soil_mechanics_lecture_slides

Soil Mechanics
Course Code: CLE 205,
Class No :1565, C-Slot, GDN-128
Instructor: Dr. Mahendra Gattu
Lecture Hours: Mon/ Wed 2pm – 340pm
Tue/Thu 4pm – 540 pm
Fri 2pm – 250pm
Office: GDN 102

Soil Mechanics
Textbooks:
1. Basic and Applied Soil Mechanics : Gopal Ranjan and A.
S. R. Rao,
2. Geotechnical Engineering: C. Venkatramiah.
3. Dr.K.R.Arora (2001), Soil Mechanics and Foundation
Engineering, Standard Publishers, Delhi – 110006
Mode of Evaluation:
Quiz, CAT, Term End.

About Instructor
Education
● PhD Northwestern University, Evanston(Chicago), USA
● MS University of Virginia, Charlottesville, USA
● B.Tech Civil Engineering, IIT-Madras
Industry
● L&T Construction, Metallurgical and Material Handling IC,
Chennai, Kolkata.
● GMS LLP, Building Envelope and Structural Consulting
Firm, New York City, USA.

● To facilitate learning about soil and its importance in
civil engineering:
– What it is soil?
– How does it behave mechanically?
– Why does it behave that way?
– How to measure its properties?
– How to apply this understanding to solve some basic
engineering problems.
Course Objectives

● Methods for achieving learning objectives:
– Reading/studying the materials
– Class periods and notes (questions during class are
encouraged)
– Solving homework problems
– Laboratories, both performing the experiments and
processing data for the write-ups
– Studying for exams
Course Objectives

● UNIT I : Weight volume relations and Index properties
(9 hours)
Importance of geotechnical engineering – 3-phase diagram
– Weight-volume relations – Index properties of soils –
Simple soil engineering tests - Atterberg’s limits –
Classification of soils – Theory of compaction.
● UNIT II: Soil water and Permeability (9 hours)
Soil water - Effective and neutral stresses – Flow of water
through soils – Permeability – Darcy’s law –Seepage and
flow-nets - Quick sand.
Course Syllabus

● UNIT III: Stress distribution in soils (9 hours)
Vertical pressure distribution: Boussinesq’s equation for
point load and uniformly distributed loads of different
shapes– Newmark’s influence chart – Westergaard’s
equation – Isobar diagram – Pressure bulb - Contact
pressure
● UNIT IV: Compressibility and Consolidation (9 hours)
Compressibility – e-log p curve – Preconsolidation
pressure - Primary consolidation – Terzaghi’s consolidation
theory - Laboratory consolidation test – Determination of
Cv by Taylor’s and Casagrande’s methods
Course Syllabus

● UNIT V: Shear strength of soils (9 hours)
Stress analysis by Mohr’s circle - Mohr’s strength theory –
Shear strength of soils – Mohr-Coloumb strength envelope
– Laboratory shear tests – Direct shear test – Triaxial
compression – Unconfined compression test – Vane shear
test – Shear strength of saturated cohesive soils – Shear
strength of cohesionless soils - conditions for liquefaction
Course Syllabus

Exam Schedule
CAT-I : 8-9 June
CAT- II : 20 – 21 June
Term End: 3 – 8 July

Lecture 1
● Importance of Geotechnical Engineering
● 3-Phase Diagram

Geotechnical Engineering
● Branch of civil engineering dealing with behavior of earth
materials.
● Principles of Soil mechanics + Rock Mechanics
● Wide range of applications in structures used in
● Military: Underground bunkers
● Mining: Excavation of coal mines
● Oil and natural gas exploration: Underground drilling
● Transportation: Roads, Railway lines including tunnels esp on
hilly terrains.

Importance of Geotechnical Engineering
● Soil is the ultimate foundation material which supports the
structure.
Leaning
Tower
of Pisa

● Understanding stability of natural and manmade slopes
Mud
Sliding
in Sri
Lanka
Rock
Sliding
Mine Wall Failure

● Tunnels, Conduits Konkan Railway Jan Shatabdhi
Express emerging
from a tunnel

● Machine Foundations
● Dynamic Loading like earthquake, blast loading influence
soil behavior
Soil Liquefaction

● Oil and Natural Gas industry
● Shale gas industry using hydraulic fracturing and principle of
rock mechanics.
● Offshore Platforms
Fracking
Crude oil price
Per barrel
June 2014: $107
6 months later
Jan 5 2015: $50

● Soil-Structure Interaction
Process in which response of soil influences the structure
behavior and response of structure influence soil behavior.
Hanshin Expressway, Kobe Earthquake, Japan 1995

● Earth retaining structures:, Wall with counterforts.
Cantilever wall, Gravity Walls – Determining Lateral loads.
● Construction material

Soil as 3 Phase Material
● Use of Classroom Board

Lecture 3: Index Properties and
Classification Test
Dr. Mahendra Gattu
CLE 205 Soil Mechanics

Today’s Agenda
● Relationship
● Relationship between
● Unit Phase Diagram
● Problems
SwGedrybulk ,,,,,
WGSe 

Relationship
● S : Degree of Saturation = Vw/Vv
● e : Void Ratio = Vv/ Vs
● w : Water Content = ww/ws
● G : Specific Gravity
wG
G
w
w
G
V
V
V
VG
V
V
V
V
V
V
Se
s
w
ss
ww
s
w
s
w
s
w
s
v
V
w


















....
.....
....
....
....




wGSe 

Relationship
● Bulk Unit Weight, Dry Unit Weight
)1(
)(
)1(
)1(
)1(
)1(
e
seG
e
wG
V
V
V
W
W
W
VV
WW
V
W
w
w
V
s
s
s
w
s
Vs
sw
bulk
















)1(
)1(
)1(
)(
e
wG
e
seG ww
bulk








)1( e
Gw
dry





Problem
● 1m3 of soil weighs 19.80 kN. The specific gravity of soil
particle is 2.70 and water content is 11%. Find void ratio,
dry density, degree of saturation
i) Using first principles.
ii) Using formulae

Problem
● The porosity of a soil sample is 35%.The specific gravity of
soil particles is 2.7. Calculate its void ratio, dry density,
saturated density, submerged density.

Phase Diagram for Soil
V WWw
Ws
Vw
Vs
Va
VV
SeV
eV
V
w
v
s


1
wsss
wwww
GVW
SeVW





Unit Phase Diagram for Soil
γw(G+Se)γwSe
γwG
Se
1
ae
e
1+e

Lecture 4: Water Content, Specific
Gravity Test, Classification Tests: Index
Properties
Dr. Mahendra Gattu

Today’s Agenda
● Determination of Water content
● Oven Drying Method
● Pycnometer Method
● Rapid Moisture Meter Method , Sand Bath Method
● Determination of Specific gravity of Solids
● In-Situ Unit Weight determination
● Core Cutter Method
● Sand Replacement Method
● Water Displacement Method

Determination of water content
● Oven Drying Method
● Pycnometer Method
● Rapid Moisture Test Method
● Sand Bath Method
s
w
W
W
w 
WWw
Ws

Oven Drying Method
● At temp > 110 deg.C, crystal structure of clay breaks down.
● For organic soils, temp is maintained at 60 deg.C
● W1: Wt. of Container
● W2: Container + Moist Soil
● W3: Container+ Oven Dried Soil
W2-W1
Ww
Ws
W3-W1
Ws
105-110 oC
24 hrs
32 WWWw 
13 WWWs 

Water Content: Pycnometer Method
W1
Empty
Container
W2
Container
+ Moist Soil
W3
Container
+ Moist Soil
+ Water
W4
Container
+Water
G of soil is known

Pycnometer Method: Phase Diagram
Moist Soil Moist Soil + Water Water
W2-W1
Ww
Ws
W3-W1
W4-W1
sw WWWW  )( 12
w
s
s
s
s
G
WW
V

 )()( 1413 WWVWWW sws  
1
)( 43


G
G
WWWs
γwVs

Pycnometer Method
sw WWWW  12
1
)( 43


G
G
WWWs
1
)( 12



ss
w
W
WW
W
W
w
1
1
)(
)(
43
12





G
G
WW
WW
w

Specific Gravity
● G is the ratio of specific gravity of the solid to the specific
gravity of water. It can obtained by measuring the weight of
solid to the weight of water occupying equivalent volume
of water.
w
s
w
s
G






Specific Gravity using Pycnometer
W1
Empty
Container
W2
Container
+Dry Soil
W3
Container
+ Dry Soil +
Water
W4
Container
+Water

Specific Gravity: Phase Diagram
Dry Soil
Dry Soil + Water Water
W2-W1
Ws
W3-W1 W4-W1
12 WWWs 
w
s
s
s
s
G
WW
V

 )()( 1413 WWVWWW sws  

Specific Gravity Calculations
1
)( 43


G
G
WWWs
1
)( 4312


G
G
WWWW
)()(
)1(1
43124312 WWWW
GG
WW
G
WW
G







)()( 4132
12
WWWW
WW
G




In-Situ Unit Weight: Core Cutter Method
● Core Cutter Method
● Soft Soils, Non-Cohesive Soils
● Video
● Rammer, Dolly, Core Cutter

In-Situ Unit Weight: Sand Replacement
Method
● Sand Replacement Method
● Hard, Gravely Soils
● Video

In-Situ Unit Weight Determination
● Water Displacement Method
● Cohesive Soil is weighed : W1
● It is coated with paraffin and weighed again: W2
● The system of soil coated with paraffin is now immersed in
water. The volume displaced is measured, Vdispl
Paraffindispl VVV 
paraffin
Paraffin
WW
V

12 

V
W1


Index Properties of Soil
● Tests carried out in order to classify a soil are classification
tests.
● The results obtained on the basis of these tests are alled
index properties of soil.
● Index properties of soil are divided into
● Soil Grain Properties
● Soil Aggregate Properties

Grain Shape
● Bulky Grains:
● All dimensions are more or less the same.
● Sandy and gravel soils.
● Formed by mechanical break-down of parent rocks.
● Angular  Sub-Angular  Sub-Rounded Rounded
transformation occurs during transportation
● Sphericity, De: Equivalent diameter of the particle, L is
length of the particle,
3/1
6








V
De
L
D
S e


Grain Shape
● Flaky Grains:
● One Dimension is very small compared to the remaining two
dimensions. Ex: A large sheet of paper.
● During sedimentation, these grains fall like leaves floating in air.
● Needle-Shape Grains
● One dimension of grain is fully developed and larger than other
two.

Engineering Characterization of Soils
Particle Size
fine-grained
 Soil Plasticity
coarse-grained
Particle/Grain Size Distribution
Particle Shape

Grain Size Distribution
Why?
● Range of sizes of particles
● % of particles of each of the size ranges.
How?
● Sieve analysis for coarse fraction
● Sedimentation analysis for fine fraction.

4.75
mm
0.075 0.002
Coarse-grained Fine-grained
(USCS)
in mm
80mm
20mm
10mm
4.75mm
2mm,1mm
600µ, 400µ
212µ, 150µ
75µ
Coarse Sieves Fine Sieves
Sedimentation AnalysisSieve Analysis
Gravel Sand Silt Clay

Grain Size Distribution Curve
Particle Diameter D
% of
particles
(by wt)
finer than
Diameter
D

Grain Size Distribution Curve
● Well Graded
● Poorly Graded,
● Gap Graded,
● Uniformly Graded
● Effective Size
● Coefficient of Uniformity,
● Coefficient of Curvature
10
60
D
D
Cu 
6010
2
30
DD
D
Cc


10D

Sedimentation Analysis: Stoke’s Law
● v = Terminal Velocity
● D= Diameter of Sphere
● µ= Viscosity of Water
● Brownian Motion <0.0002 mm < D < 0.2 mm <Turbulence
● Assumptions: Spherical particle, Rate of fall not influenced
by adjacent particles, Average value of sp. Gravity G of
grains is used to calculate γs, Floc formation may occur
resulting in larger diameter of the particles.
2
18
Dv ws

 


Sedimentation Analysis Hydrometer Method
● What is Hydrometer?
● Archimedes Principle: Hydrometer floats in the
suspension. The level of immersion depends on the
density of fluid.
● Gs= 1 + Rh/1000
● Rh= Reading of the Hydrometer
● Gs= Corresponding Specific Gravity

Calibration of Hydrometer: Effective depth L
and Hydrometer Reading R or L1,L2
j
h
j
h
A
V
A
VL
LL 
22
2
1

Corrections to Hydrometer Reading
● Meniscus Correction, Cm >0
● Temperature Correction
● High Temp, Ct>0
● Low Temp, Ct<0
● Deflocculating agent correction, Cd>0

Procedure of Hydrometer Analysis
t Rh Rc L D N
15 sec - * *
30 sec - * *
1min - * *
2min - * *
5min - * *
10 min - * *
ws
t
L
D




)(18
%100
1



s
c
s
s
w
R
G
G
N
ws is weight of soil
grains in a soil of
suspension of
1000cc.

Stages of Consistency
● Consistency is a term which is used to describe the degree of firmness
of a soil using description such as soft , firm , stiff or hard. It indicates
the relative ease with which soil can be deformed.
The property of consistency is associated only with fine grained soils,
since fine grained soils are considerably influenced by the amount of
water content present in them. Depending on water content, the
following four stages are used to describe the consistency of clay soil :
● Liquid State
● Plastic State
● Semi-Solid State
● Solid State
● The boundary water contents at which soil undergoes changes from
one state to another are called “ consistency limits.”

Consistency Limits
Atterberg, a Swiss soil scientist first demonstrated the
significance of the consistency limits in 1911.
● Liquid Limit
● Plastic Limit
● Shrinkage Limit

Volume vs Moisture Content
liquid
Shrinkage
limit Plastic
limit
Liquid
limit
solid
semi-solid
plastic
Plasticity
Index
Volume
Water
Content
liquid
Shrinkage

Liquid Limit Test
● Cone Penetration Method
● Water Content at wα for which cone penetration α between
20mm and 30 mm is obtained
● Casagrande Liquid Limit Device
● Flow Index, If
● One Point Method
– Toughness Index.
)15)(25(01.0    wwwL

Liquid Limit Device
● Video
)log(
1
2
12
N
N
ww
I f



Plastic Limit
● The moisture content at which a thread of soil just begins
to crack and crumble when rolled to a diameter of 3 mm
● Minimum water content at which change in shape of soil is
accompanied by visible cracks.

Indices
● Plasticity Index
● Consistency Index
● Liquidity Index
● Problem:
● A sample of soil with LL of 72.8 was found to have a
liquidity index of 1.21 and water content of 81.3. What are
its plastic limit and plasticity index? Comment on the
consistency of the soil.
PLLL
PLw
LI



PLLL
wLL
CI


PLLLPI 

Shrinkage Limit
V1 W1
?
ws
ww
W
2
V2
2
2121 )()(
W
VVWW
w
w
SL w
s
w 


Shrinkage Limit
● Determination of G





 

w
s
w
s
WW
VV
V
W
G

21
1
2
,
)( 211
2
WWV
W
G
w 



Numerical on Shrinkage Limit
● In a shrinkage limit test, a container of volume 9.6cc was
filled with soil slurry. The weight of saturated soil was
17.46 g. The slurry was then dried, first in atmosphere and
then in oven at a constant temperature of 110 degC. The
wt and volume of the dried soil was 11.58g and 5.22 cc
respectively. Determine the shrinkage limit of the soil and
its shrinkage ratio.

Shrinkage Ratio, R
● R, Ratio of given change in volume of soil expressed as
% of dry volume to the corresponding volume change in
water content above the shrinkage limit.
● Volumetric Shrinkage, Vs
● Problem
21
21
100
WW
V
VV
R d




100


d
di
s
V
VV
V

Activity of Clays
● Higher activity, more clay like behavior, higher swelling,
higher shrinkage, higher compressibility
● Graph
2% 

thanfinerWt
PI
Activity
Activity Classification
< 0.75 Inactive
0.75-1.25 Normal
>1.25 Active

Activity of Clays
● Graph
Plasticity
Index
% finer than 2µ
Sodium
Montmorillnoite
(A=1.33)

Numerical on Activity of Clays
● Two Clays have the following characteristics. Calculate
their Activity Values. Compare their engineering behavior.
Clay A Clay B
LL 60 50
PL 25 30
% finer then
2µ
25 40

Numerical on clay behavior
● Two Clays have the following characteristics. Which of the
soil is more plastic? Which of them is softer in
consistency?
Clay A Clay B
LL 44 55
PL 20 35
Water content,
w
25 50

Unconfined Compressive Strength
● Explanation: Video
● Mohr’s Circle
Consistency Strength
kN/m2
Very Soft 25
Soft 25-50
Medium 50-100
Stiff 100-200
Very Stiff 200-400
Hard >400

Sensitivity
● Ratio of Unconfined compressive strength of an
undisturbed soil specimen to its unconfined strength after
remoulding.
 
remouldedu
dundisturbeu
t
q
q
s
)(

St Classification
1-4 Normal
4-8 Sensitive
8-15 Extra-Sensitive
> 15 Quick

Thixotropy
● Property of certain clays by virtue of which they regain
part of strength lost due to remoulding.
● Application: Driving pile foundations causes the soil to get
disturbed, the soil structure loses strength. After a month,
the soil regains part of its strength.

Lecture 7: Classification of Soils,
Compaction, Consolidation
Dr. Mahendra Gattu

Classification of Soils
● Unified Soil Classification System
● Casagrande (1948) intended for use in airfield construction during
World-War II
● Coarse grain soils classified on the basis of GSD and fine grained
soils on the basis of plasticity characteristics
– Coarse-grained soils: Less than 50% passing through 75µ sieve
● Gravel: If more than 50% retained on 4.75 mm sieve
● Sand: More than 50% pass through 4.75mm sieve
– Fine Grained soils: Greater then 50% passing through 75µ sieve
● A-line of Plasticity Chart separates Clay and Silt.
● LL> 50 High Compressibility
● LL<50 Low Compressibility

● Unified Soil Classification System
Soil Type Prefix Sub Group Suffix
Gravel G Well graded W
Sand S Poorly graded P
Silt M Silty M
Clay C Clayey C
Organic O LL<50 L
Peat Pt LL>50 H

● AASHTO (American Association of State Highway Transport
Officials)
● Developed by US Bureau of Public Roads( now Federal Highway
Administration).
● Group Index, GI = 0.2 a + 0.0005 ac + 0.01 bd
 a: min(% passing 75 µ -35, 75)
 b: min(% passing 75 µ -15, 55)
 c: min( LL-40, 60)
 d: min(PI-10, 30)
 GI =0 Good subgrade material,
 GI> 20 Poor Subgrade material.

● INDIAN Soil Classification System
● 1959, Revised 1970.
● Based on USCS: Main Difference Fine Grained Soils
classified as Low, Medium and High Compressibility.
● Step by Step Procedure:
● Flow Chart
● A-line

Flow chart>50%
Retained
on
75micron
sieve
Coarse grained
>50% Retained on
4.75mm sieve
Gravel Sand
% finer than 75
micron
< 5% >12% 5-12%
GSD LL, PL Test
GSD +
LL,PL Test
GW, SW, GP,
SP
GM, SM,
GC,SC,GM-
GC, SM-SC
GW-GM, GW-GC,GP-
GC, GP-GM, SW-SM,
SW-SC, SP-SC, SP-SM
Fine grained
LL, PL Test
Plasticity Chart
Below Above Hatched
Silt Clay Clay + Silt
LL<35 LL-35 to
50
LL>50
ML, MI, MH
CL, CI, CH
YES
YES

Soil Compaction
● Compaction vs Consolidation
● Laboratory Tests:
● Proctor Test, Modified Proctor Test
● Dry Density vs Moisture Content
● Zero Air Void Line
● Compactive Effort
● Types of Soil
● Compaction curve for sand
● Problem

Compaction
Smooth wheeled
rollers Pneumatic
Tyre rollers

Compaction
Dynamic/
Impact
compaction

Thought Experiment- 1
● Imagine you have a round plastic bottle in your hand.
● You pour round shaped pepper mint into it, many in number.
● Then you shake the bottle vigorously
● What happens to the pepper mints and the void space?
● Fill a small quantity of water in the plastic bottle.
● Again Add peppermints and shake the bottle?
● Do you require the same amount of effort now to reduce the
void space?

Compaction
Compactive
effort
Reduction
in Void
space
V1 W1
ws
ww

Compaction Advantages
● Grain to Grain Contact Increases—Increased shear
strength
● Reduces Permeability of Soil by decreasing the void
space.
● Increases bearing capacity of soil
● Prevents settlement of soil and undesirable volume
changes.
● Prevents build up of large pore pressures that cause soil
to liquefy under earthquakes.

Thought Experiment-2
● Take a rectangular sponge block.
● Immerse it in water for some time.
● Remove the sponge block and place it beside a measure
scale.
● Very Slowly start applying load on the sponge.
● What happens?

● Consolidation
V1 W1
ws
ww
W
2
V2
Water
Expelled
slowly
under load

Compaction vs Consolidation
● Soil is always unsaturated
● Densification due to reduction
of air voids at a given water
content
● Instantaneous phenomenon.
● Occurs due to compaction
technique.
● Soil: Completely Saturated
● Volume reduction is due to
expulsion of water from voids
● Time-dependent phenomenon.
● Occurs due to load placed on
soil

Compaction Laboratory tests
Purpose
To determine the proper amount of mixing water to use when
compacting the soil in the field to achieve maximum density.
● RR Proctor :
● Standard Proctor Test,
● Modified Proctor Test
● IS equivalent of Standard Proctor Test is Light Compaction Test
● IS equivalent of Modified Proctor Test is Heavy Compaction Test

Test Procedure
Standard Proctor Test
3 layers
● 25 blows per layer
● 2.7Kg hammer
● 300mm drop

Test Procedure
Oven Dried to determine
Water Content.

Test Procedure
● For different water content of soil, weight of the
compacted soil in the mould is measured.
● The dry weight is then determined as
● Plot: Max dry density-OMC
w
bulk
d


1



Test Procedure: Results
S>100% (impossible)
Zero air void curve (S=100%)
All compaction points should lie
to the left of ZAV curve
wopt
d max
Compaction Curve

Laboratory tests
IS Code Light
Compaction Test
Heavy Compaction
Test
Volume of Mould 1000 cc 1000 cc
Weight of Hammer 2.6 kg 4.9 kg
Drop of Hammer 310 mm 450 mm
Layers x Blows 3 layers x 25
blows
5 layers x 25 blows
Compaction Energy
per unit volume
? ?

Compactive Effort
With increasing compactive effort,
● What happens to γdmax?
● What happens to OMC?
● Given γ3
dmax> γ2
dmax > γ1
dmax and OMC3 <OMC2<OMC1
● Which is greater γ2
dmax- γ1
dmax or γ3
dmax- γ2
dmax ?
● What is greater OMC1 – OMC2 or OMC2 – OMC3 ?
● To which line is line joining the peak parallel to?
What does it mean?

Increasing in Compaction Effort
S>100% (impossible)
Zero air void curve (S=100%)
The Line joining the maximum is
parallel to the ZAV
wopt
d max

Zero Air-Void Line
● For a given soil, theoretically obtained maximum dry unit
weight for a soil at a given water content.
● Explanation using phase diagram
Air Voids reduce on application of compaction
energy and theoretically can reach zero
Zero
Air-Void
VW
Vs
Vs
Vw=VV
V
ww
ws

Zero Air-Void Line
● Derivation of Zero Air Void Line
from first principles for different
water content w
1
1
1
1
1












Gw
G
W
GW
G
W
VG
G
VG
VG
G
V
V
G
VV
VG
V
W
w
s
w
w
s
ww
w
sw
vw
w
s
v
w
sv
sws
d










Vs
Vw=VV
V
ww
ws
Zero Air-Void

Lecture 8: Total Stress, Effective Stress,
Neutral Stress
Dr. Mahendra Gattu

Today’s Agenda
● Total Stress, Pore Pressure, Effective Stress
● Problem
● Capillary Action in soils
● Problem

Total Stress
● Stress = Force/Area
● Vertical Stress = Mass x g / Area
● Vertical Stress at depth h for soil of unit weight γ.
● Can be measured physically.
 h

Pore Pressure
● Denoted by u
● Acts equally on all sides: Hydrostatic pressure
● Can be measured physically.
wwhu 

Effective Stress
● Denoted by
● Measure of intergranular stresses
● Mechanical behavior is linked to effective stress
● Shear Strength, Void Ratio, Compressibility
● Cannot be measured physically
u


Physical Meaning of Effective Stress
● Diagram
● Plane passing through points of inter-particle
contact.
● Resolving the forces into tangential T and normal N’
directions and equillibrium in Normal Direction
wuANP  '
u
A
P

A
N'
 1
A
Aw

Problem 1
• Determine Neutral Stress and Total pressure at A,
B,C
Dry Sand, γ1= 18 kN/m3
Saturated Sand,
γ2 = 20 kN/m3
h1
h2
O
A
BSaturated Clay,
γ3 = 21 kN/m3h3
C

Problem 2
For the subsoil conditions shown in figure, plot the total, neutral and
effective stress distribution upto the bottom of the clay layer, when the
water table is at 2m below the ground surface (take S = 50% above the
water table).
Ground Surface
5m
4m
Sand
Gs=2.67
e = 0.6
Clay
γsat = 20 kN/m3

Solution
Ground Surface
4m
Saturated Sand,
S=100%
Clay
γsat = 20 kN/m3
3m
2m Sand, S=40% ?1 
?2 
?3 

Capillary water in Soils
● What is surface tension?
● How does capillary rise of water takes place in soils?
● What is the effect of capillary rise in soils?
● Problem

Surface Tension
● Attractive forces/ Cohesive forces are present between
molecules. Those on the surface have no neighboring
atoms above, and exhibit stronger attractive forces upon
their nearest neighbors on the surface. This enhancement
of the intermolecular attractive forces at the surface is
called surface tension.
● Unit Force/Unit Length i.e N/m

Capillary Rise in pipette
d
T
h
w
c

4
• Derivation
hc
O
B
wchu 
Negative Pore
Pressure

Capillary Rise in Soils
)( u 
• Negative pore water pressure
• Increase in effective stress
Ground Surface
Capillary rise in
soils
Partially
Saturated
Completely
Saturated
Negative
Pore
Pressure
Positive
Pore
Pressure
-
+

Problem
• For the subsoil conditions shown in the figure what are
the effective stress values at 1m, 2m and 4m depths.
Ground Surface
4m
Sand Saturated by capillary
action upto GS
Sand, e=0.2,
Gs=2.60
2m ?sat

Lecture 9: Permeability
Dr. Mahendra Gattu

Today’s Agenda
● What is permeability?
● Why is it important in soil mechanics?
● What is Darcy’s law?
● How is permeability measured in laboratory?
● How is permeability measured in field?

Permeability
● Permeability is a soil property which describes
quantitatively the ease with which soil allows water
to flow through it.
● More is the permeability, more is the ease with
water can flow through that soil.
● Permeability of Gravel > Sand > Silt > Clay.
Permeability decreasing with decreasing grain size.

Importance of permeability in soil mechanics
● Excavations of open cuts in sand below water table
● Seepage through earth embankment dams
● Subgrade drainage
● Rate of consolidation of compressible soils.

Fluid Mechanics Basics
● Bernoulli’s equation 2
2
22
1
2
11
22
z
g
Vp
z
g
Vp


Pressure Head h
p
w


Elevation Head z
Velocity Head g
V
2
2
2211
2
2
1
1
zhzh
z
p
z
p



V1
h2
z2
h1
z1
Q V2
Datum

Fluid Mechanics Basics
● Head Loss
















 2
2
22
1
2
11
22
z
g
Vp
z
g
Vp
HL













 2
2
1
1
z
p
z
p
H

   2211 zhzhH 
For Pipes of uniform cross-
section
h2
z2
h1
z1
Datum
H

Fluid Flow in Soils
● Darcy’s Law
H1
H2
Q
D V
H
L
A
L
H
Q


L
H
i

Hydraulic
Gradient
A
L
H
kQ 




kiV 
k is
Coefficient of
Permeability

Problem
● Determine k
Given:
Q = 200ml in 110sec
A = 30 cm2
L = 25 cm
H1= 70 cm
H2= 30 cm
H1
H2
Q
D V
H
L

Homework Problem
● Determine h2
Given:
Q = 1.82 cm3/sec
D = 6.18 cm
L = 25 cm
h2=30cm, z2=20 cm
z1=10 cm
K=0.1894 mm/sec
Q
h2
z2
h1
z1
H

Methods to measure permeability
● Laboratory:
● Constant Head Permeability Test
● Variable Head Permeability Test
● Field
● Unconfined Aquifer Test
● Confined Aquifer Test

Constant Head Permeability Test
Constant Level
O
L
Datum
h1
z1
h2
z2
a
b
H
Q
Q

Constant Head Permeability Test
● Pervious, Coarse Grained Soils
● K- Darcy’s Coefficient of Permeability, m/sec
● Q: Rate of Flow or Discharge, m3/sec
● L : Length, m
● A : Area of Cross –Section, m2
A
L
H
kQ 




AH
QL
k



Variable Head Permeability Test
L
Datum
a
b
H
Variable Level
H
t
Ha
Q




● Fine Grained Soils
● K- Darcy’s Coefficient of Permeability, m/sec
● h1: Height in standpipe at time t1
● h2: Height in standpipe at time t2
● L : Length, m
● a : Area of Cross –Section of Stand pipe, m2

)(ln 12
2
1
2
1
2
1
tt
L
kA
h
h
a
dt
L
kA
h
dh
a
A
L
h
k
dt
dh
a
KiAQ
t
t
h
h


















2
1
12
ln
)( h
h
ttA
aL
k








2
1
12
log
)(
303.2
h
h
ttA
aL
k

Problem
● In a falling head permeability test, head causing flow was
initially 50 cm and it drops 2cm in 5 minutes. How much
time is required for the head to fall to 25 cm.

Homework Problem
● A falling head permeability test was performed on a sand sample and the
following data are recorded:
● Cross-sectional area of permeameter = 100 cm2; length of the soil sample
=15cm, area of stand pipe = 1cm2, time taken for the head to fall from 150
cm to 50 cm = 8 minutes, temperature of water = 25oC; dry mass of the
soil specimen = 2.2 kg and its Gs=2.68.
● Calculate its void ratio e25.
● Compute the coefficient of permeability of soil.
● What is the coefficient of permeability of the soil at void ratio of e20 =0.70
and standard temperature of 20oC?
Note: γw @25 oC = γw @20 oC,
µw @25oC =890/106 N sec/m2, µw @20oC =1002/106 N sec/m2.
w
w
e
e
k




1
3

Field Permeability Tests: Unconfined Aquifer
Impervious Boundary
z2
d2
z1
d1
Q dz
r1r2
dr
r+dr
Zr

Unconfined Aquifer
Observation Wells dug at r1 and r2.Water pumped
through main well at Q m3/sec
Impervious Boundary
z2
d2
z1
d1
Q
r1r2

Field Permeability Tests: Unconfined Aquifer
Hydraulic Gradient, i
Impervious Boundary
Q
dzH 
drr
QQ z
dz
dr
dz
L
H
i 





Unconfined Aquifer
Cross-sectional Area, A = Cirucumference x Height
Impervious Boundary
Q
drr
Q
rzA 2
z

Unconfined Aquifer Test
2
)(
ln
2
2
2
2
2
1
2
2
1
2
2
1
2
1
zz
K
r
rQ
zdzK
r
drQ
zdzK
r
drQ
rz
dr
dz
K
KiAQ
z
z
r
r
















)(
ln
2
1
2
2
1
2
ZZ
r
r
Q
k









)(
log303.2
2
1
2
2
1
2
ZZ
r
r
Q
k










Homework Problem
● For a field pumping test, a well was sunk through a
horizontal stratum of sand 14.5 m thick and underlain by a
impermeable clay stratum. Two observation wells were
sunk at horizontal distance of 16m and 34 m respectively
from the pumping well. The initial position of the water
table was 2.2 m below ground level. At steady state
pumping of 925 litres/minute, the drawdowns (depths
measured from water table) in the observation wells were
found to be 2.45 m and 1.20 m respectively. Calculate the
coefficient of horizontal permeability of the sand. Note:
1000 litre = 1m3.

Field Permeability Tests: Confined Aquifer
Impervious Boundary
z2
d2
z1
d1
Q H
r1r2
dr
r+dr Q
dr
Impermeable Stratum

Confined Aquifer Test
)(ln
2
2
2
2
12
1
2
2
1
2
1
zzKH
r
rQ
dzHK
r
drQ
HdzK
r
drQ
rH
dr
dz
K
KiAQ
z
z
r
r















)(2
ln
12
1
2
ZZH
r
r
Q
k









)(2
log303.2
12
1
2
ZZH
r
r
Q
k










Flow Upward
LD
Q
h2
z2
h1
z1
H
Water
Tank

Lecture 10: Seepage, Flow Nets
Dr. Mahendra Gattu

Today’s Agenda
● Problem 1 and Problem 2
● Quick Sand Condition
● Laplace equation for two-dimensional flow
● Flow Net
● Properties
● Use
● Problem

Problem
● Determine the pressure head, elevation head, total
head and head loss at the entering end, exit end
and point Xin the sample.

Lecture 11: Consolidation
Dr. Mahendra Gattu

Today’s Agenda
● Consolidation review
● Total Settlement, Immediate, Primary, Secondary
● Relationship between void ratio and settlement
● Problem

Today’s Agenda
● Definitions
● Compression Index
● Coefficient of Compressibility
● Coefficient of Volume Compressibility
● Role of Stress History
● Normal Consolidation
● Over consolidation Stress
● Over-Consolidation Ratio
● Problem

Consolidation Review
● Time Dependent Phenomenon
● Amount of Settlement = function (Time of Settlement)
● Our approach
● Total/ Final Settlement (Independent of Time)
● Intermediate Settlement ( Function of Time): Pore pressure
dissipation, Mechanics of Consolidation, Terzaghi’s 1-D
consolidation Theory

Consolidation
V1 W1
ws
ww
W
2
V2
Water
Expelled
slowly
under load

Amount of Settlement
● Total Settlement = Immediate Settlement+ Primary
Consolidation Settlement + Secondary Settlment
● Immediate Settlment: Negligible flow of water out of soil
mass and volume remains same, Occurs almost
immediately after the load is imposed
spit SSSS 

●Primary Consolidation
● Primary Consolidation: Squeezing out of pore water from
a loaded saturated soil causing a time dependent
decrease in volume
● Rate of Flow is controlled by permeability, compressibility,
pore pressure
● With passage of time, as pore pressures u dissipate, the
rate of flow will decrease and will eventually stop leading
to constant effective stress, signifying the end of primary
consolidation.

●Secondary Consolidation
● The time dependent settlement exhibited by soils post
primary consolidation at constant effective stress.

Relationship between void ratio and primary
consolidation settlement
V0
s
V
V
V
e 0
s
V
V
V
e
1
1
)(

V1
Vv
1
Vs
V
e
e
eVV
V
e
V
SW
o
o
S
0
00
1
1
1




Vv
0
Vs
0
0
10
1
1
01
1
V
e
e
VeV
VV
SW
SS




Relationship between void ratio and primary
consolidation settlement
V
e
e
V
e
ee
VV
VV
VVV
WW
VV
0
0
01
01
01
01
1
......
1
......
......
......









H
e
e
H
V
e
e
V
0
0
1
1







Problem
A compressible stratum is 6m thick and its void ratio is 1.70.
If the final void ratio after the construction of the building is
expected to be 1.61, what will be the probable ultimate
settlement of the building?
2

Definitions
Compression Index
)log(


e
cc
e
 log
A
J
e
 log
)log(
1
2
12


ee
cc



Problem
Calculate compression index.
e
 log
A
0.6
0.4
50 500

Definitions
Coefficient of Compressibility



e
aV
e

J
e


Definitions
Coefficient of Volume Compressibility



V
V
mV
00 11 e
a
e
e
m V
V




 

Problem
A clay soils tested in a consolidometer showed a decrease in
void ratio from 1.20 to 1.10 when pressure was increased
from 0.25 to 0.50 kgf/cm2.
a) Calculate the coefficient of compressibility and coefficient
of volume compressibility.
b) If the sample tested at a site was taken from a clay layer
3m in thickness, determine the consolidation settlement
resulting from the stress increment.

Definitions
Preconsolidation stress is the maximum stress the soil has ever
experienced.
A soil is said to be normally consolidated when the effective
stress is the maximum it has ever experienced in its stress
history i.e.
A soil is said to be over-consolidated if the current effective
stress is less than the preconsolidation stress i.e

precurrent  
precurrent  
max pre

Role of Stress History
e
 log
A
B
CD
E H
J
Virgin
Compression
Curve
Re-Compression
Curve
Unloading
Curve

State B
3m
Maximum Stress
experienced by Soil
is
 )3(bulk
State A
Excavate
Soil
pre
e
 log
A
B
 )3(log bulk
Unloadin
g
 Current Stress

State A
Add Soil
back
State B
3m
Maximum Stress
experienced by Soil
is
 )3(bulk
pre
e
 log
A
B
Re-loading
 Current Stress

State B
3m
Virgin
Loadin
g
C
Maximum Stress
experienced by Soil
is   qbulk  )3(
State C
3m
qc
e
 log
A
B
pre
 Current Stress

Un-
Loading
C
Maximum Stress
experienced by Soil
is   qcbulk  )3(
E
State CDE
3m
q
State E
pre
e
 log
A
B
D
 Current Stress

Maximum Stress
experienced by Soil
is   qbulk  )3(
State E
State EHC
3m
q
pre
e
 log
A
B
Re-
Loading
CD
E
H
 Current Stress

Maximum Stress
experienced by Soil
is   qbulk  )3(
State C
3m
qc
State F
3m
qc
qf
e
 log
A
B
Virgin-
loading
CD
E
F
 Current Stress
pre

Over-Consolidation Ratio, OCR
e
 log
A
B
CD
E H
J
current
pre
OCR



Over Consolidation
OCR > 1, AB, CDE, EHC
Normal Consolidation
OCR = 1, BC and CJ

Lecture 12: Consolidation
Dr. Mahendra Gattu

Today’s Agenda
● Mechanics of Consolidation: Spring Dashpot-Model
● Terzaghi’s 1-D Consolidation Theory
● Problems

Mechanics of Consolidation
● Spring Piston Model
● A cylindrical vessel with compartments marked by pistons
separated by springs
● Pistons has perforations to allow water to flow through
● Piezometers inserted at middle of each compartment
● Space between springs filled with water.

● Apply pressure on the top most piston.
● Immediately on application of load,
● Length of springs remain unchanged
● As a result, the entire is borne by water in the vessel.
is the excess hydrostatic pressure
● Initial rise in water level

 u
w
h




Pore pressure at time t=0
w
w
u
h







0t

● After time t, flow of water through the perforations has
begun at upper compartments. There is a corresponding
decrease in volume, the upper springs have compressed
a little.
● They carry portion of applied loads and a drop in pressure
occurs. The isochrone for t=t1 represents the pore
distribution at upper and lower compartments.

Pore pressure at time t>0
iu
0t
1t

)(1 zu
z
z

● As time progresses, the springs in the lower
compartments are also compressed leading to increase in
and drop in
● Finally after long time, excess pore pressure
drops to zero and the entire load is carried by springs.
u 
u

●Pore pressure at time t>0
0t 2t
iu)(2 zu
z
z

Pore pressure at time t>0
0t
3t
z
z
)(3 zu
iu


Pore pressure at time tInfinity
w
w
u
h







0t
t


Spring-Piston model
w
w
u
h







0t 1t
2t
3t
t


● The decrease in soil volume by the squeezing out of pore
water on account of gradual dissipation of excess
hydrostatic pressure induced by an imposed total stress is
called consolidation.

Terzaghi’s 1-D Theory of Consolidation
● A Theory to predict the pore pressures at any elapsed time and at any location is
required to predict the time rate of consolidation of a consolidating layer.
● Assumptions:
1. Compression and flow is 1-D
2. Darcy’s Law is valid
3. Soil is homogeneous and completely saturated
4. Soil grains and water are both incompressible
5. Strains are small. Applied del sigma produce virtually no changes in thickness,
6. k, av are constant.
7. No secondary compression.

2H
dz
z
dx
t0
t1 t2 t3 t4
uh

● Continuity Equation
● Darcy’s Law
● Continuity Equation
becomes
t
w
v


 
t
w
dV
z
v
y
v
x
v zyx
















t
w
dV
z
vz










z
uk
z
h
kv
w
z
zz







t
w
dV
z
uk
w
z










2
2


● Change in Volume and void ratio












t
e
e
dV
t
w
01
dV
t
u
e
a
dV
z
uk V
w
z

















0
2
2
1
dua
dade
V
V


....

t
u
z
u
a
ek
Vw
z





2
2
0 )1(

t
u
z
u
CV





2
2

Boundary and Initial Conditions
2H

IC : At t =0 , u = ui
At z=2H,
u=0 for t>0
At z=0,
u=0 for t>0
t=0
t>0
 uui
z=2H
z=0

Dimensionless Parameters
● Drainage Path Ratio
● Time factor
● Degree of Consolidation
H
z
Z 
2
H
tC
T V
V 
zU

Drainage path ratio Z=z/H
What is value of the length of drainage path H?
● The maximum distance the water has to travel to reach
the drainage surface is used as H in Terzaghi’s 1-D
solution.
● t is the thickness of the consolidating layer.
● Depending on drainage conditions, H is taken as t (Single
drainage) and t/2(double drainage)

Types of Drainage
● Double Drainage
● H= t/2
● Single Drainage
● H=t
Sand
Sand
Clay
t
Drainage
Surface
Drainage
Surface
Impervious
Sand
Clayt
Drainage
Surface

Time factor Tv
● Tv = Cv t/ H2, Time Factor
● The time required for a soil to reach a given degree of
consolidation is directly proportional to the square of the
length of the drainage path and inversely proportional to
the coefficient of consolidation.

Degree of Consolidation
t0 t2
 uui
zuz
i
zi
Z
u
uu
U


Degree of
Consolidation
● Represents the stage of
consolidation at a certain location
in the consolidating layer.
● Ratio of dissipate pore pressure
by initial pore pressure at a given
location.

Solution of the pde




0
21 )()(1
n
VZ TfZfU
H
z
Z 
zU
VT

Average Degree of Consolidation
 uui
zuz
Total
Hatched
U 
H
z
Z 
zU
Excess pore
pressure
remaining
Pore
Pressure
Dissipated
At t =0,
Hatched = 0
U=0
At t infinity,
Hatched = Total
U=1
PressurePoreInitial
DissipatedPressurePore
U

Taylor’s simplified Solution
● U is average degree of consolidation.
● Tv is the time factor







%60%),100log(933.0781.1
%60,
4
2
UU
UU
TV


Terzaghi’s 1-D Theory of Consolidation Summary
● Cv is coefficient of consolidation, Units m2/sec or m2/day
● Boundary Conditions and Initial Conditions
● Non-dimensional Factors
● Z=z/H, Drainage path Ratio
● Tv = Cv t/ H2, Time Factor
● Degree of Consolidation or Consolidation ratio at given z
● U: Average degree of Consolidation
at a given time t
PressurePoreInitial
DissipatedPressurePore
U
i
zi
Z
u
uu
U



Problem
● A 8m thick clay layer with single drainage settles by 120mm in
2 years. The coefficient of consolidation for this clay was
found to be 0.006 cm2/sec. Calculate the likely ultimate
consolidation settlement and find out how long it will take to
undergo 90% of this settlement.

Problem
● A certain clay layer has thickness of 5m. After 1 year, when
the clay was 50% consolidated, 8cm of settlement has
occurred. For a similar clay and loading conditions, how much
settlement would occur at the end of 1 year and 4 years
respectively, if thickness of new layer were 25m?

Problem
● In a laboratory consolidation test on a 20mm thick sample of
saturated clay taken from a site, 50% consolidation was
reached in 10 minutes. Estimate the time required for clay
layer 5m thickness at site for 50% consolidation if drainage is
only towards the top. Assume the laboratory sample and clay
layer are subjected to same increase in stress. How much
time is required for clay layer for 50% consolidation. How
much time is required to reach 50% consolidation for double
drainage of clay layer?

Homework Problem
1. A normally consolidated clay settled by 20 mm when the
effective stress was increased from 25 to 50 kN/m2. What
will be its settlement when the effective stress is increased
from 50 to 100 kN/m2?

Lecture 14: Shear Strength
Dr. Mahendra Gattu

Today’s Agenda
● Mohr’s Circle
● Shear Strength of Soils
● Mechanism of shear resistance
● Mohr-Coulomb Failure Criterion
● Modification for soils
● Direct Shear Test
● Triaxial Shear Test

Today’s Agenda
● Types of Triaxial Shear Test
● UU , CU, CD
● Vane Shear Test
● Shear Strength of Clay Soils
● UU Test
● CU Test
● CD Test

Mohr’s Circle Review
200
100
50
50
100
200

P(200,50)
Q(100,-50)
BAO

P(200,50)
Q(100,-
C(150,0)
CBCACPR 
BA
R
O

P(200,50)
Q(100,-
C(150,0) BA
R
O
ROCOB
ROCOA



Mohr’s Circle Problem: Sign Convention in Soil
Problems
200
10
0
100
200
N


1
3
1
3

B(200,0)
?R
O


A(100,0)
P
Q
C

●Mohr’s Circle Review
B(200,0)A(100,0
)
C(150,0)
2/)100200( 

R
CBCAR
R
O
),( N



)2sin(
2
)100200(
)2cos(
2
)100200(
2
200100









Mechanism of Shear Resistance
● Friction
● Interlocking of particles contributes appreciably to
frictional resistance

Mohr-Coulomb Failure Criterion
● According to Mohr’s failure theory, the materials fail when
the shear stress on the failure plane at failure reaches a
value which is unique function of the normal stress on
that plane.

Mohr Coulomb Failure Envelope
O


)( ffff f  
3 1
),( ffff
N 

Mohr Coulomb Failure Envelope
O


)( ffff f  
3
f
1
),( ffff
N 

Coulomb Equation
O

N
)tan( Nc 
3 f
1
),( ffff
N 

c
c: Cohesion
AngleFriction:
Total Stress

Problem
● Sketch the Coulomb Equation for the following two cases
on the plot.
i) c=0, Φ = 30deg
ii) c=2kN/m2, Φ = 45deg
 

Modified Coulomb Equation
O

N
)'tan('  Nc 
3 f
1
),( ffff
N 
'
'c
c': Cohesion
AngleFriction:'
Effective Stress

Problem
● Determine the shear strength in terms of effective stress
on plane within a saturated soil mass at a point where the
total normal stress is 200kN/m2 and the pore water
pressure is 80 kN/m2. The effective shear strength
parameters for the soil are
c’=2kN/m2, Φ = 30deg

Problem
● The stress at failure on a failure plane in a cohesionless
soil were Normal Stress=15 kN/m2, Shear Stress = 6
kN/m2. Determine the angle of internal friction of soil,
major and minor principal stresses.

Direct Shear Test
● Metal box of square cross-section split into two halves
approximately.
● Shear is applied at constant rate.
● Shear load vs shear deformation for different vertical load.
( σ,τ) at failure determined.
● Failure Shear stress for given normal stress determined.
● The test is repeated for different normal stresses.

Direct Shear Test
O

N
)tan( Nc 
3 f
1
4),( ffff
N 

c
c: Cohesion
AngleFriction:
Total Stress
3),( ffff
N 
2),( ffff
N 
1),( ffff
N 

Problem
● The following data was obtained from direct shear test.
Normal Pressure= 20kN/m2, Tangential Pressure = 16
kN/m2. Angle of internal friction = 30o, cohesion= 4 kN/m2.
Represent the data on the Mohr’s circle and compute the
principal stresses.

Direct Shear Test
● Advantages
● Quick, Inexpensive Test.
● Ease of preparation of sample
● Disadvantages
● Drainage conditions cannot be controlled
● Pore water pressure cannot be measured
● Failure plane is always horizontal
● Not suitable for fine-grained soils for which drainage
conditions play an important role.

Advantages of Triaxial Test
● Most versatile of all shear testing methods.
● Drainage conditions can be controlled..
● Pore water measurements can be made accurately.
● Failure plane is not forced.

Triaxial Test
● Test Procedure
● Types of Triaxial Test
● Unconfined Compression Test

Test Procedure
● Cylindrical specimen placed on porous disc resting on pedestal of
triaxial cell
● Specimen enclosed in rubber membrane and sealed to the pedestal
at the bottom as well as to the loading cap at the top by rubber O-
rings.
● Triaxial cell is filled with water at required pressure. This all round
pressure is called cell pressure or confining pressure. It acts
radially on the vertical surface and on the top and bottom surfaces.
● With Cell pressure held constant, additional axial stress is applied
through the ram gradually until the sample fails at an additional axial
stress σa.

Measurements made in Triaxial Test
● Axial strain is determined by measuring the change in length
using either a dial gauge or a displacement transducer.
● Pore water measuring apparatus used to measure pore
pressure operated only under conditions of no flow by closing
the valve in the drainage line.
● If development of pore water pressure is not allowed, the
valve in the pore water line is closed and the valve in the
drainage line is opened. Thus allowing flow of water from the
soil through the drainage line into a burrette attached to this
line. The volume of water expelled from the specimen is
measured in burrette.

Stages of Loading
● 1st Stage is Application of Cell pressure
● 2nd Stage is Application of Axial Load
N


1
3
1
333
3
3
1ST Stage 2nd Stage

Types of Triaxial Test
1 st Stage ( Application
of Cell Pressure)
2nd Stage (Application of
Axial Load to Failure)
UU Test No Drainage,
No Consolidation
UNCONSOLIDATED
No Drainage
UNDRAINED
CU Test Drainage Allowed
Consolidation takes place
CONSOLIDATED
No Drainage
UNDRAINED
CD Test Drainage Allowed
Consolidation takes place
CONSOLIDATED
Drainage Allowed
DRAINED

● UU: Unconsolidated Undrained Test
● Takes 15 minutes to complete
● Enables determination of Cu, Φu.
● CU: Consolidated Undrained Test
● Measures total stress parameters Ccu, Φcu and effective
stress parameters C’cu, Φ’cu .
● Takes 24 hours for consolidation 1st stage and 2hour for
axial loading to failure 2nd stage.

● CD: Consolidated Drained Test
● Measures effective stress parameters C’cu, Φ’cu .
● Very Slow and takes upto 2 weeks
● Unconfined Compression Test
● Cell pressure applied is zero. First stage loading is zero.
● Cu= qu/2
● Φu = 0.

Vane Shear Test
● Why is it used?
● For measuring shear resistance of soft saturated clay deposits
in the field directly by pushing the vane directly into the soil
upto required depth and applying torque.
● This overcomes the difficulty of obtaining undisturbed soil
sample whose shear strength may alter significantly during the
process of sampling and handing.

Problem
● In an in situ vane shear test on a saturated clay, a torque
of 35 N.m was required to shear the soil. The diameter of
the vane was 50mm and length 100mm. Calculate the
undrained shear strength of clay.
● The vane was rotated rapidly to cause remoulding of soil.
The torque required to shear the soil in remoulded state
was 5kNm. Determine the sensitivity of clay.

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