Post on 16-Oct-2014
G&P Geotechnics Sdn Bhd
byby Ir. Dr. Gue See Sew & Ir. Chow Chee MengIr. Dr. Gue See Sew & Ir. Chow Chee Meng
INTERPRETATION OF INTERPRETATION OF LABORATORY AND LABORATORY AND
FIELD TEST RESULTS FIELD TEST RESULTS FOR DESIGNFOR DESIGN
http://http://www.gnpgroup.com.mywww.gnpgroup.com.my
CONTENTSCONTENTS1. INTRODUCTION2. OBJECTIVES3. SCOPE4. INTERPRETATION
5. DESIGN PARAMETERS
6. LABORATORY TESTS
JKR PROBEJKR PROBESPTSPT
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INTRODUCTIONINTRODUCTIONNEED
Neglected topic; only briefly covered in universities
Danger of using results directly without interpretation
Decision on choice of values for soil parameters
SCOPECommon tests only
PROCESSESSpecifications, Supervision, Presentation & Interpretation
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Proton Iswara
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Ferrari
OBJECTIVESOBJECTIVES
1) Illustrate the importance of interpretation
2) Show methods of compiling results and recognising errors
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SCOPESCOPECommon field and laboratory tests
FIELD TESTSFIELD TESTSJKR/ Mackintosh probe
SPT (Standard Penetration Test)
Piezocone
Field Vane Shear
LABORATORY TESTSLABORATORY TESTSUnconfined compression
Triaxial Test (UU, CIU with pore pressure measurement & CD)
Consolidation
Geonor vane
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JKR ProbesJKR ProbesPrimitive tool
Limited useShallow 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
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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 and Mackintosh Probe can be taken as equivalent
- JKR Probe created as equivalent to Mackintosh Probe as Mackintosh Probe is patented in the early days
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•• Precautionary measuresPrecautionary measuresFree fall and consistent drop heightFree fall and consistent drop height
Components and apparatus properly Components and apparatus properly washed and oiledwashed and oiled
•• Termination criteriaTermination criteriaBlows/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.
TT
T = compaction lift
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Allowable Bearing Capacity V.S. J.K.R. Dynamic Cone Penetration Resistance (After Ooi & Ting, 1975) ** Conditions applied
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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
Number of Blows per 300 mm
Dep
th F
rom
Gro
und
Sur
face
In M
eter
(m)
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Shear Strength In kPa
Dep
th F
rom
Gro
und
Sur
face
In M
eter
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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
A popular testA popular testuseful for pile foundation design
Common errorsCommon errors
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Standard Penetration Test (SPT)Standard Penetration Test (SPT)
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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 -- 20/30cm20/30cmSeating 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
BS1377: Part 9
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Formation Level
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CLAY
SAND
SILTY CLAY
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Red
uced
Lev
el (f
t)
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New Technology New Technology ……automaticautomatic
1)1)To obtain soil profile and stiffness To obtain soil profile and stiffness (strength) profile of the subsoil(strength) profile of the subsoil
2)2) To determine coefficient of To determine coefficient of consolidation of soilconsolidation of soil
3)3) Results can also be used directly Results can also be used directly for design (e.g. pile design)for design (e.g. pile design)
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PiezoconePiezocone ((CPTuCPTu))
PiezoconePiezocone ResultsResults
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PiezoconePiezocone ResultsResults
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Nk = 11-19
Lunne & Kleven (1981)
Nkt = 15
Gue & Tan (2000)
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Cone factors related to plasticity index of the clays (After Dobie & Wong, 1990)
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1. Sensitive, fine grained2. Organic soils – peats3. Clays – clay to silty clay4. Silt mixtures – clayey silt to silty clay5. Sand mixtures – silty sand to sandy silt6. Sands – clean sand to silty sand7. Gravelly sand to sand8. Very stiff sand to clayey sand (heavily overconsolidated or cemented)9. Very stiff fine grained (heavily overconsolidated or cemented)
Soil Behaviour Type Classification Charts for CPT(after Robertson, 1990)
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1)1)Vane test in boreholeVane test in borehole
2)2) GeonorGeonor vanevane
3)3) Lab vaneLab vaneUseUse-- To determine inTo determine in--situ undrained situ undrained
shear strength (shear strength (SSuvuv ) of soft clayey ) of soft clayey soilssoils
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Vane Shear TestVane Shear Test
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Most common errorsMost common errors-- Computation Computation –– spring factorspring factor-- Clay with organic materialsClay with organic materialsRecogniseRecognise errorserrorsSummariseSummarise results with Sresults with Suu from from unconfined compression, UU and lab unconfined compression, UU and lab vane superimposedvane superimposedPlot Plot SSuvuv against PIagainst PI
PPoo’’Or Or SSuvuv against Pagainst Poo’’ then find then find
PPoo’’SSuvuv
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Dep
th (f
t)
Shear Strength (lb/ft2)
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Foundation DesignFoundation Design• Stability / Bearing Capacity• Settlement Prediction
Bearing CapacityBearing Capacity• Su• C’ and Φ’
Settlement PredictionSettlement Prediction• e vs Log10 p’ (mv , Cc )• cv (k)
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Design ParametersDesign Parameters
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LABORATORY TESTSLABORATORY TESTS
-- Why?Why?
-- Types of Tests!Types of Tests!
-- How?How?
-- Specifications?Specifications?(Load, Pressure, Time)(Load, Pressure, Time)
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SPECIFICATIONSSPECIFICATIONS
A) Consolidation TestA) Consolidation Test1) Which samples are appropriate and suitable for the test?2) For consolidation test
- Load increment
- Pressure
} 0.5Po ’ – 8Po ’} or to} e 0.42eo~~
B) B) TriaxialTriaxial testtest1) For triaxial tests
- Strain rate- Back pressure
Ref: Head, K. H (1984) Ref: Head, K. H (1984) -- Manual of soil Laboratory testingManual of soil Laboratory testingG&P Geotechnics Sdn Bhd
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 : ……………………………………………………………………………………..………………… Reviewed by : …………………………………………... Date : ……………………
BOREHOLE SAMPLE NO.
DEPTH m M/C A.L. B.D. S.G.
Direct Shear Box
SIEVE ANALYSIS CONSOLIDATION TRIAXIAL UCT
CHEMICAL ANALYSIS
Mech. Hydro. Std. Rapid S.S. CIU UU OR GANIC CONTENT PH SULPH ATE
CONTENT CHLORIDE CONT ENT
TOTAL Requested
Performed
Note : 1) CIU - Isotropic Consolidated Undrained Triaxial Test with pore pressure measurements
- Use 70mm diameter sample (i.e. untrimmed Mazier sample) - Sample should not have side filter during consolidation - Shearing strain should be calculated using Cv values calculated during consolidation stage. - Mult i-stage testing not allowed - P-Q Stress Path Plotting shall be submitted.
2) For CIU Tests, stress path and other relevant data shall be submitted in Hard Copy (Plots and Tabulated Data) and Soft Copy (Computer files data). Cell confining pressure of 0.5 σv, 1.0σv, 2.0σv shall be adopted
for the CIU test, where σv is the total vert ical in-situ stress. 3) UU - Unconsolidated Undrained Test (at total overburden pressure of the sample) 4) UCT - Unconfined Compression Test (untrimmed sample)
5) To determine Cv from Consolidation Tests :-
- Use Square-Root Time Method to determine d0.
- Then use Log-Time Method to determine d100
6) Direct shear box test - Three (3) reconstituted specimens (60mm x 60mm x 20mm thick) shall be used. - Applied normal stress pressure of 0.5 σv, 1.0σv, 2.0σv shall be adopted for the shear box test, where σv is the total vertical in-situ stress. 7) All specimens for triaxial or consolidation tests shall be obtained from center of the recovered samples in
UD sampler. 8) 2 moisture content tests shall be carried out on soil immediately besides the specimens retained for triaxial or consolidation tests. 9) Bulk density, particle size distribution and Atterberg Limit tests shall be carried out on every specimen after the triaxial or consolidation tests.
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Consolidation SettlementConsolidation Settlement
CONSOLIDATION TEST RESULTS
Void Ratio
Cv m²/year
Coefficient of Volume Change
Mv X 10ˉ³ m² / KN
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Dep
th (m
)
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Compression Index
Coefficient of Consolidation, Ch m²/yr
Dep
th (m
)
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NAVFA C DM7.1
Log time methodRoot time method
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Compression index, CCompression index, C cc and and Recompression index, CRecompression index, C rra) a) CC cc = 0.009 (LL = 0.009 (LL –– 10%)10%) For inorganic soils,For inorganic soils,
with sensitivity less with sensitivity less than 4than 4
b) b) CC cc = 0.007 (LL = 0.007 (LL –– 10%)10%) For normally For normally consolidated clayconsolidated clay
c) c) CC cc = 0.0115 = 0.0115 WW nn For organic soils, peatFor organic soils, peat
d) d) CC cc = 1.15 (= 1.15 (ee oo –– 0.35)0.35) For all claysFor all clays
e) e) CC cc = (1 + = (1 + ee oo ) [0.1 + () [0.1 + (WW nn –– 25)0.006]25)0.006] For For varvedvarved claysclays
f) f) CC cc = 0.5*PI*G= 0.5*PI*G ss For OC claysFor OC clays
Compression index, CCompression index, C cc and and Recompression index, CRecompression index, C rr
•• For inorganic normally For inorganic normally --consolidated Klang Clay (Tan et consolidated Klang Clay (Tan et al., 2004):al., 2004):–– CCcc = 0.02LL = 0.02LL –– 0.870.87–– CCcc = 0.61e= 0.61eoo –– 0.170.17–– CCcc = 0.02 = 0.02 WWnn –– 0.370.37
•• CCrr ≈≈
(0.1 to 0.2)*C(0.1 to 0.2)*Ccc
Coefficient of secondary compression, CCoefficient of secondary compression, C αα
•• CC αα
/ C/ Ccc = 0.04 = 0.04 ±±
0.010.01 For inorganic soft claysFor inorganic soft clays
•• CC αα
/ C/ C cc = 0.02 = 0.02 ±±
0.010.01 For granular soils including For granular soils including rockfillrockfill
•• CC αα
/ C/ C cc = 0.03 = 0.03 ±±
0.010.01 For shale and mudstoneFor shale and mudstone
•• CC αα
/ C/ C cc = 0.05 = 0.05 ±±
0.010.01 For organic clays and siltsFor organic clays and silts
•• CC αα
/ C/ C cc = 0.06 = 0.06 ±±
0.010.01 For peat and muskegFor peat and muskeg
TWO Major Categories :
(1)(1)
Strength Parameters :Strength Parameters :
--
Stability Analyses of Slopes & Embankment.Stability Analyses of Slopes & Embankment.
--
Bearing Capacity Analyses for Foundation.Bearing Capacity Analyses for Foundation.
(2)(2)
Stiffness & Deformation Parameters :Stiffness & Deformation Parameters :Prediction & evaluation of :Prediction & evaluation of :--Settlement, Heave, Lateral deformation, Settlement, Heave, Lateral deformation, Volume Change.Volume Change.
Interpretation of Laboratory TestsInterpretation of Laboratory Tests
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Conventional Foundation for Low Rise Buildings
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Conventional Foundation for Low Rise Buildings (Soil Settlement)
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Exposed Pile
Settlement
Settling Platform Detached from Building
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TWO Conditions :
(A)(A)
Total Stress :Total Stress :
--
For Short Term Conditions in Cohesive Soils.For Short Term Conditions in Cohesive Soils.
--
Little of no drainage. Little of no drainage.
(B)(B)
Effective Stress :Effective Stress :--
For Long Term & Permanent Conditions.For Long Term & Permanent Conditions.
--
Fully Fully ““DrainedDrained””
Conditions.Conditions.
Strength ParametersStrength Parameters
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Simple CheckSimple Check
qq allowallow = (= (NN cc ..ss uu / FOS)/ FOS)qq allowallow == allowable bearing pressure allowable bearing pressure
= = ((γγfillfill .H.H + 10) + 10) (( in kPain kPa))
NN cc == 55
HHfailurefailure = (5 x Su) / = (5 x Su) / γγ fillfill
e.g. :e.g. :When When Su = 10 kPa ; Su = 10 kPa ; γγfillfill = 18 kN/m= 18 kN/m33
HHfailurefailure = (5 x 10)/ 18 = 2.8 m= (5 x 10)/ 18 = 2.8 mG&P Geotechnics Sdn Bhd
Clough et al. (1989)
Excavation: Check Depth of ExcavationExcavation: Check Depth of Excavation
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Undrained Shear Strength, su
from :
(i)(i)
Unconfined Compression Test, UCTUCT
(ii)(ii)
Unconsolidated Undrained Triaxial
Test, UUUU
(iii)(iii)
Laboratory Vane Shear TestLaboratory Vane Shear Test
Total Stress Strength, Total Stress Strength, ssuu
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Typical Set-up of Triaxial Test
a)Base
b)Removable cylinder and top cap
c)Loading ram
d)Rubber membrane
Equipment for Equipment for TriaxialTriaxial TestTest
Effective Stress StrengthEffective Stress StrengthParameters c’
& φ’ Interpretation from
(i)(i)
Isotropic Consolidated Undrained Triaxial
Test, CIU + CIU + ΔΔUU
(ii)(ii)
Isotropic Consolidated Drained Triaxial
Test, CIDCID
(iii)(iii)
Laboratory Shear Box Test Laboratory Shear Box Test (at v. slow (at v. slow rate)rate)
Note : Advantage to use Stress PathNote : Advantage to use Stress PathG&P Geotechnics Sdn Bhd
Mohr- Coulomb
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Stress Path InterpretationStress Path InterpretationTwo types of Plot
(i)(i)
MIT MIT Stress Path Plot Stress Path Plot (T.W. Lambe of MIT, 1967)
(ii)(ii)
Cambridge Cambridge Stress Path Plot Stress Path Plot
The vertical axis : t = (σ1 - σ3 )/2 = (σ’1 - σ’3 )/2The horizontal axis :s = (σ1 + σ3 )/2 & s’ = (σ’1 + σ’3 )/2
(Roscoe, Schofield and Wroth (1958) at the Cambridge, England)The vertical axis :
q = σ1 - σ3 = σ’1 - σ’3The horizontal axis :p = (σ1 + σ2 + σ3 )/3 & p’ = (σ’1 + σ’2 +σ’3 )/3
G&P Geotechnics Sdn BhdTerminology & Interpretation
MIT & Cambridge Stress Path PlotMIT & Cambridge Stress Path Plot
MIT & Cambridge Stress Path PlotMIT & Cambridge Stress Path Plot
Tan θ
= t’ / sTan θ
= Sin φ’
K = c’ Cos φ’
C’ = KCos φ’
Tan η
= q / p’Sin φ’ = (3 η) / ( 6 + η
)
r = c’ (6 Cos φ’) / (3 – Sin φ’)
C’ =r (3 – Sin φ‘)
6 Cos φ’
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For Slopes & Walls AnalysesFor Slopes & Walls Analyses Parameter cParameter c’’ and and φφ’’ shall be shall be Interpreted fromInterpreted from
i)i) IsotropicallyIsotropically Consolidated Undrained Consolidated Undrained TriaxialTriaxial Test, CIU + Test, CIU + ΔΔuu
ii)ii)IsotropicallyIsotropically Consolidated Drained Consolidated Drained TriaxialTriaxial Test, CIDTest, CID
iii)iii) Laboratory Shear Box Test (at very Laboratory Shear Box Test (at very slow rate)slow rate)
Note: Advantage to use Stress PathNote: Advantage to use Stress Path
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Large Strain
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Scattered CIU Results
0 50 100 150 200 250 300 350 400 450 500s' = (σ1'+σ3')/2
0
50
100
150
200
250
300
350
400
450
500
t' =
(σ1'
- σ3')
/2
BH1 UD2BH2 UD1BH2 M1BH3 UD2BH4 UD1BH5 M1BH6 M1BH6 M2BH9 M1BH10 UD1BH10 UD3
0 50 100 150 200 250 300 350 400 450 500
0
50
100
150
200
250
300
350
400
450
500
Upper Boundc’ = 5 kPa, φ’ = 39º
Lower Boundc’ = 0 kPa, φ’ = 29º
Proposed Design Linec’ = 3.5 kPa, φ’ = 32º
φ’ = sin-1 mc’ = a / (cos φ’)
a
1m
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Correlations for Preliminary Assessment of φ’
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φφ’’ Values Values vsvs Plasticity IndexPlasticity Index (after (after TerzaghiTerzaghi))
Typical PI = 30% to 70%(Malaysia Soft Clay)G&P Geotechnics Sdn Bhd
ΦΦ’’ Values Values vsvs Clay ContentClay 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 SoilsG&P Geotechnics Sdn Bhd
Correct InterpretationCorrect Interpretation
Undrained Shear StrengthUndrained Shear Strength
•• Limitations of UU Tests:Limitations of UU Tests:–– Sample disturbanceSample disturbance–– Negative pore pressures generated during Negative pore pressures generated during
removal of sample from tuberemoval of sample from tube
•• Undrained shear strength is best Undrained shear strength is best obtained from inobtained from in--situ testing such as situ testing such as field vane, field vane, piezoconepiezocone, etc., etc.
YOU PAY FOR YOU PAY FOR SOIL SOIL INVESTIGATIONINVESTIGATION WHETHER YOU WHETHER YOU CARRY OUT OR CARRY OUT OR
NOTNOT
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REFERENCESREFERENCESASTM, (1986)
Standard Test Method for Deep Quasi-static, Cone and 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 Alluvial Clays” Geotechnical Aspects of the North-South Expressway, PLUS & PL, Kuala Lumpur
Fleming, W.G.K. et al (1985)Piling Engineering Survey University Press, Glasgow
International Society for Soil Mechanics and Foundation (1988)International Reference Test Procedure, ISSMFE Technical Committee on Penetration Testing, Proposal to ISSMFE, Orlando, USA
Head, K. H (1984)Manual of Soil Laboratory Testing
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REFERENCESREFERENCES
Proceedings of 1st InternationalSymposium on Penetration Testing/ ISOPT – I/Florida, USA, 1988
Proceedings of 2nd EuropeanSymposium on Penetration Testing/ ESOPT – II/ Amsterdam/ 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 Studies, Report No. FHWA- PA-87-023+84-24
Meigh, A.C. (1987)Cone Penetration Testing: Methods and Interpretation, Construction Industry Research and Information Association, CIRIA Ground Engineering Report: In-site Testing, London
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Sanglerat, G, (1972)The Penetrometer and Soil Exploration, Elsevier Publishing 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
REFERENCESREFERENCES
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
Gue, S.S. & Tan, Y.C. (2006)
Landslides: Abuses of the Prescriptive Method, International Conference on Slopes, Malaysia
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