Advance Soil Mechanics [Compatibility Mode]
Transcript of Advance Soil Mechanics [Compatibility Mode]
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Advance Soil mechanics Advance Soil mechanics
Present by Mr. Sieng PEOU Present by Mr. Sieng PEOU
Master science of geotechnical Master science of geotechnical engineering engineering
Tel Tel- -011 874 974 011 874 974 email: [email protected] email: [email protected]
Soils particle sizeSoils particle size
19.5mm>d>4.76mm
.
Gravel
4.76mm>d>0.075mm
Sand
Coarse grained soils
0.075mm>d>0.002mm
Silt
d<0.002mm
Clay
Fine grained soils
Soils
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Sieve analysis methodSieve analysis method
For coarseFor coarsegrained soilsgrained soils
Retained cumulativeRetained cumulative
%R=%R= %100.
..×
weight total
cumulativeretained weight
Passing cumulative
%P = 100-%R
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Logarithm scaleLogarithm scale
Log d
0.001 0.01 0.1 1 10 100
a
If 0.001<d<0.01
X=a.Log(1000d)
If 0.01<d<0.1
X=a.Log(100d)
If 0.1<d<1
X=a.Log(10d)
If 1<d<10
X=a.Log(d)
If 10<d<100
X=a.Log(0.1d)
HydrometerHydrometer
analysisanalysis
For fineFor finegrained soilsgrained soils
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Hydrometer analysisHydrometer analysis
%100*%S
W
R RaP
∆+=
T
LK D =
P%-passing cumulative
a- soil factor
R-hydrometer reading
∆R-corrected factor
Ws-weight of dry soil
D-soil diameter
K-hydrometer factor
L-depth of hydrometer in
Solution
Τ− time in minute
Soil particle size curve Uniformity coefficient UC=D60/D10
d10 d60
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Weight and volumeWeight and volumerelationshiprelationship
V
Va
Vw
Vs
W
Wa=0
Ww
Ws
W=Ws+Ww
V=Va+Vw+Vs
Vv =Va+Vw
V= Vv+Vs
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Soils samplingSoils sampling
Disturbed sample for determine propertiesDisturbed sample for determine propertiesphysics of soilsphysics of soils
Undisturbed sample for determineUndisturbed sample for determineproperties mechanics of soils, we callproperties mechanics of soils, we callundisturbed when A undisturbed when A R R (%)<10%(%)<10%
A A R R :Area ratio:Area ratio
DDoo: Outside diameter of the sampling tube: Outside diameter of the sampling tube
DDii:Inside diameter of the sampling tube:Inside diameter of the sampling tube
100(%) 2
22
0
×−
=i
i
R D
D D
A
Soils unit weightSoils unit weight
Natural water content:Natural water content:
Bulk unit weight:Bulk unit weight:γ=γ=
Dry unit weight:Dry unit weight: γ γ dd==
Unit weight of particle solid:Unit weight of particle solid: γ γ ss==
w
s
e
eSG
V
W γ ×
+
×+=
1
s
s
V
W
1001
ω
γ
+
=V
W s
%100×=s
w
W
W ω
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Another parameter Another parameter Void ratio: Void ratio:
Degree of saturation:Degree of saturation:
Saturated unit weight:Saturated unit weight:
Effective unit weight:Effective unit weight:
d
d s
s
v
V
V e ρ
ρ ρ −==
w
s
v
w
eV
V S
ρ
ω ρ
×
×=×= %100
W s
sat e
eGγ γ ×
+
+=
1
ws
wsat e
Gγ γ γ γ ×
+
−=−=
1
1'
Another parameters Another parameters
Specific gravity:
Relative density:
Saturated water content:
ws
ss
V
W G
γ ×=
%100minmax
max ×−
−=
ee
ee D R
%10011
××
−= w
sd
sat ρ ρ ρ
ω
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Typical values of unit weight of soilsTypical values of unit weight of soils
Soil typeSoil type γ γ satsat(KN/M(KN/M33)) γ γ dd(KN/M(KN/M33))
GravelGravel 20 to 2220 to 22 15 to 1715 to 17
SandSand 18 to 2018 to 20 13 to 1613 to 16
SiltSilt 18 to 2018 to 20 14 to 1814 to 18
ClayClay 16 to 2216 to 22 14 to 2114 to 21
Description ase onDescription ase onRelative densityRelative density
DDR R (%)(%) DescriptionDescription
0 to 150 to 15 Very loose Very loose
15 to 3515 to 35 LooseLoose
35 to 6535 to 65 Medium denseMedium dense
65 to 8565 to 85 DenseDense
85 to 10085 to 100 Very dense Very dense
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Soil consistenceSoil consistence
Shrinkagelimit
Ws
Plasticlimit
Wp
Liquidlimit
WL
Atterberg
limit
State of cohesion soilsState of cohesion soils
Plastic indexPlastic index
IIPP==ωωLL--ωωPP
Liquidity indexLiquidity index
IILL==
P
P
I
ω ω −
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State of cohesion soilsState of cohesion soils
If 0<If 0<ωω<<ωωss : State solid: State solid
If If ωωss<<ωω<<ωωpp: State semi: State semi--solidsolid
If If ωωpp<<ωω<<ωωLL: State Plastic: State Plastic
If If ωω>>ωωLL : State Liquid: State Liquid
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CH
MHCL
ML
CL-ML
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Soil classificationSoil classification
USCS:Unified soil classification systemUSCS:Unified soil classification system
(ASTM Test Designation D(ASTM Test Designation D--2487)2487)
ASTM: American Society for Testing ASTM: American Society for Testingand Materialsand Materials
Proposed by Casagrande in 1942,thisProposed by Casagrande in 1942,this
system was revised in 1952 by U.Ssystem was revised in 1952 by U.SBureau of Reclamation.Bureau of Reclamation.
Coarse grained soilsCoarse grained soils
%R(4.76mm)>0.5%R(0.075mm)
Gravel
%R(4.76mm)<0.5%R(0.075mm)
Sand
%R(0.075mm)>50%
Coarse grained soils
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GravelGravel
UC<4
Poorly graded Gravel
GP
UC>4
Well graded Gravel
GW
Clean Gravel
%P(0.075mm)<5%
GravelGravel
Located CL or CH
Poorly graded
clayey Gravel
GC-GP
Located ML or MH
Poorly graded
silty Gravel
GM-GP
Located CL-ML
Poorly graded clayey
silty Gravel
GC-GM-GP
UC<4
On plastic Chart Casagrand
Located CL or CH
Well graded
clayey Gravel
GC-GW
Located ML or MH
Well graded
silty Gravel
GM-GW
Located CL-ML
Well graded clayey
silty Gravel
GC-GM-GW
UC>4
On plastic Chart Casagrande
Mixed Gravel
5%<%P(0.075mm)<12%
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GravelGravel
Located CL or CH
clayey Gravel
GC
Located ML or MH
silty Gravel
GM
Located CL-ML
clayey silty Gravel
GC-GM
Mixed Gravel
%P(0.075mm)>12%
SandSand
UC<6
Poorly graded Sand
SP
UC>6
Well graded Sand
SW
Clean Sand
%P(0.075mm)<5%
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SandSand
Located CL or CH
Poorly graded
clayey SandSC-SP
Located ML or MH
Poorly graded
silty SandSM-SP
Located CL-ML
Poorly graded clayey
silty SandSC-SM-SP
UC<6
On plastic Chart Casagrand
Located CL or CH
Well graded
clayey SandSC-SW
Located ML or MH
Well graded
silty SandSM-SW
Located CL-ML
Well graded clayey
silty SandSC-SM-SW
UC>6
On plastic Chart Casagrande
Mixed Sand
5%<%P(0.075mm)<12%
SandSand
Located CL or CH
clayey Sand
SC
Located ML or MH
silty Sand
SM
Located CL-ML
clayey silty Sand
SC-SM
Mixed Sand
%P(0.075mm)>12%
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Fine grained soilsFine grained soils
CL CH
For Clay
ML MH
For Silt
CL-ML
For Silty clay
%R(0.075mm)<50%
Fine grained soils
on plastic Chart Casagrande
Lean Clay(CL)Lean Clay(CL)
%S>%G
Lean Clay
With sand
%S<%G
Lean Clay
With gravel
15%<%R(0.075mm)<30%
%G<15%
Sandy
lean Clay
%G>15%
Sandy
lean Clay
with gravel
%S>%G
%S<15%
Gravelly
lean Clay
%S>15%
Gravelly
lean Clay
With sand
%S<%G
30%<%R(0.075mm)<50%
If:%R(0.075mm)<15%
Lean clay
If%R(0.075mm)>15%
Look
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Fat Clay(CH)Fat Clay(CH)
%S>%G
Fat Clay
With sand
%S<%G
Fat Clay
With gravel
15%<%R(0.075mm)<30%
%G<15%
Sandy
Fat Clay
%G>15%
Sandy
Fat Clay
with gravel
%S>%G
%S<15%
Gravelly
Fat Clay
%S>15%
Gravelly
Fat Clay
With sand
%S<%G
30%<%R(0.075mm)<50%
If:%R(0.075mm)<15%
Fat clay
If%R(0.075mm)>15%
Look
Silt (ML)Silt (ML)
%S>%G
Silt
With sand
%S<%G
Silt
With gravel
15%<%R(0.075mm)<30%
%G<15%
Sandy
Silt
%G>15%
Sandy
Silt
with gravel
%S>%G
%S<15%
Gravelly
Silt
%S>15%
Gravelly
Silt
With sand
%S<%G
30%<%R(0.075mm)<50%
If:%R(0.075mm)<15%
Silt
If%R(0.075mm)>15%
Look
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Elastic Silt (MH)Elastic Silt (MH)
%S>%G
Elastic Silt
With sand
%S<%G
Elastic Silt
With gravel
15%<%R(0.075mm)<30%
%G<15%
Sandy
Elastic Silt
%G>15%
Sandy
Elastic Silt
with gravel
%S>%G
%S<15%
Gravelly
Elastic Silt
%S>15%
Gravelly
Elastic Silt
With sand
%S<%G
30%<%R(0.075mm)<50%
If:%R(0.075mm)<15%
Elastic Silt
If%R(0.075mm)>15%
Look
Silty clay (CLSilty clay (CL--ML)ML)
%S>%G
Silty clay
With sand
%S<%G
Silty clay
With gravel
15%<%R(0.075mm)<30%
%G<15%
Sandy
Silty clay
%G>15%
Sandy
Silty clay
with gravel
%S>%G
%S<15%
Gravelly
Silty clay
%S>15%
Gravelly
Silty clay
With sand
%S<%G
30%<%R(0.075mm)<50%
If:%R(0.075mm)<15%
Silty clay
If%R(0.075mm)>15%
Look
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Soil classificationSoil classification
AASHTO:Association American for AASHTO:Association American forState Highway and TransportationState Highway and Transportationofficial, was developed 1929 andofficial, was developed 1929 andproposed by the committee onproposed by the committee onMaterials for sub grades andMaterials for sub grades andGranularity Type Boards of theGranularity Type Boards of theHighway Research Road inHighway Research Road in1945(ASTM Test designation D1945(ASTM Test designation D--3282;AASHTO method M145)3282;AASHTO method M145)
Granular MaterialsGranular Materials%P(0.075mm)<35%%P(0.075mm)<35%
GroupGroupclassificationclassification
A A--11 A A--33 A A--22 A1 A1--aa A1 A1--bb A2 A2--44 A2 A2--55 A2 A2--66 A2 A2--77
%P(2mm)%P(2mm) <50%<50%
%P(0.425mm)%P(0.425mm) <30%<30% <50%<50% >51%>51%
%P(0.075mm)%P(0.075mm) <15%<15% <25%<25% <10%<10% <35%<35% <35%<35% <35%<35% <35%<35%
WWLL <40<40 >40>40 <40<40 >40>40
IIPP<6%<6% NPNP <10<10 <10<10 >10>10 >10>10
Usual type of Usual type of materialsmaterials
StoneStonefragment,fragment,
gravel, sandgravel, sand
FineFinesandsand
Silty or clayey gravel and sandSilty or clayey gravel and sand
General subGeneral subgrade ratinggrade rating
Excellence to goodExcellence to good
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SiltySilty -- clay material %P(0.075mm)>35%clay material %P(0.075mm)>35%
GroupGroupclassificationclassification
A A--44 A A--55 A A--66 A A--77
A A--77--55
A A--77--66
%P(2mm)%P(2mm)
%P(0.425mm)%P(0.425mm)
%P(0.075mm)%P(0.075mm) >35%>35% >35%>35% >35%>35% >35%>35%
WWLL<40<40 >40>40 <40<40 >40>40
IIPP<10<10 <10<10 >10>10 >10>10
Usual type of Usual type of materialsmaterials Silty soilsSilty soils Clayey soilsClayey soils
GeneralGeneralsubgrade ratingsubgrade rating
Fair to poorFair to poor
For A-7-5: IP<WL-30 For A-7-6: IP>WL-30
Group index GIGroup index GI
GI=(%P(0.075)-35)[0.2+0.005(WL-40)]+0.01(%P(0.075)-15)(IP-10)
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Soil compactionSoil compaction
Standard Proctor testStandard Proctor test
Modified Proctor testModified Proctor test
Specification for standard Proctor test(based on ASTM testSpecification for standard Proctor test(based on ASTM testdesignation 698designation 698--91)91)
ItemItem Method A Method A Method BMethod B Method CMethod C
Diameter of moldDiameter of mold 101.6mm101.6mm 101.6mm101.6mm 152.4mm152.4mm
Volume of mold Volume of mold 943.3cm943.3cm33 943.3cm943.3cm33 2124cm2124cm33
Weight of hammerWeight of hammer 24.4 N24.4 N 24.4 N24.4 N 24.4 N24.4 N
Height of hammer dropHeight of hammer drop 304.8mm304.8mm 304.8mm304.8mm 304.8mm304.8mm
Number of hammerNumber of hammerblows per layerblows per layer
2525 2525 5656
Number of layer of Number of layer of compactioncompaction
33 33 33
Energy of compactionEnergy of compaction 591.3KNm/m591.3KNm/m33 591.3KNm/m591.3KNm/m33 591.3KNm/m591.3KNm/m33
Soil to be usedSoil to be used %R(4.75)<20%%R(4.75)<20%
Used soilUsed soil%P(4.75)%P(4.75)
%R(4.75)>20%%R(4.75)>20%
%R(9.5)<20%%R(9.5)<20%
Used soilUsed soil%P(9.5)%P(9.5)
%R(9.5)>20%%R(9.5)>20%
%R(19)<30%%R(19)<30%
Used soilUsed soil%P(19)%P(19)
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Specification for modified Proctor test(based on ASTM testSpecification for modified Proctor test(based on ASTM testdesignation 1557designation 1557--91)91)
ItemItem Method A Method A Method BMethod B Method CMethod C
Diameter of moldDiameter of mold 101.6mm101.6mm 101.6mm101.6mm 152.4mm152.4mm
Volume of mold Volume of mold 943.3cm943.3cm33 943.3cm943.3cm33 2124cm2124cm33
Weight of hammerWeight of hammer 44.5 N44.5 N 44.5 N44.5 N 44.5 N44.5 N
Height of hammer dropHeight of hammer drop 457.2mm457.2mm 457.2mm457.2mm 457.2mm457.2mm
Number of hammerNumber of hammerblows per layerblows per layer
2525 2525 5656
Number of layer of Number of layer of compactioncompaction
55 55 55
Energy of compactionEnergy of compaction 2696KNm/m2696KNm/m33 2696KNm/m2696KNm/m33 2696KNm/m2696KNm/m33
Soil to be usedSoil to be used %R(4.75)<20%%R(4.75)<20%
Used soilUsed soil%P(4.75)%P(4.75)
%R(4.75)>20%%R(4.75)>20%
%R(9.5)<20%%R(9.5)<20%
Used soilUsed soil
%P(9.5)%P(9.5)
%R(9.5)>20%%R(9.5)>20%
%R(19)<30%%R(19)<30%
Used soilUsed soil
%P(19)%P(19)
Compaction equipmentCompaction equipment
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Compaction curveCompaction curve
MOISTURE DENSITY RELATIONSHIP CURVE
1.900
2.000
2.100
2.200
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Moisture content %
D r y D e n s i t y g / m 3
Wopt
ρdmax
California Bearing Ratio(CBR)California Bearing Ratio(CBR)
For study the strength of soils afterFor study the strength of soils aftercompacting in optimum state.compacting in optimum state.
11--Recompaction the soil in optimum stateRecompaction the soil in optimum state
22--Determine CBR in dry conditionDetermine CBR in dry condition33--Saturated the soil under water 4 daysSaturated the soil under water 4 days
44--Determine CBR in soaked conditionDetermine CBR in soaked condition
CBR=CBR= %100..standard
..×
load unit
load unit Test
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BEARING RATIO TEST (CBR)
Project: Pochentong Airport Job No.
Location of Project: Pochentong Airport Boring No 2 Sample No.2
Description of Soil:
Tested by: Mr. Men Tharith Date of Testing. 16/05/2002
CBR Test Load Data (soaked)
Mold
Surrcharge
Piston load Load.
Penetration. dial reading kgf/cm2
mm ( unit )
0.000 0 0
1.00 0.045 2.3077
2.00 0.075 3.8462
3.00 0.11 5.641
4.00 0.145 7.4359
5.00 0.175 8.9744
6.00 0.21 10.769
7.00 0.25 12.821
8.00 0.28 14.359
9.00 0.31 15.897
10.00 0.34 17.436
CBR(2.54)= 7.1429
Acceppted CBR= 7.14
Final water Top 7.9
conten, w% Midle 7.8
(soaked) Bottom 7.99
sample Averagee 7.8967
Wet unit wt. = 2.2952 g/cm3
Dry unit wt. = 2.13444 g/cm3
Wet unit wt.(soaked) = 2.303 g/cm3
Curve CBR Test
0
2
4
6
8
10
12
14
16
18
20
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0
Renetration (mm)
L o a d ( k g f / c m
2 )
P2.54
Penetration(mm)Penetration(mm) Standard unitStandard unitload(Mpa)load(Mpa)
2.52.5 6.96.9
55 10.310.3
7.57.5 1313
1010 1616
12.712.7 1818
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CBR equipmentCBR equipment
CBR equipmentCBR equipment
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CBR special for field controlCBR special for field control
Compaction the soils in optimum state withCompaction the soils in optimum state withdifferent energydifferent energy
11--Compaction 10 blows per layer and saturatedCompaction 10 blows per layer and saturatedthe soil under water during 4 daysthe soil under water during 4 days
22--Compaction 25 blows per layer and saturatedCompaction 25 blows per layer and saturatedthe soil under water during 4 daysthe soil under water during 4 days
33--Compaction 55 blows per layer and saturatedCompaction 55 blows per layer and saturatedthe soil under water during 4 daysthe soil under water during 4 days
44--Determine CBR in soaked condition for eachDetermine CBR in soaked condition for each
55--Plotted values CBR with dry density on chartPlotted values CBR with dry density on chart
CBR chartCBR chart
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CBR CBR GeneralGeneralratingrating
UsesUses Classification systemClassification system
USCSUSCS AASHTO AASHTO
00--33 Very poor Very poor SubgradeSubgrade OH,CH,MH,CLOH,CH,MH,CL A5,A6,A7 A5,A6,A7
33--77 Poor toPoor tofairfair
SubgradeSubgrade OH,CH,MH,OLOH,CH,MH,OL A4,A5,A6,A7 A4,A5,A6,A7
77--2020 FairFair SubbaseSubbase OL,CL,ML,SC,OL,CL,ML,SC,
SM,SPSM,SP
A2,A4,A6,A7 A2,A4,A6,A7
2020--5050 GoodGood BaseBase
subbasesubbase
GM,GC,SW,GM,GC,SW,
SM,SP,GPSM,SP,GP
A1b,A2 A1b,A2--5,5, A3,A2 A3,A2--66
>50>50 ExcellentExcellent BaseBase GW,GMGW,GM A1 A1--a,A2a,A2--44
A3 A3
Control soils compactionControl soils compaction
%Compaction=%Compaction=
Determine field density byDetermine field density by
using:using:11--Undisturbed samplingUndisturbed sampling
22--Sand cone methodSand cone method
33--Balloon density equipmentBalloon density equipment
44--Nuclear methodNuclear method
max
. %100
d
field d
ρ
ρ ×
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Sand cone methodSand cone method
Control CBR Control CBR Field CBR Field CBR By using Dynamic cone penetration test DCPBy using Dynamic cone penetration test DCP
11--Kleyn and Van Heerden(60Kleyn and Van Heerden(6000cone) : Lg.(CBR)=2.632cone) : Lg.(CBR)=2.632--1.28Lg.(mm/blow)1.28Lg.(mm/blow)
22--Smith and Pratt (30Smith and Pratt (3000cone) : Lg.(CBR)=2.555cone) : Lg.(CBR)=2.555--1.145Lg.(mm/blow)1.145Lg.(mm/blow)
33--VanVuuren (30 VanVuuren (3000 cone) : Lg.(CBR)=2.503cone) : Lg.(CBR)=2.503--1.15Lg.(mm/blow)1.15Lg.(mm/blow)
44--TRRL Road Note 8(60TRRL Road Note 8(6000cone) : Lg.(CBR)=2.48cone) : Lg.(CBR)=2.48--1.057Lg(mm/blow1.057Lg(mm/blow))
By using CBR ChartBy using CBR Chart
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CBR controlCBR control
Shear strength of soilsShear strength of soils
Total Stress Analysis (TSA)Total Stress Analysis (TSA)
--for clayey soils with permeability very low, sofor clayey soils with permeability very low, sofor short term loading soils and water work for short term loading soils and water work together.together.
Effective Stress Analysis(ESA)Effective Stress Analysis(ESA)--for sandy soils with high permeability,so forfor sandy soils with high permeability,so for
short term loading soils work yourself onlyshort term loading soils work yourself only
For analyze soils stability problems(bearingFor analyze soils stability problems(bearingcapacity,slope stability,lateral pressure oncapacity,slope stability,lateral pressure onearthearth--retaining structure)retaining structure)
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MohrMohr--Coulomb CriteriaCoulomb Criteria
The shear stress on the failure plan asThe shear stress on the failure plan asa linear function of the normal stressa linear function of the normal stress(Coulomb,1776)(Coulomb,1776)
ττ == cc ++ σσ tgtgϕϕ
A material fails because of a critical A material fails because of a critical
combination of normal stress andcombination of normal stress andshear stress, and not from eithershear stress, and not from eithermaximum normal or shear stressmaximum normal or shear stressalone (Mohr,1900)alone (Mohr,1900)
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Effective stress in soilsEffective stress in soilsmassmass
Total stressTotal stress σσ00= γ = γ sat.sat.ZZ
Effective stressEffective stress σσ’ ’ 00= γ = γ ’’..ZZ
Pore water pressure U=Pore water pressure U= γ γ ww.Z.Z
γ γ ’=’= γ γ satsat-- γ γ ww γ γ ww unit weight of waterunit weight of water
Failure planFailure planσx
τ
σy
τ
σ
τf
θ
θ= 45+φ/2
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MohrMohr--Coulomb failure criteriaCoulomb failure criteriaτ
σC
φ
Line Coulomb’s: τ = σ.tgφ+C
Unconfined compression testUnconfined compression test
Type TSA testType TSA test
Undisturbed sample withUndisturbed sample withhh00=2d=2doo
SpeedSpeed εε=2%/min=2%/min
εε=2%/min==2%/min=∆∆h/hh/h00*100%/min*100%/min
For determine undrainedFor determine undrainedcohesion Cu, in this casecohesion Cu, in this caseφφu=0u=0
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qu
Mohr circleMohr circle
τ
σ0 qu
Cu
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Direct shear testDirect shear test Type undrainedType undrained
test or drainedtest or drainedtesttest
UndisturbedUndisturbedsamplesample
For determineFor determinecohesion of soilscohesion of soils
CC and internaland internalfriction angle of friction angle of soilssoils φφφφφφφφ
Build byBuild byCasagrandeCasagrande
Shear boxShear box
Porous
stone
Shear force
Shear box
Normal force
Porous
stone
Loading plate
τ
τ
Soil sample
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Determine C & Determine C & φφφφφφφφ
( )22
)(
ii
iiii
n
ntg
σ σ
σ τ σ τ φ
∑−∑
∑∑−∑=
n
tgC ii σ φ τ ∑−∑
=
τ
σ
C
φ
0
Triaxial testTriaxial test
UU test: Unconsolidated undrainedUU test: Unconsolidated undrainedtesttest
CU test: Consolidated undrained testCU test: Consolidated undrained test
CD test: Consolidated drained testCD test: Consolidated drained test
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Triaxial equipmentTriaxial equipment
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UU testUU test
τ
σ0 σ0 qu
Cu
General relationship of consistency andGeneral relationship of consistency andunconfined compression strength of clayunconfined compression strength of clay
ConsistencyConsistency qquu(KN/m(KN/m22))
Very soft Very soft 0 0--2525
SoftSoft 2525--5050Medium stiff Medium stiff 5050--100100
Stiff Stiff 100100--200200
Very stiff Very stiff 200200--400400
hardhard >400>400
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Empirical equation related to Cu andEmpirical equation related to Cu and σσσσσσσσ’’00
ReferenceReference RelationshipRelationship RemarksRemarks
SkemptonSkempton(1957)(1957)
Cu=[0.11+0.0037.ICu=[0.11+0.0037.IPP].].σσ’ ’ 00Cu from vane shear testCu from vane shear test
For normallyFor normallyconsolidated clayconsolidated clay
Chandler(1988)Chandler(1988) Cu=[0.11+0.0037.ICu=[0.11+0.0037.IPP].].σσ’ ’ ccCu from vane shear testCu from vane shear test
σσ’ ’ cc preconsolidationpreconsolidation
pressurepressure
Can be use forCan be use forover consolidatedover consolidatedclay not valid forclay not valid forsensitive claysensitive clay
Jamiolkowski etJamiolkowski etal (1985)al (1985)
Cu=[0.23 0.04].Cu=[0.23 0.04].σσ’ ’ cc For lightly overFor lightly overconsolidated clayconsolidated clay
±
CU & CD testCU & CD testτ
σ0
φ
Cσ3 σ1
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Typical values of drained Angle of Typical values of drained Angle of
friction for Sand and Siltfriction for Sand and SiltSoil typeSoil type ΦΦ (degree)(degree)
Sand : Rounded grainsSand : Rounded grains
LooseLoose 2727--3030
Medium denseMedium dense 3030--3535
DenseDense 3535--3838
Sand : Angular grainsSand : Angular grains
LooseLoose 3030--3535
Medium denseMedium dense 3535--4040
DenseDense 4040--4545
Gravel with some sandGravel with some sand 3434--4848
SiltsSilts 2626--3535
Typical values of drained Angle of Typical values of drained Angle of friction and Cohesion for Gravelfriction and Cohesion for Gravel
USCSUSCS Φ(Φ(degree)degree) C(KN/mC(KN/m22))
GWGW 40 540 5 00
GPGP 38 638 6 00
GMGM 36 436 4 00GCGC 34 434 4 00
GMGM--MLML 35 535 5 00
GMGM--GCGC 33 333 3 2 22 2
GCGC--CLCL 29 429 4 3 33 3
GCGC--CHCH 28 428 4 4 44 4
±
±
±±
±
± ±
± ±
± ±
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Typical values of drained Angle of Typical values of drained Angle of
friction and Cohesion for Sandfriction and Cohesion for SandUSCSUSCS Φ(Φ(degree)degree) C(KN/mC(KN/m22))
SWSW 38 538 5 00
SPSP 36 636 6 00
SMSM 34 334 3 00
SCSC 32 432 4 00
SMSM--MLML 34 334 3 00
SMSM--SCSC 31 331 3 5 55 5
SCSC--CLCL 28 428 4 5 55 5
SCSC--CHCH 27 327 3 10 1010 10
±
±
±
±
±
± ±
± ±
± ±
Typ ca va ues o ra ne Ang e oTyp ca va ues o ra ne Ang e ofriction and Cohesion for Fine grainedfriction and Cohesion for Fine grainedsoilssoils
USCSUSCS Φ(Φ(degree)degree) C(KN/mC(KN/m22))
MLML 33 433 4 00
CLCL--MLML 30 430 4 15 1015 10
CLCL 27 427 4 20 1020 10
CHCH 22 422 4 25 1025 10
OLOL 25 425 4 10 510 5
OHOH 22 422 4 10 510 5
MHMH 24 624 6 5 55 5
±
±
±
±
±
±
±±
±
±
±
±
±
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Stress in soils massStress in soils mass
O
M
Z
M1
Z
Q
2a=L
2b=B
Determine stress in soils massDetermine stress in soils mass
11--Stress at the center of footingStress at the center of footing
σσvMvM=4.I=4.I22.q = 4.K.q.q = 4.K.q
BL
Qq =
+−+
+++
++
++
+++
++=
1
12
1
2
1
12
4
12222
22
22
22
2222
22
2nmnm
nmmnarctg
nm
nm
nmnm
nmmn I
π
Z
Bm
2
=
Z
Ln
2
=
a
Z =ξ
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Determine stress in soils massDetermine stress in soils mass
22--Stress at the corner of footingStress at the corner of footing
σσvM1vM1=I=I22.q = K.q.q = K.q
BL
Qq =
+−+
+++
++
++
+++
++=
1
12
1
2
1
12
4
12222
22
22
22
2222
22
2
nmnm
nmmnarctg
nm
nm
nmnm
nmmn I
π
Z
Bm =
Z
Ln =
a
Z
2=ξ
e erm ne s ress n so masse erm ne s ress n so massby using tableby using table b/a
K 0 0.1 0.2 1/3 0.4 0.5 2/3 1 1.5 2 2.5 3 5 10 ∝
0 0.000 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250 0.250
0.2 0.000 0.137 0.204 0.234 0.240 0.244 0.247 0.249 0.249 0.249 0.249 0.249 0.249 0.249 0.249
0.4 0.000 0.076 0.136 0.187 0.202 0.218 0.231 0.240 0.243 0.244 0.244 0.244 0.244 0.244 0.244
0.5 0.000 0.061 0.113 0.164 0.181 0.200 0.218 0.232 0.238 0.239 0.240 0.240 0.240 0.240 0.240
0.6 0.000 0.051 0.096 0.143 0.161 0.182 0.204 0.223 0.231 0.233 0.234 0.234 0.234 0.234 0.234
0.8 0.000 0.037 0.071 0.111 0.127 0.148 0.173 0.200 0.214 0.218 0.219 0.220 0.220 0.220 0.220
1 0.000 0.028 0.055 0.087 0.101 0.120 0.145 0.175 0.194 0.200 0.202 0.203 0.204 0.205 0.205
1.2 0.000 0.022 0.043 0.069 0.081 0.098 0.121 0.152 0.173 0.182 0.185 0.187 0.189 0.189 0.189
1.4 0.000 0.018 0.035 0.056 0.066 0.080 0.101 0.131 0.154 0.164 0.169 0.171 0.174 0.174 0.174
1.5 0.000 0.016 0.031 0.051 0.060 0.073 0.092 0.121 0.145 0.156 0.161 0.164 0.166 0.167 0.167
1.6 0.000 0.014 0.028 0.046 0.055 0.067 0.085 0.112 0.136 0.148 0.154 0.157 0.160 0.160 0.160
1.8 0.000 0.012 0.024 0.039 0.046 0.056 0.072 0.097 0.121 0.133 0.140 0.143 0.147 0.148 0.148
2 0.000 0.010 0.020 0.033 0.039 0.048 0.061 0.084 0.107 0.120 0.127 0.131 0.136 0.137 0.137
2.5 0.000 0.007 0.013 0.022 0.027 0.033 0.043 0.060 0.080 0.093 0.101 0.106 0.113 0.115 0.115
3 0.000 0.005 0.010 0.016 0.019 0.024 0.031 0.045 0.061 0.073 0.081 0.087 0.096 0.099 0.099
4 0.000 0.003 0.006 0.009 0.011 0.014 0.019 0.027 0.038 0.048 0.055 0.060 0.071 0.076 0.076
5 0.000 0.002 0.004 0.006 0.007 0.009 0.012 0.018 0.026 0.033 0.039 0.043 0.055 0.061 0.062
10 0.000 0.000 0.001 0.002 0.002 0.002 0.003 0.005 0.007 0.009 0.011 0.013 0.020 0.028 0.032
15 0.000 0.000 0.000 0.001 0.001 0.001 0.001 0.002 0.003 0.004 0.005 0.006 0.010 0.016 0.021
20 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.001 0.002 0.002 0.003 0.004 0.006 0.010 0.016
ξ
50 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.001 0.002 0.006
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ConsolidationConsolidation
Settlement of soilsSettlement of soils
∆hi
S
Ho
S
ho
Before loading After loading
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Consolidation curveConsolidation curve
e
Logσ
σ’pσ1 σ2 σ3 σ4
e1
e2
e3
e4
Determination parameter of Determination parameter of consolidationconsolidation
Natural void ratioNatural void ratio
Void ratio after consolidation Void ratio after consolidation
Swell indexSwell index
Compression indexCompression index
0
00
H
H he
−=
0
00
H
h H he ii
∆−−=
12
21
loglog σ σ −
−=
eeC s
34
43
loglog σ σ −
−=
eeC c
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Determination parameter of Determination parameter of
consolidationconsolidation
Modulus of elasticityModulus of elasticity
ee andand σσσσσσσσ located between 100 Kpa to 200KPalocated between 100 Kpa to 200KPa
Compression indexCompression index
Swell indexSwell index
σ β ∆∆−
+=
e
em E k s
01.
Types of soil emKuNsMBaF mk GaRs½yeTAnw gemKuNes<at eo
0.45 0.55 0.65 0.75 0.85 0.95 1.05
Sandy silt
Silt
Clay
4.00
5.00
-
4.00
5.00
-
3.50
4.50
6.00
3.00
4.00
6.00
2.00
3.00
5.50
-
2.50
5.00
-
2.00
4.50
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Soil type RbePTdI µ β
Sand xSac;/ l,ayxSac;0.30 0.74
Silt l,aydI\dæ 0.35 0.62
Clay dI\dæ 0.42 0.40
Elastic parameter of various soilsElastic parameter of various soils
Type of soilsType of soils Modulus of Modulus of elasticity Es(Mpa)elasticity Es(Mpa)
Poisson’s ratioPoisson’s ratio µµss
Loose sandLoose sand 1010--2525 0.200.20--0.400.40
Medium denseMedium densesandsand
1515--3030 0.250.25--0.400.40
Dense sandDense sand 3535--5555 0.300.30--0.450.45
Silty sandSilty sand 1010--2020 0.200.20--0.400.40
Sand and gravelSand and gravel 7070--170170 0.150.15--0.350.35
Soft claySoft clay 44--2020
0.200.20--0.500.50Medium stiff clayMedium stiff clay 2020--4040
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Coefficient of consolidationCoefficient of consolidation
Log t
∆∆∆∆h
t1
t1 /4
t 100
δ100
δ0
δ50
t 501min
Determination coefficient of consolidationDetermination coefficient of consolidation
Coefficient of consolidation from CasagrandeCoefficient of consolidation from Casagrandemethod Cmethod Cvv[m[m
22 /s] /s]
hh00-- initial thickness of sampleinitial thickness of sample
Permeability coefficientPermeability coefficient
Coefficient of compressibilityCoefficient of compressibility
Coefficient of volume changeCoefficient of volume change
50
2
197.0t
H C v =
2
500 δ −=h
H
eaC K wvv
+=
1.. γ
σ ∆
∆−=
ea v
01 e
am v
v+
=
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Typical values of coefficientTypical values of coefficient
of consolidation Cof consolidation Cvv[cm[cm22/s]/s]
Liquid limitLiquid limit Lower limit of Lower limit of recompressionrecompression
UndisturbedUndisturbedvirginvirgin
compressioncompression
Upper limitUpper limitremoldedremolded
3030 3.5*103.5*10--22 5*105*10--33 1.2*101.2*10--33
6060 3.5*103.5*10--33 1*101*10--33 3*103*10--44
100100 4*104*10--44 2*102*10--44 1*101*10--44
Source U.S Navy 1962
In situ testIn situ test
Static cone penetration testStatic cone penetration test
Dynamic cone penetration test DCPDynamic cone penetration test DCP
Standard penetration testStandard penetration test
Shear vane testShear vane test
Pocked penetration testPocked penetration test
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Static cone penetration testStatic cone penetration test
K
c
N
qCu 0σ −
=
+=
0'log38.01.0
σ φ c
q Arctg
E=2.qc
qc:cone resistance
Nk=20
Dynamic cone penetration testDynamic cone penetration test
A
H M
M M e
M qd
..
)'.( +=
qd :cone resistance
M:weight of hammer
M’:weight of rods
A:cone area
H:height hammer falling
e:penetration for one blow
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Standard penetration testStandard penetration test
Index SPTIndex SPT
N value is amount of blows for penetration split spoon sampler
in soils 30 cm
N=N1+N2
Ncor= CN.Nfield
CN = 0.77log D.
2000
γ Peck1974
0'
178.9
σ = N C Liao & Whihman 1986
0'01.01
2
σ += N C Skempton1986
−=
6.95
'log25.11 0σ
N C Seed 1975
For fine sand or silt saturated with N >15
Ncor=15+0.5 (Nfield-15)
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Relationship of SPT and propertiesRelationship of SPT and properties
mechanics of soilsmechanics of soils2020 += N φ Hatanaka & Uchida 1996200054.03.01.27 N N −+=φ Wolff 1989
1518 += N φ For road and Bridges design sMrab;fñ ;l;nigs <an
2736.0 += N φ For building design sMrab; GaKar
2045.0 += N φ in general sMrab;krNITUeTA
E (KPa) = 766N For sand saturated sMrab;xSac;CaMTw k
E (KPa) = 500(N+15) For dense sand sMrab; xSac;hab;
E (KPa) = 2600N For dense sand sMrab; xSac;hab; E (KPa) = 600(N+6) For Gravelly sand (N<15) sMrab; RKYslayxSac;
E (KPa) = 600(N+6) +2000 For Gravelly sand (N>15) sMrab; RKYslayxSac;
E (KPa) = 320(N+15) For Clayey Sand sMrab; xSac; laydI\dæ
E (KPa) = 300(N+6) For Silt,sandy silt,clayey silt sMrab; dIl,aym:dæ
Relationship of SPT and propertiesRelationship of SPT and propertiesmechanics of soilsmechanics of soils
Undrained cohesion Cu=K.N Stroud(1974)Undrained cohesion Cu=K.N Stroud(1974)
3.5KPa <K <6KPa in general we take K=4.4KPa3.5KPa <K <6KPa in general we take K=4.4KPa
Cu=29.NCu=29.N0.720.72 Hara et al(1971)Hara et al(1971)
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Thank you for yourThank you for your
attentionattention
Mr. Sieng PEOUMr. Sieng PEOU
Master science of Master science of geotechnicalgeotechnicalengineeringengineering