTRACTORS RESPONSE
26
JAMBATAN KEDUASDN BHD
JKSB's CHECK COMMENT
fr*-,4"-..-\.
-z_
PACKAGE
3D : TOLL PLAZA, ADMINISTRATION
BUILDING AND RELATED WORKS
Document Title: Method of Statement for Soil lnvestigation
Rev. No:0
Document Ref. No: -
Item
L
Document Type: Method Statement
Comment
Documentation of Method Statement
following item:
Date
-
Contractor's response
2oltlt2
To include the
a
Table of Content page
/A/TT A DFD
b.
Objective
/N////280
c. Scope of Work
- To provide the sampling
-
requirement (UD sample
depth and numbers)
To provide the type of testing require for the UD
sample
d. Man power team
e
Date: 20th January 20L2
-
47Tlc/JE) rHE 5r
/
A/
FQ.
A /?FNI,I lX T ,
581772117
6' o /=O K
)rf/
,"/L 7fr7. ,4 oatnarv4 L
0e7A/L5 //v 4//(MolX f
,40080 /A/ A//tN?/v E'
A
.
Work Methodology/Procedure
alF?uKE i,/t 7ir'2 il?6 y. F4
le 0 //v
FIE/D WzP ( 2FfCr/
.
7277
i4 FTHDD {T/UT
Item
1
Comment
f.
-
Date
2OltlL2
Contracto/s Response
DDE' /N A ?/TND/ X K,
EN t// ( //V // rA 74 t / A4 P/+{ T
DuF r2 5z w/l/ /JE Al//v/R
2/ ( fuR ES /Nc / qoE) 1/V
-
Safety, Health and Environment Measures
Attached Hazard ldentification, Risk Assessment and
Determ ining Controls (H IRADC)
Attached EnvironmentalAspect lmpact (ElA)
g.
Attachment(picture)for machineries to be deployed
h.
lnspection and Testing Plan (lTP)
i.
Calibration certificates for machineries
A
i.
Specialist subcontractors organization chart
4
k.
Work Programme for Slwork
l.
-
Related forms for construction work
lnspection form for related work
Request for inspection form
m. To attach related Codes of Practise or Standard used
as reference
A
.4
?/F,V
0
/k I
f rAc/+Pl
'
/N 4t7/t/VD/Y
C-
, / ^/ / yz/!)/D /X E
/+77/+(HE2 /N 4 //t tl/D t\ F'
77.4c
Hf
/+774c//ED /A/
4r/t,yrtrX 4.
'
ADEPT ENGINEERING CONSULTANT SDN BHD
CHECK COMMENT
Document Title
Method of Statement for Soil lnvestigation Works
Document Ref. No
ADEPTflKSB/MS/Sl/No.1
Document Type
Design Brief
Item
2
Method
Statement
Design Study /
Special Report
Preliminary
Detailed
Materials/
Design
Design
Products
Shop Drawing
COMMENT
Field Exploration and Tests - Equipment
a. The machine proposed for boring is not as per specification,
which should be rotary boring.
n
lssue Date: L9 January 2012
Technical Notes
Others
Level
Date
CONTRACTOR'S RESPONSE
NC
t6/02/2Ot2
Rotary boring machine shall be used. Rig data
for rotary boring machine is attached in
Appendix B.
c
Lelotl2ot2
Added data sheet/field worksheet in
Appendix A.
c
tslou2072
Added section L.4 quoting the relevant
Malaysian Standard. Test Reports and field
work will comply with MS 1056.
Field Tests - Data Sheet/Field Worksheet
a.
3
Rev. No:0
Detailed Design
Drawing
7
PACKAGE 3D: TOLL PlAzA, ADMINISTRATION BUtLDtNG AND RELATED WORKS
Data Sheet/Field worksheet to be used shall be submitted. All
critical data/information shall be included and to be properly
recorded during the field work/tests.
Field Tests - Test Report
a.
Level
Q - Query
C
Format of Test Report shall fulfil the requirements of MS 1056,
- Comment
SC
-
Significant Comment NC - Non Compliance
CHECK COMMENT
ADEPT ENGINEERING CONSULTANT SDN BHD
Level
Item
COMMENT
4
Field Exploration and Tests- Work Proeramme and Procedure
Work programme indicating time frame required to carry out the
a.
b.
PACKAGE 3D: TOLI PLAZA, ADMINISTRATION BUItDING AND RETATED WORKS
c
Date
t9lo1.l2Ot2
Work program added and attached in
Appendix f. All soil investigation works will
comply with the relevant MS.
LglollzOLz
Specialist su b-contractor organization chart
added (including personnel resume ) in
Appendix E.
field works and laboratory testing.
Work procedures shall strictly follow MS1056:2005 and MS
2038:2006
5
Field Exploration and Tests- Personnel
a.
6
Field Exploration and Tests - laboratorv and Testins
a. lnformation of laboratory and its accreditation (SAMM) shall be
furnished by contractor for record purposes.
b.
7
Qualification of personnel to be assigned to carry out the works
shall be provided.
c
c
t9/01120!2
c
oLlo2l2Ot2
Method of testing shall conform to MS 1056:2005
Laboratory accreditation attached in
Appendix G.
Method of testing will comply with the
relevant MS.
Laboratorv Tests Requirement for Undisturbed Samples
a.
Classification Test
i)
ii)
iii)
iv)
v)
Moisture Content
Liquid Limit
Plastic Limit
Specific Gravity
Particle Size Distribution
/
Sieve Analysis
Level
Q-Query C-Comment
SC
-
Added new section 6.0 to elaborate the lab
testing requirements. For the quantities
stipulated, a copy of the BQ is attached in
Appendix l.
Item
7
COMMENT
Date
c
ot/0212012
Added new section 6.0 to elaborate the lab
testing requirements. For the quantities
stipulated, a copy of the BQ is attached in
Appendix l.
c
ot/02/2012
A copy of the BQ is attached in Appendix
Laboratorv Tests Requirements for Undisturbed Samples
b.
c.
Soil Strength Test
i)
ii)
Unconsolidated Undrained Triaxial Compression Test
One Dimensional Consolidation Test
Chemical Tests
i)
Organic Matter Content
ii)
iii)
iv)
v)
8
tevel
Total sulphate content
Sulphate Content of Ground Water
Cloride Content of Ground Water
pH Value
Sampline Requirements for Undisturbed Samples
a. Obtain Undisturbed Samples using thin walled tube sampler with
SPT value < 10 blows/300mm and the primary soil is Cohesive Soil
(Silt @ Clay). Remarks - to obtain UD only after SPT taken @ to
I
elaborating the quantity for undisturbed
samples to be taken.
maintain SPT value at 1.5m interval.
At a depth from existing ground level to a depth not
exceeding 10 metres - 3 samples for each borehole
At a depth from existing ground level to a depth
exceeding 10 metres - 1 sample for each borehole
vi)
vii)
9
Borehole Termination Criteria
a.
b.
c.
Location of bore holes as shown in attached layout plan.
Borehole to be terminated if 3 consecutive SPT values of 50 blows
before 300mm penetration are reached OR;
3.0m bedrock coring if RqD > 25% @ 6,0m bedrock coring if RQD
c
otl02/20t2
Location of boreholes added in Appendix H.
Termination criteria noted.
<25%OR;
d.
Borehole maximum depth shall be 60m.
Level
Q-Query C-Comment SC-SignificantComment NC-NonCompliance
Maximum depth of boreholes noted.
DOCUMENT CHECKING
COMMENT
Checked By ADEPT ENGINEERING
Approved By ADEPT ENGINEERING
Name
Signature
Level
Q-
Query C - Comment
SC
-
CLOSE OUT
Confirmed and lssued ByJKSB
ffi
S.U CITRA
BINA
-
RELATED WORKS
SOIL INVESTIGATION
Page No.
:27
Doc. Ref.:
OF
Revision : 01
METHOD STATEMENT
APPENDIX K
HIRARC FOR SOIL INVESTIGATION WORIG
27
F&I
S.U
--_
CITRA BINA SDN. BHD.
JAMBATAN KEDUA SDN, BED.
HIRARC FOR DRMNG PRECAST RC PILE as pcr Guidclines for Hazard ldcntilicatlon, Risk Assascmcnt and Risk Control (HIRARC)',
lhc
of
ud Hcalth
ofHumrn
No. JKKP DP
Contractor:
Sub-Contractor.
Process
U. Citra Sdn. Bhd.
itanah Sdn. Bhd.
Soil Investigation
3D - Batu Kawan
Penang Bridge
Conducted by
by.
Construction Manager
S,U. Citra Bina Sdn. Bhd.
Ir. Mohd Reza
Principal Engineer
Consultant
Feb'10 2012
0
FR}I
S,U
--
1.
Work
No
Rev
:l
as
Activity
I
Feb
l0
2012
pcr Guidclincs for Hazerd Idcntilication' Risk Asscssemcnt end Risk Control (HIRARC)i
Hunrn
No, JKKP DP 127178914-41 larcd
HAZARI} IDENTIF'ICATION
Which can cause/effect
Hamrd
Mobilization of Soil Drilling
0
Date
JAMBATAN KEDUA SDN, BIID.
CITRA BINA SDN. BHD.
HIRARC FOR SOfL INVESTIGATION
";L
Traffic accident
Damage to Soil
2.
Existing
Risk Control
Dtilling
RISKANALYSIS
Likelihood
(1 -s)
Setterity
Risk
(1-s)
Control Measures
2
5
10
Machrne
Machrne to Site
3. RISK CONTROL
Person in Charge
Recommended
TraIfic control by
lead vehicle with flag
SI Supervrsor
Iniury. death to oerson
Unloadrng and assembly
of Sorl Dnlling Machine
1
Rrg overtum
Rrg slips from truck
Injury, death to person
Warning sign
1
5
5
tlnlikelv
SI Supervisor
Injury, death to person
Waming sign
I
5
5
Ensure no non essentral
personnel nearby when
Sl Supervisor
Damage to Soil Drilling Rrg
ng is unloaded
Fall ofequrpment
Injury
2
PPE
a
4
Ensure all loose material
SI Supewrsor
removed from rig or
secured before unloadtng
Oil/tuel spillage
3
Storage
of
sotl boring
oasings at site
Personel hrt by lifted
Fire, noxrous fumes
nausea, tllness
PPE, Sprll
Kt
2
,
4
Ensure that all tanks are
SI Supervisor
capped, hydraulic
2
Injury
5
10
Ensure no non essential
SI Supervisor
personnel neaby when
casing
piles are unloaded.
Personnel tripping over
Injury
PPE
3
1
6
Ensure soil boring
SI Supervrsor
casings are stored in
sorl boring casing
a tidy and orderly
manner
4
Borrng ofhole for soil
sample.
Worker acctdenttly
steps in borehole
Injury
PPE
2
J
6
Ensure that all holes
bored are filled when
boring site is completed
SI Supervrsor
Due Date
Itlt
S,U
Rev
Date
'-__
CITRA BINA SDN, BHD.
0
Feb
l0
2012
JAMBATAN KEDUA SDN. BIID.
HIRARC l-OR SOIL INVESTIGATION es per Guidclines for Hrzlrd Idcntificetlon, Risk Asscssement rnd Risk Control (HIRARC)''
end Hcrlth
127178914-47 dated
I. HAZARD IDENTIFICATION
No
Work
Hazard
Which can cause/effect
Activity
5
Lrlirng ofcasing,
connectrng casing,
rnserting casing,
removal ofcasing from
borehole,
6
lr*,"* Sorl samples,
soil
2.
Existing
Risk Control
RISKANALYSN
Likelihood
(1 -s)
Severity
Risk
(t -s)
,3.
Recommended
Person in Charge
Control Measures
Casing fall and hrt
worker due to
broken wrre rope
Injury
PPE
3
3
9
Wre ropes to be
rnspected before lift ing
SI Supervisor
Pinced finger when
screwing casing
Injury
PPE
3
2
6
Provrde gloves
SI Supervrsor
Dropped hamrner SPT
Injury
for workers.
2
7
4
Ensure operators
are trained to use
equlpment
l"o'"*
RISK CONTROL
SI Supervisor
Due Date
APPENDIX 7.2
Etrvirwl.:H"#^
Aciivity
ffii4f
NPPLICABTLiTY
.,'
'
:
L.te Pre
i,1,-'
,-,'l-,
on/Site
Preparation
/lovement of Machinery within work
ls ,.J
-
OilSpillage
-
Black Smoke Emission
Scheduled waste gener
-
Noise Emission
-
Silt Generation
Biomass Waste Genere
-
Disturbance of Terrestri
Dust Generation
I
ii
i,
ll
Removal of Biomass/Vegetation
Discovery of fully protec
& birds
Biomass Waste caught
femporary Stockpile of Biomass
rste
SurveyOGL
I
'}egging within ROW
ii' ltovement of Vehicle
-
Disturbance of Flora & F
Disturbance of Animal F
Oil Leak
Dust Generation
Smoke Emission
Scheduled waste generi
Norse Emission
ll
Sutting of Shrubs
Disturbance of Animal
F
Bromass Waste Genera
Note:
I
I
EmergencY
Abnormal
Paoe 'l of
1
Page No.
-
REII\TED WORKS
S.U CITRA
BINA
: 38 OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th M a1 2aD
SOIL INVESTIGATION
METHOD STATEMENT
S. U. CITRA BINA SDN' BHD-
ItlS 1056: PART s:2005
Dlssipaticn ttsst during a souncilng test shall nct sho!1' any
al
b)
c)
oF
the fDllov"ing:
sensDt chamber not aCeguately salurated;
fllter elernent not adequatel, saturated; and
the transmission fluid not de-aired-
be rePEaled afler
otherwlse the $,ho}e sortnding test shall be deemed faultl, and the test shall
measure has been tal€n.
rcrectiw
HCTES.
a{ Eter has beeD fomd lo
[oprognatlm $'ih silrFr oi,, gfrryin. or ilodfe of gt]'erine $'i!b nd' morr lhan PL?'
redue relntry of ak pdo. t! PeoEtr;Ing bElew tlt Eter tabte
10 E upon
z Adequ?trty salsalEd meaos lhe PoE rder pl€ssurc Eadings It not to 6rinE lo iis6siog afrer
1,
ffihelrql
of fhe dissipalbo
ttsl
5,2.4.5 Verticality
E ect (he thrust machine to Provide thrust on
the
5.2.4.6
in as near a vertiGl direciion as
from the vertical shall not exceec 2 %'
PUSh rods
po"ti""ur". in. -"rt;um d&iaii;; oi'r* tn*st aiL"tion
P€netration
place them in lhe machtoe so thaE thar
After joining the penekome[er tlP to the leadiDg push rod
ax1-s Eincids vrrth the tharst dliedicn.
llArere a friction
reduer
is used ensr:re thal it ls Iocated as described ifi
522'V'
hts vertlcality of the
Check lfrat verticalty is maintained throughout th?..!esl .by obsruino
-Disconrinue
the test if it
pusn rod.
,pru.1u"r,ie'pi,.h i#tmmeaiatetf'lie;;;i"9'"; addirional
discarded tesl
eiceeds ilre specifiec llmi." an6 ,e"o.m"nJr the tesr at least 1 m from the
losahon
th:.lglS-
exceDd
Use the push rod guides wiren lhe requrled Penetration.pressurc begils to
in use to rhe eno or
resisunce of tire u[shnding leng:h of the Push rods and lhereafrer keeD lhem
flle tesL
t.llt'j-IY^td
Complele each penetration test in one continuous operaticn to lhe tuli t:Pll
mnespono'
the drrratlon of abnormal delays beyand 30 min al the dfPths lo which tr)ey
at that depth and
the detay *G"oi'e h shall',smean that the test is oompteted
stipp"g*
i siiaEie test snail be uieu ir a greaterdepth to b€ tested-
in,Iri;
5-2,4,7
Rat€ of Peneration
20
The Ete ot penetra'.ion whetheror not reaCin-os are being Eken shall normally be
4A
-
5 mrds'
@
PACKAGE 3D .
-
TOLI PLAZA,
REIITTED WORKS
S.U CTTRA
BINA
SOIL IHVESTIGATION
Page No.
:37 aF
Doc. Ref.:
METHOD STATEMENT
MS 1056: PART 9:2005
5.2.3.5 Lirearrecordings
where equlpment is incoqporaEd in the penekometer lor recordlng the penetrahcn ol the tip this
apparatui shal be catibraied before and after every Z 000 of use, and after a repair or overhaul.
The precision requrremenls shall be b€tter than 0.1 m.
5.?.4
Ptocedure
The prlnclple [c be tolloryed shall be that of ogntinuous testing ln \rhich the.resistanoe
measuremsnts are made while all elements of he Penekordeler tip ae moving downwards
simultaneously aod at the standard ra[e Qf penetration.
5,2.4,1
E,2.4,? Fietertcheci(s
Make lhe ldlowing rnspections bei'cre each test and rePlace defectfue items oi apparatus with
otherc in sound conditlon.
a)
Push rods
Stand the push rod verhcally, spin Pe and observe whether lt wobbles whiie it is
there is sobble disGrd lhe rod or check lt for complEnce !,!i$l 5.2.2-6.
b)
ConE and fTiclicn
rotating' lf
sleq,e
Cbeci( ihat the wear does not cxceed the pemitted tolemnces (see 5-22-2 and 5'?'2'31'
c)
Seals behreen differenielafieilts of
G-trect< for
*rhe
Perlelrorneteriip
wear and remove an.v Parliol"-s of slEl Presscl lhsl n''!3hi hlerfere
msasuremgnts.
d)
'ilfi
ih=
Electdc cable nlr signal llEnsrflissioR i''om the penetrometer bp
ctEck for ssuhd oute[ cOver and ensure i! is ahaady thIeadecl lhrough sufficlent Push rods
not to 2ffect contiauGus testing.
e)
ZerO toad reading af all meas[riog dannels shzll ba PnflreC at site it'ith tha cone o{rtside
ground knmediately before pEnefaflofl stads.
5.2.4.3
ti'e
Solection ot test location
4
ln order b owiate disturbance locate lhe t€st po$tion at leasl 1 m from previously W,1?r
aone penefafion tests nof more than 10 m Oee! or A least 1.6 m YJhere the depth exceeded 10
m, or 25 botehole diameters from prwious boreholes-
i2,4.4
PiezomEtrlcsensors
Ensure th€l there iE fu|| saturation of th€ fillar and othei sp5ces of lhe measuring system Pnor to
each
tesl
JY
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th Ma1 2oL2
w
S.U CTTRA
BINA
PACKAGE 3D -
Page No.
-
: 36 OF
Doc. Ref.:
TOLI PLAZA'
SIMS-Rev
RELATED WORKS
SUCB-PB2P3D-
O1
Revision : 01
SOIL INVESTIGATION
METHOD STATEMENT
['lS 1056: PLRT 9:2005
5-2.?.9
Callbrated rDeasuringequipment
Direc-t readings of the resislanee of the cone and locel iriclion sleeve (if fitf!L-1119f-lli
a test ano snall
Dlezomett'tr sinsor trf ritted) shali be available indlvldualiyior display throughout
iupplement tape or other recording techniques where provided'
5,?.2,10 Thrustmachlne
e) []e reaEEon providing tr]e tirust.does not
ostance
influence lhe resislance, by hzuing lfie screw anohcrs or ballast suPports at a suttElent
lnBn u'c
from lhe PUSh rods, b) thamachloe shall not move relative to trE soil suriaoe Dy lrore
tIe
rnashiiie shalt be i=PabiE o[ conlinuous
oer iN of thrusr drrrinq the pushing "-c6cn, c)
1tp s.lal]
thrusi stroke of al le'st 1 m-, d) the rate of penetralion dLrring driving of the penetrometer
at a conslanl
be capable of being controied at a rate of 20 5 nim/s and thsretlre maintaineo
The thrust mecfrine shall be cons[rusled such that
^*
t
meduringtheentiiestmt eventfoadlngsarEtakenintermlnertly(seeN-ote?!
eI1"]-1'^2-1i):
necessary
e) means"sha[ be provideci to thrust the push rods verticalll inlo lne ground and when
provide support for the push rod guides.
Splrit level to observe verucatity oi file thrust machine and the push rods and their
5,22.11
deviaticn.
5.2.3
calibEtion
5,?.3,1
ln the
talfral eliUretcn befcre Lse aild iEElibta"ion r'econis shaii be EtalneC
b-y."riu,t tiot'.s reglsbr for each'lrdiudual iiern of measuting eq']PmT! t:.Elt:l-9
#n"r-","f*i
itsreferenceoumoa..AeooyoflhedJrenica}ibratDnceitrScates!.Ecoldingthe.aliDE[onor
devlce dudng ]bs
resuJt6, and oai'i v,tten rnade" sha]i acu$rpany each measufng
user on slte, and bo avallable for krspeclion,
,arrfibr=tion
5.2,32
Galibration of each force-measuring instrument shall
use, and after a repak o, overhaul-
6,23.3
I
Measurlhg aqulpmeht for leslstances
I
be
rnade heiore and afrfr every 2 000 m
o[
t
Grading of reslstaneefleasuring eqpiPrnent
I
Taking into accoltrlt alt pads of the sys,Êms including lhe sen$o'.s,.5l90af mn:I:-tP-tlf!l:1,::l
versb-n, re"ordrng and Sisplay figether h41h the maximum reqLiked comPensfl"*
preclslon snall De
for temierature v-ariatons'and eocentricilT ol sbess on he cona or sleeve the
nDt mors han 5 % ofthe aofual apphed resistance'
f^f-Tfl::::
specirled
shall be vedned ifl ac@rdance with Bs 1610, but the grading limits
Thh o/erEl srddins
=b;;i;;";;"d.
therein shall
all limPs,
5.2,3,+
on
i
i
1
stte ver1frcation of the precision rirnits sha1l be R)ade evailable a[
)
-l
I
I
1
PiEzornetricsensors
Calbrations shall be made before'and after every 2 000 rn of use, anC af,er a repair or overhaul
The precision requlremenis are as speEified in 5.2.2.5.
38
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J
ill_-
-
ffi
Page No.
-
PACKAGE 3D . TOLL PIAZA,
BINA
Issued : 15th
SOIL INVESTIGATION
METHOD STATEII{ENT
MS 1056i PART 9;2005
5.2.2,5
Piezometric sensor
Pore pressures shall be roeasured lmrned'rately below the {riction sleeve and above the cone faoe
(Eee FEure c), posi0on uz. The sensor shall be capable o{ rfleasuring wster PressulE to an
acatracy of 3 5 % dovrn to a limit of + 02 m of water and shall be protected against lhe eohy oF
I
soi particles by a flltErof wEaHeEistanl malerial,
ilOIE,
be
Other
posalm aod typ€s o[ Feomelric silsor have
ffisuEd sd
62.7.6
nof EeEn sFeciflrd,
.s
tl6e
$ill Ery a@rding tg vfiat is la
lhe sol type.
Push rods
Push rods shatl consist of steel cylindrical tubas, each 1 m aonrii'el ejfeCve lenglh, sae'+ed or
attached together to bear egainsiact other, and wiih sufficient wall'thlchness, b form.a rlgidjointed se#s with a mntinr.Lus sfaight arrs isee Figure t0). The minimum quality of he sleel
shal{conespondtothatspecifiedforuPsel drill rodsiilBS40,9-1. Theboreuftherodsmaybe
Il}ad for corvaying hre measuilng slgnals from the sensing dwices io lhe measuring equipment
a[ lhe surface.
The exteroal diameter Of the pcsh rods Strall be such thatit does not rllllu€nce measurements at
hepeiislrcmetertip- Normallyheexlemal diameterof thePushrodsis35mmil mm- smallar
extemal diameters rnay be used continuously or at Intervals along the suing lo reduce soil trichon
acting on ute push rods providlng that thi distance betwea Bmmencement of the smaller
dlamirter push roCs and the cone base shall be at least 1 rrl
The defleclion from a sB.aight tine thcougH the eitds at the ml&Poiol of a 1 m bng push Ipd shall
pal's
not exceed a) g.5 rnfi for tie f,ve bwesl prrsh rods and b) 1 mm for 'Jie rsqernder' For any
of ioned push rcrds {tre deflEclion frpm a shaght line thrcnrgh the rnid-potnts of tha lods at the
ground
irlnt shau also not exceed these lirBits. The p$sh rods shall be chect(ed aiter every test lo
'conditons
imowB to be coBduciv€ lo rod bending, e,g. Erge dephs oi very soft sofl over hard
byers, or soits contalning cemenled zooes or aoarse lrraterlal. Rods udh excesstve delleclions
shall not be reused untll strslghteoed-
NOIE Cootl(6 4d ffidriq'ly @y
a
be sltPly obsetud{
bt @uPlng trB
da8rswfae.
5-2.27
rod wilh a st aEht
aDd
ro6ng Uro latler m
'od
Frictionreducer
OI lhe posh rqds, Mth an external diamefer brger than the base of tttd
cone, lo reduce soil fric*ion actlng on lhe push rDds-
A .lng fi,(Ed o0 the oL.tside
The position of his ring on the push rods shall be more than 400 mm above the base ot the cone
and al least200 mm above the-lop oI the fiction sleeve.
5.2.2.8
Push rod guldes
Guftjes shall be po.rided lor the part of tbe Ftsh rods protruding above the sofl, and for the rod
len_oth Exposed in water, in order to prevenl buckling y/hen the requked penetration Pressure
increases beyond the safe Iimitfor the exposed uPstanding lengfh of PUsh rods'
JI
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
RELATED WORKS
S.U CITRA
: 35 OF
Doc. Ref.:
May 2012
w
S,U CITRA
BINA
Page No.
SECOND PENANG BRIDGE _
t 34 OF
Doc. Ref.:
RELATED WORKS
SOIL INVESTIGATION
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th M a1 2otz
METHOD STATEMENT
MS 1056: PART 9:2005
5.?.2.1 PenetromelertiP
mounled on th€ lc^}r'er
The penelrcmeter tip shall compdse a cyllncrical {Pmlnal b}dy whlch is
the basetip snaii conLin: ul E" -nt al'Jre.base' b) close above
ptin
iois.
Ttre
6rct"
-J
o.r
tnt"d. l"."*aly, the sensing davices [or
*tir*rrrvl f,-e-rri"iirn .t""ve, *t
"?.t?t:'"tJ
Nole) and e)
"i an inclnometer rshere fitLed (see
sleeve resistanc,*s,""di inbm;lly
tl*
""n,i ""a
piezomelric
senso.s where fltted'
tip shall bE
The iles of lhe cone fr'rctjon SleeVe, if ihcluded, and the bc,)y o{ the Penelrometer
rpincidenL
sinaller or '1 mm larger than the
The dlameter of the PerEtrometer tiP shall rcwhere be 0'3 mrn
with a ir;cttln gieeve' rs Fart
diameter of tho base of !]e cone. in ti't= ota cf a peilefomet€i
shall te fitted at lhe ends
":rP
of m" penetrometer tip sball prolecf UeyonO the sleeve dlameler' Se3ls
r,'r" ltm* and a! t# base of the mne to prelent ent)' of soil partictes
"r
not exs€ad 5 mm exept
The gap wid*r between hase oF cone and base of frotion sleeve shali
the sensor shall ooi
when occupiad by another senJln ,"rri"f,-.r=" tire overali widn, hcludin'
to the
;,;;-ia ,*. 'The externai <iiameter, exc€pt ?vhere +eais are fdted, shall corresPond
diameter of the 6o'1e base'
Examples ofsuitablE penetrometer tiPs are shorvn in Figure 6'
ilOTL WhlE lh. gsund cooditiss aE
t
s.zZJ
erpedeq
b
Busa lhe Pneb@ter ilD lo
tloi"Hi"];;d;;;"]t;
Den.kat'oE in qtess orro-r zo r*
in: pcfleueadtr fp lo indirale ts lndiEtiol
bffi
i;'ieorrat'ocrooeet:r l'
rhdfled' Dl N{Ec
L€ e=+32r:J h
6+'coiiE
shaped ;oni;ai P:tt'lilThe @ne of hard-weiaring naterial Fhall mnslsi sf 1 loHer'-YErelly
and an aPex angle o{ 60e'
non nal base dEmeter of 35.7 mm (nornlnbl base area'1 000-mm?1
the Permfttad tolerances
wilh an upper cYlindncal extension lil;; i; t;rn' figure I shous
iuowancres for wea( surface Enlsh and typical mafiufuctuf,ng dimensons
nctuulnE
522,3
Friction sleeve
lhe extemal diameEr of the
An iodep,endent cylindrtcal unit, wfiictt shau nourhere' be smaller than
gxteanal da'he-lei cf-Lhe one base- Tl-'e lenglh shaii .iE
rjlan
he
or'0-35
n1ln
brgsr
cone base
perrnitled
p",ip}tulJ'o"is tso x td mm'' -Fpure '10 shows the
dimensions'
inciruing arfciwEnces for-vr,ear, surhoe flnish and typical manutacJuring
suct lhat its e)damal
GilG,
5.?i-4
Cone and friction sleevc sensors
ThqmnsingdevicesforDeasuriogtheFneandlridionaifcsistanceshallb€coflsh.uctedinsuch
readings- Th€ senslng
vr.v GlfoGur" er"ent i"lty oi"ri,"i"-r"rtsin"Bs cannot tnfluenc, the
i
tdaxiallorce imposeo on ttre cone by trre soil belotr'
not normal
ntted to tne mction'Jee'! siratt measure onty shear shess€s and
itresses."-c"i;
Elactronlc sensors shatl be temperature-compensatad'
devi-
fitted to the cone 5ha,l
it. ir,.
#;r;",lly
36
;
I
t
!
I
i
1
t
a
{
Page No.
-
Doc. Ref.:
PACKAGE 3D - TOLL PLAZA'
SIMS-Rev 01
Revision : 01
RELATED WORKS
S.U CITRA
BINA
: 33 OF
SOIL INVESTIGATION
METHOD STATEMENT
MS 1056: PART9:20c5
d)
mg/m3'
where appiicabte, the dry dens,ty 6f lhe soil {in mg/m] to th€ f,earest 0'01
e)
nature of measure,menI aPplicatron (4'6-5'2 and/or 4.6-6'2h
D
g)
the mcdel and ser;al nurfiber of the gauge; and
5-
the information required by Glause i 0 of MS 1058, Pad 1'
In-situ penetration tests
5-1
.lnboduction
desqibes methods fDr determlning three dir,erent tyPes of penetratDn resistance,of
,ql ,a empirical melirods of testing the strength of soil at various.depth" b"]Y l-llll"fl
tocatron. The code penetration test and the dynamic probing tesf are Euallv .:-"f:i-:^ti
Ine laRer
This
c.taLrse
*ir.
precEe v'htle
indeoendenilv of the borehole qnd sther tests; the former being the more
itie standard penetration lesl is rcr use in a bo,ehole
;;;;;'i"il.
"ppiitu..
and frictlon
Determination of the penetrallon resistance using the tixed 60o cone
slEsve (static cone penetration test CPT)
5,2
E,L1
GaaaiEI
Thi< method mvErs ,-he delbnninatlcn
cf he
resistance
oi
sorls
ifl situ to it\e
cDnlinuous
havins a cone at rhe base, and
.Ji,ililirt?Sli",j"ir|rrTijii,la;;"n* ot pusn rods
inr"*"r"* oenerrarioriresistsnce or lhe cooeofand,
#;i;;';;il;;r,
"iiiI"fJiLi'o"pin
o'a fid,ion sleeva and pore pressure in thevicinitl, ihg
il;i.j";fi t1,ulgc; ti3tilr-E-A;i*
@ne and sleeve,
ThismethodrequlrestheusdoJ.penetromeErtipwithelectricalsensorsasdelinedinS2l,4,
pohibit
lnEnded to
p"ntitting
iefuinli'*; ";tnit'nt "'d-o't' Ths rc nst taken
.t
-;'6;i'de,cootlrirrqug
hrough inoer
where readings are
t'pe * m*fiinii"i panarometer,
th;"Lrv
ft
lt should be noled that
;;J;;G th;r-6;;"g'i*t l""a.;i*rL'mounred on ihe hrustmachlne.
as wolldbe cbEfnsc b)i
readlnos
in"ir#r.iiii.ii-p!it;i;;-d;;;;;t give Predsel,v.thesame
-suUmining
repcrts, he typei
Itp""ifi-"6;s spodard. ln
the etectrical peneuo,,,"tu,. tir, ."iiri,;il
be givenoi pE Eor"["i rrd penetrorieter tp wti'rh h'a been used should ilways
The lequiremeDls- of MS
-describ6d in
this clduse.
5.?-Z
SUCB-PB2P3D-
',056: Parl 1, where apProprlate, sbatl apply to fire t'est rnetlrods
Apparatus
the parts described ln
The complele apparatos, K6owo as lhe penelrometer' shall conslst ot
5.z.z.t o's.zz.tt.
SECOND PENANG BRIDGE _
PACKAGE 3D . TOIL PLAZA,
S.U CITRA
: 32 OF
Doc. Ref.:
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th Mal 2012
REUI.TED WORKS
BINA
Page No.
SOIL INVESTIGATION
METHOD STATEMENT
MS 2038:2006
MS ISO 3310: 200?, Test sbves
of meta! cloth
1-4
-
fechnica! tequirentenls anC testing
-
Pa,'i 7: Iesl sieves
Definitions
Forthe purposes of this stanciard, the terms and defrnitions given in BS 6100 aPply, with the
following exceptions.
1.4.1
Soil and rock
Have the meanings ascribed to them by common Usage in civil engineering and construction
and, as yet, therJare rn universally accepted definitions. An indicatlon of lhe scope of these
tem-s is found in Section 7.
1.42
Ground
General term covering soils, rocks aM made ground.
1.4.3
Made ground
Covers all depostts which have accumulated through human activlty and may consist of
natural materials, e.g. Glayandior man+nade matedals, e.g. refuse.
IA'
Eill
"Made ground,, in which the material has beea seiecterj, placed anci compacted in accordance
with an engineering specification.
i.1.5
Grounciwaierconuol
Has been adopted in preference lo'dewatering', sinca $re former is considered to convey a
better descriptron of the scope of lhe expedient
1.5
Safet!
This slandard desdibes procedr.nes for site investigatiors and all involve some risk lo safety
urless an appropriate safev plan has been prepafed and implemented. safety b cons'dered in
3_1.4.
Elsanfrere, safety is only mentioned wfrere a specbl reminder has been consijered necessary'
$sk in contffiinaied ground. Hmwer, is ernPhaslsed that sdety b of palamoljnt
irnporlance for every activity in site investigahon-
e.g.
I
ADMTNISTRATTON BUILD INGS
ffi@*
s.u clrRA
Page No. : 31 OF
-
Doc, Ref.:
SIMS-Rev 01
Revision : 01
&
Issued : 15th Ma12OLZ
RET-A.TED WORKS
BINA
SOIL TNVESTIGATION
METHOD STATEMENT
MS 2038:2006
MS 1056: Pat,1, MethaCs of test {or soils for citil engineering purposes
quireme nts and sample pre p aration
- Paft 1: General
re
MS '1056: Pa,l2- Methods af tesl for soi/s for civil engineerng purposes - Parl 2: Aassification
lesfs
MS 1056: Pat,3, Methods of test for so/s /or civi) engineering purposes - Part 3: Chemical anC
electro-chempal tesls
MS J 056: Pad 4, Methods of fesf for sOi/s for civil enginaering purposes
-
Part 4: Compaction-
relalad fesfs
MS 1056:
W, 5,
of test for soils for cinl
Methods
Compresslbilily, porrneabilit!' and durability lests
d
MS 1056: Pan7, Methods
enginea'ing {}ueosas
-
Pe!].
5:
testfor soils for eivil engineeing purposes - Pai 7: Shear
strcngth tesls (tolal shess.)
MS 1056: ParT A, Methods of lest for soils for civil engineerlng purposes
sfrerglh tests (effective stress)
MS 1o56:
Pat
g, Methods of test for soils for civil engineering purpcses -
MS 1754:2004, Earthwo.*s
-
MS 17562001, Foundations
- Pai 8:
Shear
Pai 9: /n-s,tu tesls
Code of practice
-
CoCe of practice
BS 812-2, Tesfing agyegates - Part 2: Mtthods for determination of density
Bs 1s2+1, Sfabilised materials for civil engineeing purposes - Pad 1: Gernral reguirements,
sampling, sample preparation and tesls on mats-rials befot'e stabilisailon
-
BS 4019-3:1993, Rotary core drillng equipment
units
BS 40'i94:1933, Rotary core dritling esuiDment
BS 5493,
Cde
of practice for
-
Wtective @ating
Paft
3: ST)cificatbn for system A - Metric
Part a:.specificati,tr,
for
s1,s1s1r1
tr - lnch unts
of iron and steel stuctures against corrosion
&S 606s.0:J995, Water guality - Parl 0: lntrodud.ion
-.BS 606&2, Water guality - Part 2: Physical,
chembal and biochemical methods
:.BS OtOO, Glossary
of bui)ding and avll engineering terms
'ES 6316:19S2,
Cde
of practice for test pumping of waler wells
73A11, Cathodic Wtection .
Pai
1: Code of
Wctice
for land and marine apphcations
0008:1996, Guide to safety prscautions and procedures for the @nslruction
bcred shafts foi piling and othet purposes
2.012, Code of prac;t)e
machines
SUCB-PB2P3D-
fa- foundalions for nachinery
-
aN descent
Parl 1: Foundations for
@
S,U CTTRA
BINA
SECOND PENANG BRTDGE
Page No.
-
: 30 OF
Doc. Ref.:
PACKAGE 3D . TOLL PI,AZA,
SUCB-PB2P3D-
SIMS-Rev 01
ADMINTSTRATION BUILDINGS &
REUI.TED WORKS
Revision : 01
Issued : 15th M*12O72
SOIL INVESTIGATION
METHOD STATEMENT
MS 2038r?00€
The division between sections 4 and 5
is somervhat arbitrary and has been based
mainry on
convenJence in arranging ltre subject
maiter.
-
sec.ion 7 dea{s with the terminorogyand
systems recomrnended for use in describirB
aM
classifyirig soil and rock
materials
-
Section
r"U,
"-na
g deals wiih the
ir"o"r.-*"'
.preparation oi. lield reports and
interpretation of the data oOtaireO
t o, ti," i^*rt!?tfr. and
final borehole logs, the
the preparation of lhe final
reporL
Users of thb slanda,.d, par[ci]lar,ytho_se
of lmiled expe.isnce, are adyised not to refer
to the
methods of ground invstiqation in suctrcns
z'e*J"a'i-"trl"rt
str,,Jying
rh"r[ ; ];.l;i"J tr"t ti" desaiption the
of a method
;iH;r=Jn",s *,naa-y rn rr;s resperi rsit
:H,F ff ,gi5yr"lil, 8,,1,,9:*,.J
Dpment conbnues to take place involving
changes i^
ccrsida-atiors in Sections 2 and,s. lr
preriminarv
;;;i
;;;il;
melhods.
It may be noted u-at frere is an imbararrce
of beatment bet$een tests; in some cases
more
comprehensire beatment has'been giv"n
ro t".t" Lrr rr"qilîiy *"0. Thrs
is because manv of
the common rests are described
1056),
nhereas
there b a
paucity of reference to othe:. tests.
#;;y;;;*Jf*J
,a
The standard has been drawn up rn reiation
lo conditrons exisung in Malaysia, l^Lt occas;onai
rc-ference is male to concitibns overseas
where mu l.,"" rpirr"O desirable.
12
Scope
r-his Malaysian standard dears..*4th the
inv-esiigaiion
suitabiriry foi ffE consfuclion
oo
shes for the purpcsas sf assessing tfEir
r""ila,"n'ilrr,* a,rd of acquiring knoiyredoe
".gi*"ii,tlri
#iJttr"ilil
work and the
security of neigrhbouring ffi,Ta
"#''.#!r.oion of such
in the se,ection oi
rypary. rf #i'#J"?*rmed
const'uction sites due reoard has'been
;r[ ;-#;;;
environrnentar
',"r
and eoonom,"
consids.ations affeaing 6 community g"*,,,ty.
il;;" thr; one site may require de*rled
inyestigation before
of the cf,aracteristics of a sit!"r "irl
r"r
the rinal droice b mad!.
l-3
lriormative references
The foilor'ving nolmarive references. ae indispensabre
br the apflication of thb sbndard. For
dated references,'nrv the ediflon dted
il;-,rdat"i'LiLr,*.,
tl," btest edftion of tfE
normative referen@ (lndut ing any amendmenfs)
"pp#-
'-- -
"pp6,
MS 26: Part 2:1991, Methods of testing concrole _ patl
co n crele ( Firsl ro visi on)
Z:
Methods
of
testing hardened
Ms 29:1s95, speciffcatbn for aggregates trom
naturar sources ror concrete (First revision)
MS 30: Pad 4:1995' Methods of.t?stils aggregates pad
4: Methods for determination of
particle size distribution (Fhst revision)
MS.30: Parl 5:1gg1, MethoCs
partole
shepe {Fi.si reviston)
of testing
aggregates _
parl S: Methods for determinatian
of
Page No.
-
ADMINISTRATION BUILD INGS &
REIII.TED WORKS
S.U CTTRA
BINA
:29
Doc. Ref.:
OF
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th Ma72Ot2
SOIL INVESTIGATION
METHOD STATEMENT
MS 2038:2006
SITE INVESTIGATIONS. CODE OF PRACTIGE
SEGTION 1: GENERAL
1.1
lntroduction
It is important to note that the site investigation information plays an impodant role ln the
construction industry. lnadequaie site investlgation has contributed towards cost ovenuns,
projeot delays and numerous problems after completion. Factors influencing outcome of the
site lnvestigition include initial pressures with respect to lime and money, lack of guidelines
to'"vai'ds p'opei pianning and praciice of sire investigation.
Before reliable and adequate site investigation infonnation can be obtained, there should be
,*r."n"r. botr in the englneering community and the owners as to inherenl risks associated
with inadequate or unreliable site investigation, particularly with respect to cost overruns and
saiety. Regardless of quality of the lnterpreters of tre site invesiigation information,
interpretation remain as good as the base information. Basic being that good decision can
never be made on bad information. Every decision made ultimately translates into costs and
safety, extent of which will depend upon quatity oF the base information'
paid
Every civil engrneering structure is founded on ihe ground. Ground therefore has to be
gr"r[., or atleast same sare and attention as given to other aspects of the engineering
it r"trr". Site investigation therefore stpuld be enbusted only to professionals with special
kdining and experienie in geotecfinical engineering and in rJre prectice of site in','estigation-
Guidelines presented in this standard should help towards acquisition of reiiable sile
Rel'ability, nevertheless, will depend upon commitment to quality and diligenoe of
,en(;ineers involved-
:tiiii
standard, the expression'site investigation" has been useC in its wider sense. lt is
elsewheie in a nairow sente to describe the axptoration of the gnound, Y/hich in
has been termed 'gmund lrivestigation'. lt.is to be noted that although the
of ground investigntion is detailed, the treitment of other aspects of site
is less detafled.
r,of soil and rock as consfr.rction materials is treated only briefl5 further information is
MS 1754:2004.
stdndard consists of eight sections;
1 tleals with general matters.
2 deals with those matters of a technical, legal or environmental character which
to be taken into acc'ounl in selecting the site (or in deternining whether a
site is suitable) and in preparing the design of
li€
works.
describes general aspects and planning of ground investigations,-including
the-
of generai oonditions and ground conditions of the selection of methods of
4, 5 and 6 describes methods of ground investigation,
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SOIL INVESTIGATION
METHOD STATEMENT
ffi
IWALAYSIAN
STAE{#AHP
MS 1055: PART 9:2O05
SOILS FOR GIVIL ENGINEERING
PURPOSES - TEST METHOD PART 9: !;'J-SITU TESTS
'\
:^.i
.y:;
l-,-
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ICS:19.020
DescnptoE scri, detemrnalrofi
@
c,vrr
eDgrnerrns rn-s,lu lesE
Copyright 2005
DEPARTF/IENT OF STA'F',DAFIDS MALAYSIA
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RELATED WORKS
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OF
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SIMS-Rev 01
Revision : 01
Issued : 15th Mal2012
METHOD STATEMENT
S. U. CTTRA BINA SDN. BHD.
APPENDD( L
MALAYSIAN STANDARDS EXTRACT
28
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SOIL INVESTIGATION
METHOD STATEMENT
MS 1056: PART 9:2005
i)thedepthatwhlchpushrodshavebeenpsrtlywithdrawninordertoreduceUreslderriclion
resislance;
J)
kl'
deiails ol any unusual event or abnormal lnteffuption to the test
observat'ons on sounds from or unusual vibrations
conespondlng towhen thgyoccuned;
of the push rods and the deptlrs
|)thedeplhtothBwatqleyelintheholeremainingefterWithdrar.ralofthepenetrornete'tiPor
lhe depth at which he hole collapsedi
.ml
whether ornotlhe test hole was backfilledi and
n)
the infomation required by Claose 10 of MS 1056: Part 1'
5.&
Determlnatlon
probing DP)
5.3.,
of the dynamic problng resistEndE u6ing ths 90' cone tdynamlc
General
Thjsmethodcoversthedeterrninationoftheresistance.of.soilsinsitutotheintermittent
record is
penetration ol a 90" cone when Jiii"" aynrt"""ly ln a -standard manner. A continuous
o a"ptn oi'ti,J re-sistaric. df the cone rn contrast [o the standard
il&ffi-ffi;Jp""t
penetration test (see 8.4), but
are specified.
$,e;
probing can be used
"i" ^ll"*pti"g
faciiitres. Two ditferent sizes of apparatus
to detect so't layars and to looate strong layers'
e
g'
in
Dynamic
resrilts of dynamic probing .should normally be
coheslonless soils for end-bearinq-piE..
*c
iimetins, p*ic:rtartt *.ith raspect thc Enpaieilce cf a
;'" -"j-"i1".,
ih.
irif
#;#;ft;r;.;
bEaring stratum.
in Goheslve soils a]1d ln soils at depth' cstjtion has to
along the extension rods becones sEnllicanl
\ Ihen interpreling tftE test results otrtained
n"
t t"n wtt.n tiitton
The requirements
oi MS 1056: Part l,
where appropriate' shafi apFly
to the test mefiods
desDnled in lhis clause.
53.?
Principle
lvlth a tree-tall a harnmer a
Tho basis of the test wi(h eithBr size of apparetus conslsts of droPolno
the semi-continuous'peietration, normally from 'rhe
standard distance on to an ,rrif io
e 90' oointed @ne at the
"iiLtt
oround surfacs, of a series ot p.JfJ"iU"O extenslon rods caniino
straieht and
miniri" rod frrcrion aio io reep tire horeplot
sh'winsi
g measured-,
results consist of a
ffi;i"di';f;;;;rl;6"i;,i;';;ito
;;ar;'h"
fu;are.hrrned
fie
-iirii-iJrqrJ
the'iumberofbhwsornrenammertoo'r,veth"coneeachlo0mmlndepthandthevaluesofthe
torque (in Nm) at speciFted intervals.
t
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SOIL INVESTIGATION
]yIETHOD STATEMENT
S. U. CITRA BIHA SDN. BHD"
MS J056: PART 9i2005
A,
is thE external
5.2.5,3
surhce
ar*
of the slee',e (in mr,z).
Frictlon ratlo and triction index
he
friction ratic {,Q1) and the fncuon inciex (/r) formeasuiemeirts of the cone resistance
ti'rction r€sistafl.e (rr) at the same depth i,e. wher) ths cons was at thg
level cbnesponding to the mid-pornt ot the slesye.
Calculare
(ft) and local unit side
Fr;ctioo ratio
Calculate the fn:ctucn ralo, ,q( {in %), from lhe equatron.
P,
'
5.2.6
Test report
/..
:ll- \r-t
[s" 'l 1o
5)
The repod shalt affirm that tle lest v/as caried out in amcrdance r,vith this part ol this standard
and shallcontain lhe following information:
a)
b)
the method of tes{ Lrsed;
grapnicrepresentalions wil}l respecl.lo the oeptl Df the folloutng measuremonts:
@ne resis€nce (qE) (in MPa);
local unit srd€
fictlon .eestarce (i!)
(ln kPa)i
fricti$1 raUo (,<r: horizontal exisi and
pore v/atpr pEssur€ (u): hortzontal axis, where appropriate
c)
d)
e)
fl
S)
h)
readrngs
oF
the rnclinometer, if laken, beyond a limit
b
be speclfrEd;
he capacityand type ol the peneuorneter used;
flre type of r€sisranse-measuring s)Etem used;
the type of the penefometer llp and cone ssed and the c?pacities of lhe
different
resistance-measuring devices used and thelr conditions wnh rEspect [o weac
lf pezomeiric sensors are used, their posifion and the-type of
he depth over which a friclron reducer or push rods
iseeFom!DolAnner.a
SUCB-PB2P3D-
SIMS-Rev 01
Revision : 01
Issued : 15th Mar12O72
fller
vath reduced dameter has been used;
SECOND PENANG BRIDGE PACKAGE 3D - TOLL PIITZA'
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Page No.
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Issued : 15th l4a1 2OL2
SOIL INVESTIGATION
METHOD STATEMENT
IJiS 1056: PAHT 912005
NOTE- ln had ol very cariipzpl g,oond. sDeddg al &?tl"
fu may
rcl b€ pcible to rch'tne
thE slaDda(d rele Gl
perekaliotr.
52-4.8
Data for site record and the lntervals of measurernents
ioteN/als not,larger than 5 cm' the
Measure, record and prini, oo rezi tlme basis at specrFied depti)
following'
eitheL'
aJ
the axial forue iCL) actifig on ',ha cone (in ki'i); aod
b)
the hictionat F3rce
(A)
acting on the sleeve (in kN)i
or dircct measurements when machine lacilities permft of:
c)
the cone resistaoce (gc) 0n MPa) (see 5'2'5'1)i and
d)
2'5-2li
the local unilside friction resistance (i'J (in kPa) (see 5
and v,tren required,
e)
(ln kPa)
the poie 'r';a'!=r p-'essure (u) ecling on tire piezomeUic senscr
D
dl
vt
the inclinometer valu?
(i,
'
degtBes or iaiians)' and/oi
to lhs a!}ve
of the cone base below the grDund srriiatre ci"r.sP44i'rg
at least 100 lnm'
-L="i#="".' i+=iiure the depth b an accuracry- of
Ele deoth
(representrng indicatjons of,,the
Note sounds from' or unusuaL vibrations of, the Push.,rDds,
mrre-spcndins !o wheF thev
;;;"r;';i;;J
m"t"iia
,'
ocpIrfed.
oulH,,mn"i,'""J 'iot" in"
depihd
rtich the PUSh rods rlay ha'/e
irle blele! reslstanre, aiid tiieil be€i'
at
Record alqy unusual event during the test hcludifig the deptls
trem ex&acted over a llmited
i#il'r'""t*-1":lraar
pushed back iDto the soll
524^9
Post-test checks and records
Check and recold lhe following at the end o[ each t€st
at
a)
lmmediatety upon comPleHon of eegh
ilb;;;;, iJ;
tii.
r".
tesl
lhe resistance measuring equiPment ts
cianners. Zem kcad rEadins betu/een the
Y/hen
rii*rlii,rt"e
îioiis
,t il'=t irrrri ,ii-Jrr"i u"y more oan o 05
stari of tesl and the end
oieacr, rneasuring channel or 5 kPa whichever ls larger'
1/r
ol he fuli scale cePacny
bllnsoecltheeone,sleeve,seatsandpiezomelerswher€fitte|J'foldamageandwearsince
the commencetent ol {he tesl
41
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-
TOLI PLAZA,
ADMINISTRATTON BUITDTNGS &
RELATED WORKS
S.U CITRA
BINA
Revision : 01
Issued : 15th Ma12OL2
SOIL INVESTIGATION
METHOD STATEMENT
MS 1056r PA.RTSr2005
lnspect the push rods for alipoment and damag e.
Where uear of lhe sleeve or coTre has laken plaffi durirE lhe test su6h thal eilher has reached a
state where duing the test d should have been replaceC. the lest shall lemaln valid but shBll
include rn the repcrs a slaiemant descnling the condition oi the sleeve and cone at the end ol'
c)
Record, where possible, lhe depth to fhe water tevel in the hole Bfrer rlithdra"(al
penetrometer tp, o, the deplh at whlch, the hole collapsed.
d)
Record whether the lesf hole has been beckfilled, and
e)
Record the identiircalion number ofthE penebornaler tip used For the test.
f)
Record the dales and relerence numbers of the calibration csrflRcatBs for the measurang
devies.
S)
h)
Record t re ddrfls of ihs opemror in charge of ihe crew whrch performed the tesl
iF
oI
th6
so bt sfiich method.
I
;
i
{
I
AII tesl data shall be recrrded and furnished rn ASGI1 dlgital flEs
5.2.5
CalcUlatlons and expression of the results
5.2.5.1 Coneresistance
i
I
!
I
i
I
1
t
it
I
I
Calculate lhe c'one reslstance, go (in MPa),
F
om the eqoabon:
ro.\
n=:1=- ha'"
\Ac )
I
I
1
I
Wfrere,
I
I
Q"
is the axial force artulrg cn the cone (rn kN); and
l
A.
is the atea o{ the base oF the mne (rn mmz;.
)
J
5.2.52
Local unit side friction reslEtance
Calculate th€ loEal unlt side friction resislance, f, lin kPa), fam be equation:
r=
=l.9-}0"
l.ts /
where,
a.
is the lrictionai force actlng o0 the sleeve (in kN); Bnd
42
Page No. : 40 OF
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SOIL INVESTIGATION
METHOD STATEMENT
MS J056r PART 9:2005
A,
Is the
5.2.5,3
:xternal
surfrace area of the slee','e (in mm?).
Friotlon ratlo and triction index
Galculare L\e friction ratic (,41) and the fnctofl index (Ir) ior measurements of the cone resistance
(+) and local unit sida frr;tio; resistance (fr) at the same dePth i.e. when the cone was at th3
leve) cbnespondrng io the mid-poinl of the sleeve.
Fristion ratio
Calculate the f|i6ticn ratjo,
&
(in o/,), from lhe equ?tion.
,- ) t
r' =l!ls"' 10
a,
5-2.6
Test report
5)
The repOrt shall affinn that tie lest v/as caried out in accoldance rNith this Part ot this standard
and shallDontain lhe following informarion:
a)
b)
tha meihoci of test used;
graphicrepresentations wiih respect
10
the depttS
tf
the {.llot'/lng measuremeotsi
cone resisEncs (qJ (in MPa)i
lccal unil srd€ fistton resistance [fs) (ln kPa);
fricticn raiio (Ar: hoilzontai axis:
affi
pore watei pressur€ (u): horizonral axis, where appropriate.
c)
d)
e)
he capactyand type ot
0
the type of the penetrcmetu tlp and cone used 6nd the Gapacities of the dfferent
resjsiince-measuring devices used and their ccnditions wfth rEspect to weac
S)
h)
lFprezomelric sensors are used, their Positon and the type
readiogs of the inclinometer, if taken, beycnd a liiaii !3 5e sP$iied:
he
the penetro:-neterused;
typE of reslshnee-measuring system used;
offlie,:
he depth over which a friclion reducer or push rods yrith reducad drameter has been used,
')Sce Fom
!
D
olAnnex A
n3
SUCB-PB2P3D-
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SUCB-PB2P3D-
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Issued : 15th
REIITTED WORKS
SOIL INVESTIGATION
M ay
2ot2
METHOD STATEMENT
MS 1056: PART 9:2005
i)
the depth at which push rods have been psrllywihdrawn iB order to reduce dre slde friction
resislance;
J)
k)
details oI any unusual event or abnormal intenuption lo the test
obseryations on sounds from or unusual vibrations
conespording to when thsy oocuned;
of the ptish tods and the depths
l)
the depth to the water level in the hole remainlng afrer withdrav'ral of the penetrometer tip or
lhe depth at which the hole collapsed'l
m)
whether or not the test hole was backfilledi and
n) the inionnation required by Glause 10 of MS 1056; Part 15.3 DltGrmlnatlon of the ctynamic ptoblng resistandE uElng thE 90" cane
tdynamic
probing DP)
5,3,1
General
This method coverg the detErmination of he resistance of soils in situ {o the intermittent
record is
oenetration of a 90o cofle when dtiJ"n aynu*ioffy ln a standard manner. A continuous
to the standard
[iJvtirJ-nnfr *"peot to d"po, of the resistanm oJ the cone rn conpstsizes
of 6Pparatus
l"*toition t""t (see E.a), budtfrere are no sarnpling fadlilies. Two ditferent
are specified.
Dvnamic orobinq can be used
LjiLliJ"r#J.Jil" ioi
lo
detect sort leyers and
to locate strong layels. e.g, .in
piies. The .es,is of dynamic probing should normally
be
"no-693rins
irlih sampling, Pai',iculatly r'ith tespect tc th6 coinpaieace ol a
checkad by boing in co;-,juncilon
beadng stratsm.
to
\ryhen interpreting rhe tesr results obtained in Goheslve 9o1s 8.ild ln soils at depth, cautj,on has
be takert $dieo tri;tlon along the extension rods becones E'EnlficanL
The requirErneRts of MS 1056: Part 1, wher6 appropn?te. shall apply
descnled in lhis clause.
53..2
to the test
methods
Prihciple
Thebasisofthetestwitheithersizeo{apparatusconststsofdropplnglvlth.afree.fallahammeta
sEndard distance on to an anvil to effec[ he semi-conlinuous penetra-qqn, normElly Irom tne
orcundeur(acg.ofaseriesofparallelsidedextenslonrodscarryinga90.po'ntedcone.aJme
and to keep the hole straight and
ilffi;rd Aft;;rarlntervats,'in ofder to minimbe lod frlclion
consist of a pbt 6ho1/ing
i.rti}.-tt" ioor""r" u.,m"a and lhe torque ls measurec,-, The results
In depth and the valoes of lhe
riurnUer of alows of thg hammer to drive thB cone each 100 mm
brque (in Nm) 8t sPecirled intervals.
tG
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S. LI. CITRA BINA SDN. BHD.

Transcription

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