interpretation of lab and field test results
TRANSCRIPT
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by by Ir. Dr. Gue See Sew & Ir. Chow Chee MengIr. Dr. Gue See Sew & Ir. Chow Chee Menghttp://www.gnpgroup.com.myhttp://www.gnpgroup.com.my
INTRODUCTION
OBJECTIVES
SCOPE
CONTENTSCONTENTS
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DESIGN PARAMETERS
LABORATORY TESTS
-- JKR PROBEJKR PROBE-- SPTSPT
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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
INTRODUCTIONINTRODUCTION
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SCOPE
- Common tests only
PROCESSES
- Specifications, Supervision, Presentation & Interpretation
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Proton Iswara
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Ferrari
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Illustrate the importance ofinterpretation
OBJECTIVESOBJECTIVES
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Show methods of compilingresults and recognising errors
SCOPESCOPE- Common field and laboratory tests
FIELD TESTSFIELD TESTS- JKR/ Mackintosh probe
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- SPT (Standard Penetration Test)
LABORATORY TESTSLABORATORY TESTS- Unconfined compression
- Triaxial Test (CIU with pore pressure measurement & CD)
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- Primitive tool
- Limited useShallow bedrock profile (limestone with slump zone)
Weak zone at shallow depth
JKR PROBEJKR PROBE
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a ow oun at on No recent fill and future settlement
Structure of low risk
If in doubt use borehole
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Cased hardened steel pointer ofCased hardened steel pointer of25mm dia. and 6025mm dia. and 60 oo cone.cone.
Prevent buckling during driving
22mm outer22mm outerdia. couplingdia. coupling
Apparatus Apparatus
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12mm dia. HY12mm dia. HY55C steel rod55C steel rod
5kg drop5kg drophammerhammer
28
CONE PENETROMETER
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For practical application:
- Results of JKR Probe = Mackintosh Probe
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- Patented in the early days
Termination criteriaTermination criteriaBlows/300mmBlows/300mm(maximum 400 blows/300mm)(maximum 400 blows/300mm)
Max 15m depthMax 15m depth
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Precautionary measuresPrecautionary measuresFree fallFree fall andand consistentconsistent drop heightdrop height
Components and apparatus properlyComponents and apparatus properlywashed and oiledwashed and oiled
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Typical test resultsTypical test results
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Applications Applications
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Identifying localised soft/weak or slip plane.Identifying localised soft/weak or slip plane.
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Applications Applications
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Identifying localised soft/weak or slip plane.Identifying localised soft/weak or slip plane.
T
T
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Identifying nonIdentifying non- -compliance fill.compliance fill.
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
8
4
0
p t h ( m )
8
4
0
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12
D e
JKR Plot
0 10 20 30 40 50SPT'N'
12
SPT'N' Plot
8
4
0
6
2
p t h ( m )
0 100 200 300 400JKR Blows
8
4
0
6
2
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0 10 20 30 40SPT'N'
16
12
14
10 D
SPT'N' Plot16
12
14
10
JKR Plot
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Number of Blows per 300 mm
S u r f a c e
I n M e
t e r
( m )
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D e p
t h F r o m
G r o u n
Shallow depthShallow depth
Not for gravelly groundNot for gravelly ground
LimitationsLimitations
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Human errorsHuman errors (e.g. wrong counting, non(e.g. wrong counting, non- -consistentconsistentdrop height, exerting force to the drop hammerdrop height, exerting force to the drop hammer
Misleading results at greater depthMisleading results at greater depth
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63.5kg Hammer
760mmFree Fall
450mm
AW Rod
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Split-Spoon Sampler
Driving Shoe
Split-Spoon Sampler
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Split Barrel
OD = 50mmOD = 50mm
ID = 35mmID = 35mm Length ~ 650mmLength ~ 650mm
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SPTSPT--N ValueN Value
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Seatingdrive
Testdrive
55 -- 1010 -- 3030 -- 20/30cm20/30cm
Seatingdrive Testdrive
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SPTSPT--N = x 300 = 143N = x 300 = 143(30 + 20)(30 + 20)(75 + 30)(75 + 30)
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Maximum blows to be appliedIn seating drive In test drive
Soil 25 50Soft rock 25 100
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MS 1056 : Part 9
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?
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-- Why?Why?
-- Types of Tests!Types of Tests!
LABORATORY TESTSLABORATORY TESTS
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-- How?How?
-- Specifications?Specifications?
(Load, Pressure, Time)(Load, Pressure, Time)
SPECIFICATIONSSPECIFICATIONS
a) Triaxial testa) Triaxial test1) For triaxial tests
- Strain rate-
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Special AttentionSpecial Attention
Triaxial Compression Test- No/Minimum Trimming
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- No Side Drains
- No Multistage
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 SAMPLENO.
DEPTHm
M/C A.L. B.D. S.G.DirectShear
Box
SIEVE ANALYSIS CONSOLIDAT ION TRIAXIALUCT
CHEMICAL ANALYSIS
Mech. Hydro. Std. Rapid S.S. CIU UU ORGANICCONTENT PHSULPHATECONTENT
CHLORIDECONTENT
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TOTAL Requested
Performed
Note :1) CIU - Isotropic Consolidat ed Undrained Triaxial Test with pore pressure measurements
- Use 70mm diameter sample (i.e. untrimmed Mazier sample)- Sample should not have side filter during consolidatio n- Shearing strain should be calculated using C v values calculated during consolidationstage.
- Multi-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 TabulatedData) and Soft Copy (Computer files data). Cell confining pressure of 0.5 v , 1.0 v, 2.0 v shall be adoptedfor the CIU test, where v is the total vertical 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 d 0.- Then use Log-Time Method to determine d 100
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 v, 1.0 v, 2.0 v shall be adopted for theshear box test, where v is the total vertical in-situ stress.
7) All specimens for triaxial or consolidation tests shall be obtained from center of the recovered samples inUD sampler.
8) 2 moisture content tests shall be carried out on soil immediately besides the specimens retained fortriaxial or consolidation tests.
9) Bulk density, particle size distribution and Atterberg Limit tests shall be carried out on every specimenafter the triaxial 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.
-------- Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses for Foundation.Bearin Ca acit Anal ses 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 Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.Fully Drained Conditions.
Strength ParametersStrength Parameters
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Typical Set-up of Triaxial Test
a)Base
c
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b)Removable cylinder andtop cap
c)Loading ram
d)Rubber membrane
a
bd
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Effective Stress StrengthEffective Stress Strength
ParametersParametersParametersParameters cccc &&&& Interpretation fromInterpretation fromInterpretation fromInterpretation from
(i)(i)(i)(i)(i)(i)(i)(i) IsotropicIsotropicIsotropicIsotropic Consolidated UndrainedConsolidated UndrainedConsolidated UndrainedConsolidated Undrained Triaxial Test,Triaxial Test,Triaxial Test,Triaxial Test,CIU +CIU +CIU +CIU +CIU +CIU +CIU +CIU + UUUUUUUU
(ii)(ii)(ii)(ii)(ii)(ii)(ii)(ii) Isotropic Consolidated Drained Triaxial Test,Isotropic Consolidated Drained Triaxial Test,Isotropic Consolidated Drained Triaxial Test,Isotropic Consolidated Drained Triaxial Test,
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CIDCIDCIDCIDCIDCIDCIDCID
(iii)(iii)(iii)(iii)(iii)(iii)(iii)(iii) Laboratory Shear Box TestLaboratory Shear Box TestLaboratory Shear Box TestLaboratory Shear Box TestLaboratory Shear Box TestLaboratory Shear Box TestLaboratory Shear Box TestLaboratory 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. slowrate)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) MITMITMITMITMITMITMITMIT Stress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path Plot (T.W. Lambe of MIT, 1967)The vertical axis :t = ( 1 - 3)/2 = ( 1 - 3)/2
The horizontal axis :s = ( 1 + 3)/2 & s = ( 1 + 3)/2
STRESS PATH INTERPRETATIONSTRESS PATH INTERPRETATION
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(ii)(ii)(ii)(ii)(ii)(ii)(ii)(ii) CambridgeCambridgeCambridgeCambridgeCambridgeCambridgeCambridgeCambridge Stress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path PlotStress Path Plot(Roscoe, Schofield and Wroth (1958) at the Cambridge, England)
The vertical axis :q = 1 - 3 = 1 - 3The horizontal axis :p = ( 1 + 2 + 3)/3 & p = ( 1+ 2+ 3)/3
Terminology & Interpretation
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MIT & Cambridge Stress Path PlotMIT & Cambridge Stress Path Plot
Tan = t / sTan = Sin K = c Cos
C = KCos
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Tan = q / pSin = (3 ) / ( 6 + )r = c (6 Cos ) / (3 Sin )
C = r (3 Sin )6 Cos
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Scattered CIU Results
250
300
350
400
450
500
1 '
-
3 ' ) / 2
BH1 UD2BH2 UD1BH2 M1BH3 UD2BH4 UD1BH5 M1
BH6 M1BH6 M2BH9 M1BH10 UD1BH10 UD3
0 50 100 150 200 250 300 350 400 450 500
250
300
350
400
450
500
Proposed Design Linec = 3.5 kPa, = 32
= sin -1 m
c = a / (cos )
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0 50 100 150 200 250 300 350 400 450 500s' = ( 1 '+ 3 ')/2
0
50
100
150
200 t '
= (
0
50
100
150
200Upper Boundc = 5 kPa, = 39
Lower Bound
c = 0 kPa, = 29
a
1m
Correlations for
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Values vs Clay Content Values vs Clay Content (Skempton, 1964)(Skempton, 1964)
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vs % of Fines vs % of Fines
30
35
25
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Figure 3 : peak versus Percentage of Fines in Residual Soils
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c vs % of Finesc vs % of Fines
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Ring Shear test on sand-bentonite mixtures(after Lupini, Skinner & Vaughan, 1981)
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YOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILYOU PAY FOR SOILINVESTIGATIONINVESTIGATIONINVESTIGATIONINVESTIGATIONINVESTIGATIONINVESTIGATIONINVESTIGATIONINVESTIGATION
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CARRY OUT ORCARRY OUT ORCARRY OUT ORCARRY OUT ORCARRY OUT ORCARRY OUT ORCARRY OUT ORCARRY OUT OR
NOT NOT NOT NOT NOT NOT NOT NOT
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REFERENCESREFERENCESASTM, (1986)
Standard Test Method for Deep Quasi-static, Cone and Friction ConePenetration Tests of Soil, D3441-86, ASTM Committee D-18 on Soil andRock, USA
Dobie, M.J.D., & Wong, J.T.F. (1990)Piezocone testing; Interpretation in Malaysia Alluvial Clays GeotechnicalAspects of the North-South Expressway, PLUS & PL, Kuala Lumpur
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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 onPenetration Testing, Proposal to ISSMFE, Orlando, USA
Head, K. H (1984)Manual of Soil Laboratory Testing
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REFERENCESREFERENCES
Proceedings of 1 st InternationalSymposium on Penetration Testing/ ISOPT I/Florida, USA, 1988
Meigh, A.C. (1987)Cone Penetration Testing: Methods and Interpretation, ConstructionIndustry Research and Information Association, CIRIA GroundEngineering Report: In-site Testing, London
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Proceedings of 2 nd 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 GeotechnicalDesign, U.S. Department of Transportation, Federal HighwayAdministration, Office of Research and Special Studies, Report No. FHWA-PA-87-023+84-24
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
Gue, S.S. & Tan, Y.C. (2003)Current Status & Future Development of Geotechnical EngineeringPractice in Malaysia, 12th ARC on Soil Mechanics & GeotechnicalEngineering, Singapore
Gue, S.S. & Tan, Y.C. (2006)
Landslides: Abuses of the Prescriptive Method, InternationalConference on Slopes, Malaysia