Civil A Research Proposal on

“Empirical Correlation of Soil Bearing Capacity,

Engineering
and Foundation settlement with Index Properties
of soil for Bhavnagar region(BADA) of Gujarat”

Presented to
Doctoral Research Committee
GUJARAT TECHNOLOGICAL UNIVERSITY

Research Scholar
Kamlesh k. Vala
App No: PH20274
Flow of Presentation
• Introduction
• Current Practice
• Consolidation parameters
• Graphical method of pre-consolidation
• Bearing capacity parameters
• Literature Review
• compression index correlations with index properties
• Motivation /Need of Study/Research Gap
• Research Objectives
• Scope of Work
• Proposed Methodology
• Impact of Outcome
• References
Introduction

Civil engineering deals with buildings, Hydraulic structures,

Transportation which have strong relationship with soil.

These structures need a strong and stable layer of foundation soil

to build on.

Furthermore, any weakness or failure in soil may lead to severe

damage or collapse of structure.

Thus, proper estimation of bearing capacity and settlement of

foundation soil is very essential for safety and better performance
of the structure.
 Currant theory of bearing capacity

In geotechnical engineering, the bearing capacity of underlying soil plays a

vital role in foundation design.

The bearing capacity is governed by shear strength parameter of the soil.

Terzaghi was the first researcher to propose a comprehensive theory for

measuring the ultimate bearing capacity of shallow foundations.

After Terzaghi, many researchers such as Meyerhof , Hansen, Vesic , and

others have offered theories for predicting the ultimate bearing capacity.

However, the different bearing capacity formulae show wide degree of

variability while estimating bearing capacity of different type of soils.
 Current theory of consolidation parameter

Computation of magnitude of consolidation settlement requires consolidation

parameters such as Cc , Cr and m v depending on over consolidation ratio.

These parameters are generally obtained from consolidation test.

Laboratory consolidation test takes long time and also requires undisturbed
sample.

In order to overcome this difficulty several researchers have suggested

empirical correlations for Cc and mv with liquid limit (wL ), void ratio (e0 ),
water content (w), shrinkage index (IS ) etc. for different places and different
soils.
 Consolidation Parameters

Pre-consolidation Pressure(pC)

Over Consolidation Ratio (OCR)

Compression Index (Cc),

Recompression Index (Cr),

Coefficient of Volume Change (mv).

Time rate settlement - Coefficient of consolidation (cv)

These parameters are generally obtained from consolidation test.

Laboratory consolidation test takes long time and also requires undisturbed sample.
Bearing capacity parameters

 Cohesion

 Angle of internal friction angle

 Accurate Shear strength parameters determined from laboratory

triaxial test,

 Triaxial test is complicated and required much time for

determination of shear strength parameters

 Also requires undisturbed sample.

Graphical method-Preconsolidation

Casagrande (1936)
Schemertman (1955)
Janbu (1969)
Pacheco Silva (1970)
Butterfield (1979)
Tavena (1979)
Jose (1989)
Senol (2000)
Pre-consolidation Pressure

Casagrande Method, e-logp’ (1936) is the oldest method to evaluate

pre-consolidation pressure.

This method remains to a standard method in comparison to other

methods Jose et aI (1989).

Indian standard recommends Casgrande’s method to determine

inter-granular pressure.

This method gives good results provided there is a well- defined

break point in the e–log p’.
Settlement

Computation of magnitude of consolidation settlement requires

consolidation parameters such as Cc, Cr and mv depending on over
consolidation ratio. These parameters are generally obtained from
consolidation test.

Laboratory consolidation test takes long time and also requires

undisturbed sample.

In order to overcome this difficulty several researchers have

suggested empirical correlations for Cc and mv with liquid limit (wL),
void ratio (e0), water content (w), shrinkage index (IS) etc. for
different places and different soils.
Settlement

These empirical correlations are suggested by Skempton (1944),

Terzaghi (1948), Nishida (1956), Amin et al (1987), Nath et al
(2004), Park and Koumoto (2004) Nagaraj et al (2005) etc.
Recompression index (Cr) is slope of e - log rebound curve.
Compression ratio CC’ is taken as (Compression ratio) Cc’= Cc/ 1+ e0
Coefficient of volume change

Coefficient of volume change, mv is a parameter which indicates the amount

of compression that a soil will under go with an increase of pressure. It is
defined as the change in volume per unit volume for an unit change in
effective vertical stress an is given by

mv = Δe / (1+e).Δσv

Nagaraj (2005) shows that shrinkage index (liquid limit- shrinkage limit) has
better correlation than plasticity index and poor correlation with liquid limit
with mv x σv’ the following equation relating mv x σv’ and shrinkage index can
be used the prediction purposes

mv x σv’= 0.042 + 0.00162 x Is

Coefficient of volume change

 However in the absence of shrinkage limit data. Which is

normally not determined in routine testing of soils as compared
to plasticity index the coefficient of volume change and plasticity
index, although less strong, can be used for prediction purposes.
Time rate settlement

It is essential to conduct a routine one-dimensional consolidation

test to obtain coefficient of consolidation (cv).

The various time fitting curves are available to evaluate cv.

This is time consuming process. Curve fitting procedures available

in the literature are not completely satisfactory in evaluating cv
and hence large variation is obtained in the evaluated values by
different procedures Nagaraj (2004). Generally square root time
fitting or Log time fitting curves are use for evaluation of cv.
 Literature review related to Pre-consolidation Pressure
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR

Coefficient of Sridharan, A. and Geotechnical testing • From the present experimental study
consolidation and its correlation Nagaraj, H. B. Journal on remolded soils, it is found
with index properties of remolded September 2004 that cv has a better correlation
soil with the shrinkage index
Compressibility behaviour of Sridharan, A. and Canadian • all the properties affecting
remoulded, fine-grained soils Nagaraj H.B. Geotechnical compressibility behavior have not been
and correlation with index Journal considered together in any single study.
properties June 2000 • The relationship between void ratio
and consolidation pressure is more
closely related to the shrinkage
index
• the compression index relates better
with the shrinkage index than with the
plasticity index or liquid limit
A simple procedure for Dais and Pierce ELSEVIER • This paper presents a simple
estimating preconsolidation soil technology procedure for estimating σp from
pressure from soil compression December 1994 uniaxial compression tests for either
curves saturated or unsaturated soil
conditions.
• We evaluated five methods for
estimating σp 
• The σp determined for each method
was compared to σp estimated using
Literature review related to Pre-consolidation Pressure
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR

An oedometer test study on the Grozic , lunne and Canadian • Stress history is usually determined by
preconsolidation stress of Pande Geotechnical interpreting the results of oedometer tests
glaciomarine clays Journal • 1 • preconsolidation stress using traditional
October methods such as those proposed by
2003 Casagrande and Janbu
• Disturbed soils, however, especially
overconsolidated clays of low plasticity,
exhibit a soft response at low stresses,
thereby making the interpretation of
oedometer tests using traditional methods
extremely difficult.
Literature review related to Settlement
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR
Regression Analysis of Soil Azzouz et al ELSEVIER • Statistical techniques are used to
Compressibility soil technology analyze and evaluate experimental data
June 1976 from more than 700 consolidation tests
on a large variety of undisturbed soils,
and regression equations are developed
to estimate the compression index and
the compression ratio from classification
or index data
• It is found that both the compression
index and the compression ratio can be
reasonably well approximated by use of a
simple linear regression model involving
only the initial void ratio
Analysis of Empirical Al-Khafaji and The Eighth • This paper proposes a new method to
Compression Index Equations Andersland International evaluate the reliability of published
Using the Liquid Limit Structural Engineering empirical formulas in terms of accuracy
and Construction and applicability to different soil types
Conference • A comparison was made between
At: Sydney, Australia available and newly-proposed empirical
November 2015 formulas using combined regression
data sets compiled independently by
several authors. The newly proposed
empirical compression index equations
are applicable to wide ranges of clay
soils, validating other published
Literature review related to Settlement
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR
Evaluation of compression Giasi et al Bulletin of • It was concluded that the most
index of remoulded clays by Engineering Geology reliable equation correlates Cc with
means of Atterberg limits and the Environment the shrinkage index
January 2003 

Quick settlement Dr C H Solanki, geotechnical • Empirical model is prepared to obtain

computation of shallow conference settlement of shallow foundation for
foundations using soil index 2011 preliminary design.
& plasticity characterisitics • In this model input parameters are
soil index and plasticity
characteristics.
• This model is enable the designer to
decide safe bearing capacity or
permissible bearing capacity
New Correlation Equations for Cherubini and Giasi June 2012 •  Very good regressions were obtained bet
Compression Index of Journal of Geotechnical ween the compression index and initial v
Remolded Clays and Geoenvironmental oid ratio, initial porosity, plasticity index
Engineering , or liquid limit. Two different equations 
were proposed to estimate the compressi
on indices of remolded clays with liquid l
imit.one for soils with activities less than
 one and the other for soils with activitie
s greater than one
compression index correlations with index properties -
saxena et al (1995)
Equations Applicability Reference
( a ) Cc = f ( w L )
A1 Cc = 0.007 ( wL – 7 ) Remolded clay Skempton ( 1944 )
A2 Cc = 0.0046 (wL – 9 ) Brazillian clays Cozzolino ( 1961 )
A3 Cc = 0.009 (wL – 9 ) Normally consolidated clay Terzaghi and Peak ( 1967 )
A4 Cc = 0.006 (wL – 9 ) All clays with liquid limit less than Azzouz et al ( 1976 )
100%
A5 Cc = (wL – 13 ) / 109 All clays Mayne ( 1980 )
( b ) Cc= f (w)
B1 Cc = 0.85(w/ 100 ) Finnish muds and clays Helenelund (1961 )
B2 Cc= 0.0115 w Organic soil peat organic silt, and clay Moren et al (1975 )

B3 Cc = 0.01 w All clay Koppula (1983 )

B4 Cc = 0.01( w – 0.549 ) All clay Herreo ( 1981 )
B5 Cc = 0.01 ( w -5 ) All clay Azzouz et al (1976 )
compression index correlations with index properties -
saxena et al (1995)
( c ) Cc = f ( eo )
C1 Cc = 0.54 ( eo – 0.35 ) All clay Nishida ( 1956 )

C2 Cc = 0.29 ( eo - 0.27 ) Inorganic , cohesive soil , silt Hough ( 1957 )

some clay , clay
C3 Cc = 0.43 ( eo -0.25 ) Organic, fine granic silt , little Hough ( 1957 )
clay
C4 Cc = 0.43 ( eo – 0.25 ) Brazillian clays Cozzolino ( 1961

C5 Cc = 0.25 ( eo – 0.50 ) Soil with low plasticity Sowers ( 1970 )

( d ) Cc = f (eo wL , w )
D1 Cc = 0.37 (eo + 0.003 wL -0.34 ) All clay Azzouz et al
( 1975 )
D2 Cc =0.156+ 0.411(eo +0.00056 wL ) All clay Al – khafafi
( 1962 )
D3 Cc = 0.009 w + 0.002 wL- 0.10 ) All clay Azzous et al
( 1976 )
literatures related to predicted and measured settlement
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR
bridge foundations for by issa s. oweis and j. geotech. •This paper presents a case history of the
hightstown bypass paul scagnelli geoenviron. Eng foundations for seven bridges supported on
December 2001 spread footings bearing on overconsolidated
clay
•Conventional methods of analysis were
used to estimate the elastic and
consolidation settlements of the
foundations. The settlements were
monitored during and after construction for
approximately 300 to 500 days
•While the settlements for all the piers
were overpredicted, the predictions for the
abutment settlements were in accord with
predictions except for one bridge
•The differential settlements from pier
to abutment were underpredicted, with
values after bridge deck placement that
were up to one-half of the total or eventual
differential settlements
Literature review related to Bearing capacity
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR
Predicting Bearing Strength Magdi M. E. International •This study aims to estimate the bearing
Characteristics From Soil Index Zumrawi Journal of Civil strength, namely California Bearing Ratio
Properties Engineering and (CBR) and ultimate bearing capacity, from
Technology simple and easy measured soil index
properties.
•Based on test results, linear
relationships of unsoaked CBR and
ultimate bearing capacity with the
consistency factor which is formed by
combining placement conditions and soil
intrinsic parameters had been developed.
• This result confirms that the proposed
equations are reliable and useful to predict
bearing strength parameters for different
soils
Experimental Estimate Of MS Dixit, KA Patil International •The reliability of any theory can be
Ultimate Bearing Capacity And Journal of Civil demonstrated by comparing it with the
Settlement For Rectangular Engineering and experimental results
Footings Technology •From the experimental investigations it
2013 is found that, as the footing size increases,
ultimate bearing capacity and settlement
values show an increasing trend and Nγ
decreases by increasing the footing size.
Literature review related to Bearing capacity
TITLE OF PAPER AUTHOR JOURNAL NAME & SUMMARY
PUBLISHED YEAR
Bearing Capacity G.O. Adunoye Journal of •Using multiple linear regression
Determination by Multiple Multidisciplinary statistical analysis tool, predictive
Regression Engineering models for generating the bearing
Science and capacity were developed and validated.
Technology The study revealed a low level of
December - 2014 variance between experimental values
and model values of bearing capacity.

Bearing capacity prediction Teena John, International •It is a common phenomenon that
for shallow foundations by Swapna Thomas Journal of people go for thump rules if a logical
in-situ and experimental Scientific & application issue arises
investigation Engineering •So now days, validation of shortcuts
Research, Volume has its own importance. In this paper
8, Issue 4, April- the principle of indentation hardness
2017 test is used as a tool to predict the
bearing capacity of soil for shallow
foundations
 Research Gap/Need for development of new correlation

Various methods & empirical correlations are available to predict

consolidation parameters.
In some cases the predicted settlement deviates to large extent from
the actual settlement observed.

Use of empirical correlations for consolidation parameters can not

be generalized for all places and all soils.

Empirical correlations should be used only after verifying its

feasibility for particular region and type of soils.

Reliability is poor due to sampling disturbances.

 Research Gap/Need for development of new correlation

Time to investigate add week or more to finalize soil report.

Normally soil report excludes the consolidation tests. In such cases

empirical correlations will be very useful to estimate consolidation
settlement of shallow foundations.
Motivation Behind work/problem defined
“pradhan mantry avas yojana”
under Bhavnagar municipal
corporation 1252 EWS-2
First subsoil investigation was
carried out in September-2020
Second investigation was
carried out at December -2020
Approximately 3 month
delay in project
Also increase in total project
cost
Site Condition
S.B.C Report of housing project for “Pradhan Mantri Avas Yojana” Under Bhavnagar Municipal
Project Name :
Corporation 1252 EWS-2

Depth of
Sr. Type of Depth of Method of
Bore log Soil/Rock Description Legend SPT Record
No. Sample sample Sampling
(m)
Highly compressible
1 0.0-1.5 UDS 0.0 Core Cutter --
black cotton soil CH
Intermediate
compressible black and Wash
2 1.5-3.0 DS 1.5 --
yellow CI White, boring
yellowish Soil
3 3.0-4.0 UDS 3 Core Cutter **
4 4.0-5.0 UDS Intermediate 4 SPT **
5 5.0-6.0 UDS compressible black and 5 SPT **
6 6.0-7.0 UDS yellow CI Yellowish soil 6.5 SPT --
Wash
7 6.5-8.5 DS 8 --
boring
Intermediate Wash
8 8.5-10.0 DS 9 --
compressible black CI boring
Field investigation photographs
Research Objectives

1. To establish fairly reliable forecast of consolidation parameters, and

ultimate bearing capacity.

2. To quick estimation of ultimate bearing capacity and settlement of

cohesive alluvial deposits for shallow foundations using new

empirical correlations from Index properties(liquid limit, plastic

limit, shrinkage limit, specific gravity, gradation, field density and

moisture content).

3. Empirical model will prepared to predict the bearing capacity and

settlement of shallow foundations.
Scope of work/Study area
Scope of work/Study area

 Study area are Bhavnagar area

development authotiy (BADA)

 Investigation will be carried out

using direct method of subsoil
investigation (Trial Pits) and
semi-indirect method of sub-soil
exploration(boring method)

 The soil characteristics of each

zone are studied up to a depth of
8 m.
Scope of work/Study area
 This depth is assumed as stress zones for shallow foundations.
Generally for multistoried buildings, foundations are located at 3
to 4 m depth.

 Numbers of bore/trial pits will be deciding after, change in sub

soil characteristics by preliminary investigation also BADA
recommendation
Research methodology

• Interpretation of
• Reconnaissance
result
• data and map
study
Reconnaissance
 Topography of the land including water bodies, estuaries,
reserved land and quarries
 Slopes' angles and orientation
 Presence of structures, heritage structures, trees and utility lines
 Presence of hazardous industries or waste disposal sites that
could be potential public health hazards
 Areas with loose soil, patches of soil discoloration, excess growth
of vegetation or foul smell
 Comparison of available plan with current situation, i.e., addition
of new structures or utility lines
Data and Map Study

 presence of licensed water abstraction and discharge consents,

landfills, and waste disposal sites

 History, if any, of hazardous incidents

 Quality of surface water and groundwater vulnerability

 Past local borehole records

 Presence of coal and other mines

 Historical mapping

 Buried and overhead supply and utility lines

In-depth Investigation
 Boreholes
 Trial Pits

 The soil characteristics of each zone will study up to a depth of 8

m.

 This depth is assumed as stress zones for shallow foundations.

 Generally for multistoried buildings, foundations are located at 3

to 4 m depth.
Laboratory test
 Classification Test
 Sieve analysis
 Hydrometer test
 Liquid limit test
 Plastic limit test
 Shrinkage limit test
 Shear Strength Test
 Triaxial test
 Box shear test
 Consolidation test
Financial Support for the research work

DST-Development of Gujcost-Gujarat council

science & technology on science and Technology
Laboratory facility available- Darshan Engineering college, Rajkot

Triaxial and Consolidation apparatuses

Laboratory facility available- Darshan Engineering college, Rajkot

40

Box Shear Test Apparatus, Vane Shear Test Apparatus,

Laboratory facility available- Darshan Engineering college, Rajkot

41
Cone Penetrometer and Casagrande
for Liquid Limit, Hydrometer For Fine Grain Analysis
Expected Conclusions

Correlation between index properties and bearing capacity helps

to determine SBC by knowing only index properties like gradations,
liquid limits, plasticity index, specific gravity, field density and
moisture content.

Correlation between Index properties with consolidation

parameter helps to predict settlement foundation.

ultimately we can save time and cost both using new

correlation.
References
1.Arora, K.R, (2002): “Soil Mechanics and Foundation Engineering”, Standard Publishers
Distribution, Delhi.
2.Das, B. M. (1999): Shallow Foundations: Bearing Capacity and Settlement Analysis. pp. 227 –
249.
3.Bowles, J. E. (1996): Foundation Analysis and Design, 5th Edition Mc Graw-Hill Book
Company Inc, New York.

4.Das, B. M. (1999): “Principles of Foundation Engineering”, PWS Publishing Company pp.

36 – 55.

5.Das, B. M. (1998): “Principles Geotechnical Engineering” PWS publishing Company. pp. 303 –
362.

6.Al-Khafaji A.W.N., Andersland, O. B. (1992): “Equation for Compression Index

Approximation”, Journal of Geotechnical Engineering ASCE, Vol. 41, pp. 148 -153.
8. IS - 2720 Part 5 (1985): (Reaffirmed 1995): Indian Standard Method of Test for Soils
Determination of Liquid and Plastic Limit , Bureau of Indian Standards, New Delhi.

9. IS - 2720 (Part 3 sec 1) (1980) (Reaffirmed 1997): Indian Standard Method of Test for

10. Soils “Determination of Specific Gravity”, Bureau of Indian Standards, New Delhi.

11. IS - 2720 Part 40 (1977) (Reaffirmed 1997): Indian Standard Method of Test for Soils
“Determination of free Swell Index of Soils” Bureau of Indian Standards, New Delhi.
12. IS - 2720 Part 15 (1977) (Reaffirmed 1992): Indian Standard Method of Test for Soils
“Consolidation Properties” Bureau of Indian Standards, New Delhi.
THANK YOU
QUESTIONS?