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G&P Geotechnics Sdn Bhd (G&P Geotechnics Sdn Bhd (www.gnpgroup.com.mywww.gnpgroup.com.my))
By
Ir. Dr. Gue See Sew & Ir. Chow Chee Menghttp://www.gnpgeo.com.my
G&P Geotechnics Sdn Bhd (G&P Geotechnics Sdn Bhd (www.gnpgroup.com.mywww.gnpgroup.com.my))
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CONTENTSCONTENTS
• INTRODUCTION
• OBJECTIVES
• DESK STUDY
• SITE RECONNAISSANCE
• METHODS OF GROUND INVESTIGATION
• FIELD TEST AND SAMPLING
• PLANNING OF GROUND INVESTIGATION
• SPECIFICATIONS
• SUPERVISION
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INTRODUCTIONINTRODUCTION
Guidance notes to engineers on the practical aspect of site investigation
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OBJECTIVESOBJECTIVES
Provide adequate information for
- Site assessment, safe and economical designs
- Foresee construction difficulties.
- Choice of site and layout
arrangement.
Scar
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SITE RECONNAISSANCESITE RECONNAISSANCE
• Confirm and obtain additional information.
• Examine adjacent and nearby
development.
• Compare the surface features and
topography with data obtainable in the desk study.
• Locate and study the outcrops, previous slips.
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G&P Geotechnics Sdn Bhd (G&P Geotechnics Sdn Bhd (www.gnpgroup.com.mywww.gnpgroup.com.my))
METHODS OF GROUND METHODS OF GROUND
INVESTIGATIONINVESTIGATION
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BOREHOLESBOREHOLES• Refer to MS2038
• Includes boring, sampling, in-situ testing and water table observation.
• Drill through soils and core through
rocks.
• Two commonly used methods:
a) Rotary drilling method
b) Rotary wash boring
• Rock Coring
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Care in Boreholes
- Levelsand coordinates
- Samplers in good condition, clean & greased
- Samplers sealed, labelled & stored
Sizes of commonlySizes of commonly--used Core barrels, Casings and Drill used Core barrels, Casings and Drill
Rods UsedRods Used
Typical Rotary Drilling RigTypical Rotary Drilling Rig
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Sampling in BoreholesSampling in Boreholes
• Disturbed Samples
- Split spoon samples from SPT
• Undisturbed Samples
- Mazier Sampler
MazierMazier SamplerSampler
- Three-tube core-barrels containing detachable liners within the inner barrel.
- Suitable for stiffer soil stratum.
Care in SamplingCare in Sampling
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Groundwater Groundwater
• Water level should be taken daily during SI (particularly in the morning).
• Piezometer should be used for accurate and longer time measurement.
• Good practice :
Allow the ground water drop to original
level
Boreholes with Standpipe
Piezometers Lockable Cap to prevent vandalism
Bright Color (Red + White) to prevent vehicle knocking into it.
Borehole Number Clearly Marked on
Concrete
4m
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Standard Penetration Test (SPT)Standard Penetration Test (SPT)
• According to MS 1056
- Hammer weight = 65kg
- Drop height = 760mm
- Total penetration is 450mm and the
number of blows for the last 300mm is
the SPT’ N’ value.
Care
- depth of test vs casing L
*site supervision
Equipment for SPT
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PLANNING OF GROUND PLANNING OF GROUND
INVESTIGATIONINVESTIGATION
S.I. In Grid PatternS.I. In Grid Pattern
(Total = 32 nos)
Not Recommended
Proposed SIProposed SI
(Total = 32 nos)
Typical CrossTypical Cross--SectionSection
Ground Level
Bedrock Level
Very Hard Material Level
Hard Material Level
Groundwater Level
EXISTING GROUND
LEVEL
Water Table
C’ 2, ø’ 2
Clayey Layer
C’3, ø’3
C’1, ø’1
BH
BH
BH Perched WT
Seepage
CROSS SECTION
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Selection of Ground Investigation Selection of Ground Investigation
MethodsMethods
• Slope and cut areas
- use Boreholes
- SPT and Mazier samples for triaxial tests
- Piezometer
Depth of Investigation
Stability Analysis
Foundation Design
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Laboratory Test
a) Classification- Sieve Analysis- Clay/Silt- Atterberg Limits- Moisture Content- Unit Weight- Specific Gravity
b) Shear Strength
- CIU- CID
Effective
d) Chemical- SO4
- CI- Ph- Resistivity- Redox Potential
c) Compaction Fill
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G&P-Form6 (Rev3)
G&P GEOTECHNICS SDN. BHD. (Geotechnical Consultants)
LABORATORY TEST SCHEDULE
Project No : ……………………………….. Lab. Schedule No. ……………….. Requested by : …………………………………………… Date : ………………….. Project : ……………………………………………………………………………………..………………… Rev iewed by : …………………………………………... Date : ……………………
BOREHOLE SAM PLE NO.
DEPTH m
M/C A.L. B.D . S.G. Direct She ar Box
SIEVE ANALYSIS CONSOLIDATION TRIAXIAL UCT
CH EMICAL ANALYSIS
Mech. Hydro. Std. Rapid S.S. CIU UU ORGANIC CONTENT PH
SULPH ATE CONTENT
CHLORIDE CONTENT
TOTAL Requested
Performed
Note : 1) C IU - I sotro pic Conso lidat ed Undra ined Tr iaxial Te st with pore pressure measurements
- Use 70mm diameter samp le (i.e. u ntr immed Mazier sample) - Sample should n ot have side filter dur ing consolida tion - Shearing strain sho uld be calculat ed using Cv values ca lculated dur in g consolidatio n stage. - M ulti-stage testing not allowe d - P-Q Stress Pat h Plotting sh all be submitted.
2) For CIU Tests, stress path an d other relevant da ta shall be submitted in Ha rd Copy (Plots and Tabu lated Data) and Soft Copy (Co mpu ter files data). Cell confinin g pressure of 0.5 σv , 1.0σv, 2.0σv shall be ad opted
for t he CIU test, whe re σv is the total vertical in-sit u stress. 3) U U - Unconsolidated U ndrained Test (at tota l overbu rd en p re ssure of the sample) 4) UCT - Unconfined Com pression Test (untrimm ed sam ple)
5) To determin e Cv from Consolidation Tests :-
- Use Square-Root Time Method to determine d0 .
- Then use Log-Time Met hod to dete rmine d100
6) Direct shear box test - Three (3) recon stituted specimens (60mm x 60m m x 20 mm thick) sh all be used. - Applied normal stress pressure of 0.5 σv, 1.0σv , 2.0σv shall be adopte d for th e she ar box test, where σv is the total vertica l in-situ stress. 7) All specimens for tr iaxial or consolidation tests shall be obtained from center of th e recovere d samp les in
UD sam pler. 8) 2 moisture content te sts shall be carried out on soil immediately besides the specimens ret ained for tria xial or co nsolidation tests. 9) Bulk densit y, particle size distribut ion and Atterb erg Limit te sts shall b e carried out o n every specimen afte r the tr iaxial or consolidation tests.
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Special AttentionSpecial Attention
Triaxial Compression Test
- No/Minimum Trimming
- No Side Drains
- No Multistage
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SITE SUPERVISIONSITE SUPERVISION
• Full time Engineering Geologists, Engineers or experienced Technicians
• Briefing (Supervision Checklist)
• Communication
• Checklist (http://www.gnpgeo.com.my/RnD_spec_checklist_checklist.asp)
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CONCLUSIONSCONCLUSIONS1. You pay for soil investigation whether
you carry out or not. In fact you
eventually pay more without a soil investigation.
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CONCLUSIONSCONCLUSIONS
Principal conclusions:1. Delay and escalating
construction costs are due
to inadequate site
investigation
2. Consequences of
inadequate SI is not only
severe during design and
construction stage but even more serious for full-
life costing
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CONCLUSIONS (CONCLUSIONS (concon’’tt))
2. You must know
- why you wanted them
- where they are to be carried out
- how they should be done
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CONCLUSIONS (CONCLUSIONS (concon’’tt))
3. Use proper specifications
4. Full time supervision
5. Ensure QA/QC system.
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• INTRODUCTION
• OBJECTIVES
• SCOPE
• INTERPRETATION
• DESIGN PARAMETERS
• LABORATORY TESTS
-- JKR PROBEJKR PROBE-- SPTSPT
CONTENTSCONTENTS
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• NEED
- Neglected topic; only briefly covered in universities
- Danger of using results directly without interpretation
- Decision on choice of values for soil parameters
• SCOPE
- Common tests only
• PROCESSES
- Specifications, Supervision, Presentation & Interpr etation
INTRODUCTIONINTRODUCTION
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Proton Iswara
Ferrari
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• Illustrate the importance of interpretation
• Show methods of compiling results and recognising errors
OBJECTIVESOBJECTIVES
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•• SCOPESCOPE- Common field and laboratory tests
•• FIELD TESTSFIELD TESTS- JKR/ Mackintosh probe
- SPT (Standard Penetration Test)
•• LABORATORY TESTSLABORATORY TESTS- Unconfined compression
- Triaxial Test (CIU with pore pressure measurement & CD)
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- Primitive tool
- Limited use� Shallow bedrock profile (limestone with slump zone)
� Weak zone at shallow depth
� Shallow foundation• No recent fill and future settlement
• Structure of low risk
• If in doubt – use borehole
JKR PROBEJKR PROBE
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Cased hardened steel pointer of Cased hardened steel pointer of
25mm 25mm diadia. and 60. and 60oo cone.cone.
12mm 12mm diadia. HY . HY
55C steel rod55C steel rod
Prevent buckling during driving
5kg drop 5kg drop hammerhammer
22mm outer 22mm outer diadia. coupling. coupling
28
•• ApparatusApparatus
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CONE PENETROMETER
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For practical application:
- Results of JKR Probe = Mackintosh Probe
- Patented in the early days
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•• Precautionary measuresPrecautionary measures
��Free fallFree fall and and consistentconsistent drop heightdrop height
��Components and apparatus properly Components and apparatus properly
washed and oiledwashed and oiled
•• Termination criteriaTermination criteria
��Blows/300mmBlows/300mm(maximum 400 blows/300mm)(maximum 400 blows/300mm)
��Max 15m depthMax 15m depth
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•• Typical test resultsTypical test results
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Identifying Identifying localisedlocalised soft/weak or slip plane.soft/weak or slip plane.
•• ApplicationsApplications
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Identifying Identifying localisedlocalised soft/weak or slip plane.soft/weak or slip plane.
•• ApplicationsApplications
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Identifying nonIdentifying non--compliance fill.compliance fill.
T
T
T = compaction lift
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•• Comparison between JKR probe and SPTComparison between JKR probe and SPT
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0 100 200 300 400JKR Blows
12
8
4
0
Dep
th (
m)
JKR Plot
0 10 20 30 40 50SPT'N'
12
8
4
0
SPT'N' Plot
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0 10 20 30 40SPT'N'
16
12
8
4
0
14
10
6
2
Dep
th (
m)
SPT'N' Plot
0 100 200 300 400JKR Blows
16
12
8
4
0
14
10
6
2
JKR Plot
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Number of Blows per 300 mm
Dep
th F
rom
Gro
und
Sur
face
In M
eter
(m
)
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�� Shallow depthShallow depth
�� Not for gravelly groundNot for gravelly ground
�� Human errors Human errors (e.g. wrong counting, non(e.g. wrong counting, non--consistent consistent
drop height, exerting force to the drop hammerdrop height, exerting force to the drop hammer
�� Misleading results at greater depthMisleading results at greater depth
•• LimitationsLimitations
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63.5kg Hammer
760mmFree Fall
450mm
Split-Spoon Sampler
AW Rod
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Driving Shoe
Split Barrel
•• OD = 50mm OD = 50mm
•• ID = 35mm ID = 35mm
•• Length ~ 650mmLength ~ 650mm
Split-Spoon Sampler
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Seating drive
Test drive
SPTSPT--N ValueN Value
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SPTSPT--N = x 300 = 143N = x 300 = 143
5 5 -- 10 10 -- 30 30 -- 20/30cm20/30cm
Seating drive
Test drive
(30 + 20)(30 + 20)
(75 + 30)(75 + 30)
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Maximum blows to be applied In seating drive In test drive Soil 25 50 ‘Soft rock’ 25 100
MS 1056 : Part 9
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?
?
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-- Why?Why?
-- Types of Tests!Types of Tests!
-- How?How?
-- Specifications?Specifications?(Load, Pressure, Time)(Load, Pressure, Time)
LABORATORY TESTSLABORATORY TESTS
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SPECIFICATIONSSPECIFICATIONS
a) a) TriaxialTriaxial testtest1) For triaxial tests
- Strain rate- Back pressure
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Special AttentionSpecial Attention
Triaxial Compression Test
- No/Minimum Trimming
- No Side Drains
- No Multistage
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G&P-Form6 (Rev3)
G&P GEOTECHNICS SDN. BHD. (Geotechnical Consultants)
LABORATORY TEST SCHEDULE
Project No : ……………………………….. Lab. Schedule No. ……………….. Requested by : …………………………………………… Date : ………………….. Project : ……………………………………………………………………………………..………………… Rev iewed by : …………………………………………... Date : ……………………
BOREHOLE SAM PLE NO.
DEPTH m
M/C A.L. B.D . S.G. Direct She ar Box
SIEVE ANALYSIS CONSOLIDATION TRIAXIAL UCT
CH EMICAL ANALYSIS
Mech. Hydro. Std. Rapid S.S. CIU UU OR GA NI C C ON TE N T PH
SU LPH ATE C ON TE NT
C H LOR ID E C ON TE NT
TOTAL Requested
Performed
Note : 1) C IU - I sotro pic Conso lidat ed Undra ined Tr iaxial Te st with pore pressure measurements
- Use 70mm diameter samp le (i.e. u ntr immed Mazier sample) - Sample should n ot have side filter dur ing consolida tion - Shearing strain sho uld be calculat ed using Cv values ca lculated dur in g consolidatio n stage. - M ulti-stage testing not allowe d - P-Q Stress Pat h Plotting sh all be submitted.
2) For CIU Tests, stress path an d other relevant da ta shall be submitted in Ha rd Copy (Plots and Tabu lated Data) and Soft Copy (Co mpu ter files data). Cell confinin g pressure of 0.5 σv , 1.0σv, 2.0σv shall be ad opted
for t he CIU test, whe re σv is the total vertical in-sit u stress. 3) U U - Unconsolidated U ndrained Test (at tota l overbu rd en p re ssure of the sample) 4) UCT - Unconfined Com pression Test (untrimm ed sam ple)
5) To determin e Cv from Consolidation Tests :-
- Use Square-Root Time Method to determine d0 .
- Then use Log-Time Met hod to dete rmine d100
6) Direct shear box test - Three (3) recon stituted specimens (60mm x 60m m x 20 mm thick) sh all be used. - Applied normal stress pressure of 0.5 σv, 1.0σv , 2.0σv shall be adopte d for th e she ar box test, where σv is the total vertica l in-situ stress. 7) All specimens for tr iaxial or consolidation tests shall be obtained from center of th e recovere d samp les in
UD sam pler. 8) 2 moisture content te sts shall be carried out on soil immediately besides the specimens ret ained for tria xial or co nsolidation tests. 9) Bulk densit y, particle size distribut ion and Atterb erg Limit te sts shall b e carried out o n every specimen afte r the tr iaxial or consolidation tests.
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Strength Parameters :Strength Parameters :Strength Parameters :Strength Parameters :Strength Parameters :Strength Parameters :Strength Parameters :Strength Parameters :
-------- Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.
-------- Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.
Interpretation of Laboratory TestsInterpretation of Laboratory Tests
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(A)(A)(A)(A)(A)(A)(A)(A) Effective Stress :Effective Stress :Effective Stress :Effective Stress :Effective Stress :Effective Stress :Effective Stress :Effective Stress :-------- For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.
-------- Fully Fully Fully Fully Fully Fully Fully Fully ““““““““DrainedDrainedDrainedDrainedDrainedDrainedDrainedDrained”””””””” Conditions.Conditions.Conditions.Conditions.Conditions.Conditions.Conditions.Conditions.
Strength ParametersStrength Parameters
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Typical Set-up of TriaxialTest
a)Base
b)Removable cylinder and top cap
c)Loading ram
d)Rubber membrane
a
b
c
d
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Effective Stress StrengthEffective Stress Strength
Parameters Parameters Parameters Parameters cccc’’’’ & & & & φφφφ’ ���� Interpretation fromInterpretation fromInterpretation fromInterpretation from
(i)(i)(i)(i)(i)(i)(i)(i) Isotropic Isotropic Isotropic Isotropic Consolidated Consolidated Consolidated Consolidated UndrainedUndrainedUndrainedUndrained TriaxialTriaxialTriaxialTriaxial Test, Test, Test, Test, CIU + CIU + CIU + CIU + CIU + CIU + CIU + CIU + ∆∆∆∆∆∆∆∆UUUUUUUU
(ii)(ii)(ii)(ii)(ii)(ii)(ii)(ii) Isotropic Consolidated Drained Isotropic Consolidated Drained Isotropic Consolidated Drained Isotropic Consolidated Drained TriaxialTriaxialTriaxialTriaxial Test, Test, Test, Test, CIDCIDCIDCIDCIDCIDCIDCID
(iii)(iii)(iii)(iii)(iii)(iii)(iii)(iii) Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test Laboratory Shear Box Test (at v. slow (at v. slow (at v. slow (at v. slow (at v. slow (at v. slow (at v. slow (at v. slow rate)rate)rate)rate)rate)rate)rate)rate)
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Mohr-Coulomb
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Two types of PlotTwo types of PlotTwo types of PlotTwo types of Plot
(i)(i)(i)(i)(i)(i)(i)(i) MIT MIT MIT MIT MIT MIT MIT MIT Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot (T.W. Lambe of MIT, 1967)
(ii)(ii)(ii)(ii)(ii)(ii)(ii)(ii) Cambridge Cambridge Cambridge Cambridge Cambridge Cambridge Cambridge Cambridge Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot Stress Path Plot
The vertical axis :
t = (σσσσ1 - σσσσ3)/2 = (σσσσ’1 - σσσσ’3)/2The horizontal axis :s = (σσσσ1 + σσσσ3)/2 & s’ = (σσσσ’1 + σσσσ’3)/2
(Roscoe, Schofield and Wroth (1958) at the Cambridge, England)The vertical axis :
q = σσσσ1 - σσσσ3 = σσσσ’1 - σσσσ’3The horizontal axis :p = (σσσσ1 + σσσσ2 + σσσσ3)/3 & p’ = ( σσσσ’1+ σσσσ’2+σσσσ’3)/3
Terminology & Interpretation
STRESS PATH INTERPRETATIONSTRESS PATH INTERPRETATION
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MIT & Cambridge Stress Path PlotMIT & Cambridge Stress Path Plot
Tan θθθθ = t’ / sTan θθθθ = Sin φφφφ’K = c’ Cos φφφφ’
C’ = KCos φφφφ’
Tan ηηηη = q / p’Sin φφφφ’ = (3 ηηηη) / ( 6 + ηηηη )r = c’ (6 Cos φφφφ’) / (3 – Sin φφφφ’)
C’ =r (3 – Sin φφφφ‘)
6 Cos φφφφ’
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Scattered CIU Results
0 50 100 150 200 250 300 350 400 450 500s' = ( σ1'+σ3 ')/2
0
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t' =
(σ1'
- σ 3
')/2
BH1 UD2
BH2 UD1BH2 M1BH3 UD2BH4 UD1
BH5 M1BH6 M1BH6 M2
BH9 M1BH10 UD1BH10 UD3
0 50 100 150 200 250 300 350 400 450 500
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Upper Boundc’ = 5 kPa, φ’ = 39º
Lower Boundc’ = 0 kPa, φ’ = 29º
Proposed Design Linec’ = 3.5 kPa, φ’ = 32º
φφφφ’ = sin -1 m
c’ = a / (cos φφφφ’)
a
1m
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Correlations for Preliminary Assessment of φφφφ’
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ΦΦΦΦΦΦΦΦ’’ Values Values vsvs Clay Content Clay Content ((SkemptonSkempton , 1964), 1964)
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ΦΦ’’ vsvs % of Fines% of Fines
Figure 3 : φ’peak versus Percentage of Fines in Residual Soils
30
35
25
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cc’’ vsvs % of Fines% of Fines
Figure 4 : c’ versus Percentage of Fines in Residual Soils
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Ring Shear test on sand-bentonite mixtures(after Lupini, Skinner & Vaughan, 1981)
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YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL YOU PAY FOR SOIL
INVESTIGATION INVESTIGATION INVESTIGATION INVESTIGATION INVESTIGATION INVESTIGATION INVESTIGATION INVESTIGATION
WHETHER YOU WHETHER YOU WHETHER YOU WHETHER YOU WHETHER YOU WHETHER YOU WHETHER YOU WHETHER YOU
CARRY OUT OR CARRY OUT OR CARRY OUT OR CARRY OUT OR CARRY OUT OR CARRY OUT OR CARRY OUT OR CARRY OUT OR
NOTNOTNOTNOTNOTNOTNOTNOT
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ASTM, (1986)Standard Test Method for Deep Quasi-static, Cone an d Friction Cone Penetration Tests of Soil, D3441-86, ASTM Committee D-18 on Soil and Rock, USA
Dobie, M.J.D., & Wong, J.T.F. (1990)“Piezocone testing; Interpretation in Malaysia Alluv ial Clays” Geotechnical Aspects of the North-South Expressway, PLUS & PL, K uala Lumpur
Fleming, W.G.K. et al (1985)Piling Engineering Survey University Press, Glasgow
Gue, S.S. & Tan, Y.C. (2003)Current Status & Future Development of Geotechnical Engineering Practice in Malaysia, 12th ARC on Soil Mechanics & Geotechnical Engineering, Singapore
ReferencesReferences
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Proceedings of 1 st InternationalSymposium on Penetration Testing/ ISOPT – I/Florida, USA, 1988
Meigh, A.C. (1987)Cone Penetration Testing: Methods and Interpretatio n, Construction Industry Research and Information Association, CIRI A Ground Engineering Report: In-site Testing, London
International Society for Soil Mechanics and Founda tion (1988)International Reference Test Procedure, ISSMFE Tech nical Committee on Penetration Testing, Proposal to ISSMFE, Orlando, U SA
Head, K. H (1984)Manual of Soil Laboratory Testing
Gue, S.S. & Tan, Y.C. (2006)
Landslides: Abuses of the Prescriptive Method, Inte rnational Conference on Slopes, Malaysia
ReferencesReferences
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Sanglerat, G, (1972)
The Penetrometer and Soil Exploration, Elsevier Publ ishing Company, Amsterdam, Netherlands
Teh, C.I. and Houlsby, G.T. (1991)An Analytical Study of the Cone Penetration Test in Clay, Geotechnique, Vol. 41, No. 1, pp: 17-34
Proceedings of 2 nd EuropeanSymposium on Penetration Testing/ ESOPT – II/ Amster dam/ May 1982
Robertson, P.K. and Campanella, R.G. (1988)Guidelines for using the CPT, CPTU and Marchetti DMT for Geotechnical Design, U.S. Department of Transportation, Federal Highway Administration, Office of Research and Special Stud ies, Report No. FHWA-PA-87-023+84-24
ReferencesReferences
ReferencesReferences
MS 2038: 2006 – Code of Practice for Site Investigations
MS 1754: 2004 – Code of Practice for Earthworks
MS 1756: 2004 – Code of Practice for Foundation
MS 1056: 2005 – Method of Test for Soils for Civil Engineering Purposes
Clayton, C.R.I. Simons, N.e. & Mathews, M. C. (1982) Site Investigation, A Handbook for Engineers, Grenada London, 424P
European Group Subcommittee (1968)
“Recommended method of Static and Dynamic Penetration Tests 1965”Geotechnique Vol. 1 No. 1
Head, K. H. (1984)
Manual of Soil Laboratory testing
GCO (1984) : Geotechnical Manual for Slopes, Geotechnical Control Office, Hong Kong
GCO (1980) : Geoguide 2 : Guide to Site Investigation, Geotechnical Control Office, Hong Kong
Gue, S. S. (1985)
“Geotechnical Assessment for Hillside Development”Proceedings of the Symposium on Hillside Development; Engineering Practice and Local By-Laws, The Institution of Engineers, Malaysia
Neoh, C. A. (1995)
“Guidelines for Planning Scope of Site Investigation for Road Projects”, Public Works Department, Malaysia
Ooi, T.A. and Ting, W.H. (1975)
“The Use of a Light Dynamic Cone Penetrometer in Malaysia”. Proceeding of 4th Southeast Asian Conference on Soil Engineering, Kuala Lumpur, pp. 3-62, 3-79
Ting, W.H. (1972)
“Subsurface Exploration and Foundation Problems in the Kuala Lumpur Area”, Journal of Institution of Engineers, Malaysia, Vol. 13, pp. 19-25
ReferencesReferences