Sardar Sarovar Narmada Nigam Ltd.

(A Wholly owned Govt. of Gujarat undertaking)

' Technical Report

on

Geotechnical Investigation
for
Structure : Drainage Gulvert
Chainage (m) : 30690.0

of
DUDHAI SUB BRANCH CANAL (NEW)

Contractor
LCG PROJECTS PVT.LTD - AHMEDABAD

Name of Glient
SSNNL
Report No.: CCERLI24-25109/GIR/DC/30690m lssue Date: 05-11-2024

LABORATORY
Capital Consultancy
Engineering R.es eurch Laborutory
Gundhin&gar
E1103, Electronic Estate, G.l.D.C., Sector No. 26,
Gandhin agar-382028 ,(Gujarat) lN DIA
(M) : 987 9029177, 9427628062
E-mail : lab@capitalconsultancy. in
 Report No, : CCERLI24-25109/Gl R/DC/30690m lssue Date: 05-11-2024

To
M
LCC PROJECTS PVT,LTD - AHMEDABAD

Sub.: Geotechnical investigation for Dudhai Sub Branch canal (New) Ch.23.00km to
34.456km

Strurcture : Drainage Culvert

Chainage (m) : 30690
Dear Sir,

The Geotechnical investigation & safe bearing capacity report is submitted alongwith the
propelties of sub soil investigation, analysis of strength characteristics, conclusion &
recommendation for designing the foundation of proposed structure.

We are enclosing one copy of test report.

Thanking you, we remain,

Yours truly,

Authorlsed Signatory
,1:
i,,.,-iii.j,

il; i;l lrl;ji:ii

Technical Manager
Gapital Gonsultancy i'.tttut;'
Engineering Research Laboratory
Gandhinagar
 INDEX

Sr. No. Contents Page No.

01 General 02

02 Field Investigation 03

03 Laboratory | nvestigation o4

o4 Results 04

05 Soil/Rock Stratification 05

Typical Calculation for soil bearing capacity

06 06 to 08
and allowable bearing pressure

07 Summary (SBCtable-1) 09

08 Conclusion & Recommendation 10

09 Notations 11

10 Appendix

A. Tables

Borelog (table-2) 12to 13

Exploration data (table-3) 14 to 15

SPT Correction (table-4) 16

B Location of borehole 1B

Capital Consultancy Page No.:1

 1.0 General
For fbundation analysis of the structure on the site, it is necessary
(l) To determine the subsoil parameters of the proposed structure and suitability to utilise subscoil for the
construction of that proposed structure.
(ll) To determine soil /rock profile of the site.
(lll) To know physical properties and strength characteristics of sub soil / rock at various depths.
To determine the Safe bearing capacity/Allowable bearing pressure of the soil/rock at different
/t\/\
\' - / depths for the different sizes of footings for the test point.
(V) To locate the presence of ground water level.
(Vl) To give conclusion and recommendation.
The locations, depth & Nos. of bore holes were decided & finalised for respective structure by the
LCC Project Pvt.Ltd. at the time of sub soil exploration work.The Location plan of boreholes are
shown in (Figure No.1)

Name of work Geo-technical investigation for Dudhai Sub Branch canal (New) Ch.23.00km to 34.456km

Name of Structure Drainage Culvert

B.H.No. Chainage (m) Ground Depth Water

Location
level(m) (m) table (m)
As shown in Location of
I 30690.0 2#"e&# 15.00 A,/of seen
bore hole (Fig.-1)
Based on the above points the detailed Geotechnical progiam irrcludes
A Field Investigation
(i) ' Drilling of Bore hole
(ii) Collection of soil samples (Disturbed & Undisturbed)
(iii) Conducting standard penetration test (SPT)
B Laboratory lnvestigation
For Soil For Rock
(i) Grain size analysis (i) Sample preparation
(ii) Atterberg Limit (Liquid & plastic limit) (ii) Dry density of Rock
(iii) Field dry density (iii) Natural qoisture content
(iv) Field moisture content (iv) Water absorption
(v) Bor/triaxial Shear tests (v) Uniaxial compressive strength
(vi) Specific gravity test (vi) Specific gravity
(vii) Shrinkage limit (vii) Point load strength index
(viii) Free Swell Index
(ix) Swelling pressure
(x) Consolidation

C Recommendations

Based on the above investigations, the results of sub soil/rock are to be obtained. The recommendations
would be based on interpretation of results, analysis and computations as per relevant Indian standards.

:,. .:
. .i l! l l!
..
'
capital consultancy ,tt I ' Page No.:2
2.0 Field Investigation
2.10 Boring
Auger & Rotary drilling method was employed as boring method for soil exploration.Rotary boring is
a tried and tested method for boring into soils and rock.The exploratory boreholes of 150 mm
diameter were drilled by Auger & Rotary drilling method. Borehole would be terminated after attaining
the desired exploration depth shown as above.

2.20 Sampling
2 2:1 Disturbed samples

For collecting disturbed samples Auger & Rotary drilling method was employed as boring method for
soil exploration. The exploratory borehole of 150 mm diameter were drilled by Auger & Rota ry drilling
. method. Collecting disturbed samples as per client requirement.Where disturb sample not possible
by auger, the samples from split spoon sampling tubes were also treated as disturbed soil
samples,or may be taken as per guide line given by client.Collected disturbed samples of subsoil
then labeled,sealed and transported to laboratory for testing
2.2.2 Undisturbed samples

Undisturbed samples for subsoil were collected in thin walled shelby tubes,sealed with wax, labeled
and transported to laboratory for testing. Wherever,undisturbed soil samples could not be possible to
collected, disturbed soil samples were collected for finding index properties of soil. The samples from
split spoon sampling tubes were also treated as disturbed soil samples. In case of hard strata and
rock, core samples were collected.Undistrubed samples were collected at various interval and at
change of strata.

2.2.3 Standard Penetration Test

The standard penetration tests were conducted in accordance with lS 2131-1981.The test gives N
Value,resistance of the soils to penetration which can be used to evaluate standard strength
data.The number of blows for every 15 cm penetration using standard split spoon penetrate with
weight of 63.5 kg hammer free fall from 75cm height shall be recorded. The number of blows for the
last 30 cm penetration shall be reported as N value. Standard pentration test were conducted at
' various interval and at change of strata.The samples sealed,labeled and transported to laboratory for
testing.
2.2.4 Collection of core samples in Rock
In the bottom of wash pipe core barrel of 1.50 m length was fixed and at end the bottom NX Diamond
bit or TC bit was attached and lowered in bore holes for drilling. For safety of core one core lifter was
also put inside the NX Diamond biUTC bit for fixing the core sample. Drilling operation and
preservation of core etc is carried out as per lS Specification. The samples were sealed,labeled and
transported to laboratory for testing.

Capital Consultancy Page No.:3

 2.2.5 Ground water table

For most type of construction, water logged ground is undesirable because of its low bearing
capacity Since water level in bore may not reach equilibrium for some time after boring. After
reaching the desired depth of investigation the bore hole were completely cleaned after terminating
the boring activity. G.W.T. was measured after 24 hours from completion of boring

2.2.6 Protection, Handling and Labeling of Sample

All necessary care as per lS 1892-2021wastaken in protection and handling of samples and in their
full labeling, so that samples were received in a fit state for examination and testing and could
correctly recognized as coming from a specified borehole.

3.0 Laboratory Investigation

The following laboratory tests were.conducted on undisturbed,disturbed & SPT soil samples collected from
various depths to find physical properties and strength characteristics.To measure the soil properties in the
laboratory, following tests were conducted.

FOR SOIL
Sr.No. Tests Recornmended procedures Type of sample
(i) Grain size analysis lS 2720 (Part-4)-1985 DS
(ii), Atterberg Limit lS 2720 (Part-S)-1985 DS
(iii) Field dry density lS 2720 (Parr-29)-1974 UDS
(iv) Field moisture content lS 2720 (Part-2)-1973 DS / UDS
(v) Specific gravity lS 2720 (Part-3)-1980 DS
(vi) Direct shear test lS 2720 (Part-13)-1986 UDS
(vii) Tri axial shear test lS 2720 (Part-11)-1993 DS / UDS
(viii) Shrinkage limit lS 2720 (Part 6) 1972 DS / UDS
(ix) Free swell index lS 2720 (Part 40) 1977 DS
(x) Swelling pressure lS 2720 (Part 41)-1977 DS / UDS
(xi) Consolidation lS 2720 (Part-15)-1965 DS / UDS
(xi) Soil Classification rs 1498 -1970 DS / UDS
(B) For Rock
Sr. No. Tests Recommended procedure Type of sample
(i) Sample Preparation ls 9179-1979 UDS
(i i) Dry Density of Rock rs 13030-1991 UDS
(iii) Natural Moisture Cont. UDS
(iv) Water Absorption ts 13030-1991 UDS
(v) Unconfined Comp. Str. ts 9143-1979 UDS
(vi) Specific Gravity ls 13030-1991 UDS

4.0 Res ults

(i) S:B.C./A.B.P are shown in Summarv Table No.-1

(ii) The Borelog details of boreholes are shown in Table No.-2
( iii) The laboratory test results of boreholes are shown in Table No. 3
(iv) The corrected SPT(N) -Values are shown in Table No.-4 (where applicable)

Capital Consultancy Page No.:4

5.0 Soil/Rock Stratification
Bore IS Description
Depth (m)
Hole No Grnrln

0.00 to 1.50 SM Medium to fine grains silty sand of non plastic,

1.50 to 4.20 SC Medium to fine grains Clayey Sand of low platicity

Consolidated clayey soil recovered as clay core with Sand-

4.20 to 7.30 L,I silt & clay mixture of medium plasticity.(Clay core when
submerge in water all core materials is converted to soil)

Consolidated stiff clayey soil recovered as clay core with

7.30 to 9.00 CH Sand-silt & clay mixture of high plasticity.(Clay core when
submerge in water all core materials is converted to soil)

Consolidated stiff clayey soil recovered as clay core with

9.00 to 15.00 CH Sand-silt & clay mixture of high plasticity.(Clay core when
submerge in water all core materials is converted to soil)

Capital Consultancy Page No.:5

 6.0 TYPICAL CALCULATION:-
6.0 (A) BEARTNG CApACtTy ON SO|L PARAMETER:
tsearing Capacity: The Bearing Capacity of foundation is needed for designing the foundation for any
structure. Several methods are available for the determinatlon of bearing capacity of s hallow
foundations. lS method is adopted for the calculation of ultimate and safe bearing capacity of soil. On
the basis of available structural details and load on foundation, following assumptions/adoptions of
soil test results are considered for the bearing capacity.(lS : 6403 - 1981).
Typical calcu lation :
Geo-technical investigation for Dudhai sub Branch canal (New) ch.23.0okm to
Name of work
34.456km
Name of Str. Drainage Culvert
hainage (m) 30690
Location As shown in Location of bore hole (Fig.-l)
BH No. 1 Foundation Depth (m): 3.000 Below NaturalG.L.
1 Type of foundation Rectangle Raft footing
2 Length of foundation 20.000 m
3 Width of foundation 7.500 m
4 Depth of foundation 3.000 m.
5 Cohesion ( c ) 0.136 kg/cm2 = 1.360 Um2
i Field Dry density (FDD/RD 1.700 gm/cc = i.700 Vm3
z Field Moisture Content (FMC) g.7OO %
) Specific Gravity 2.660
) Angle of internal friction ( (o) 23.00 o

l0 SoilStrata SM
iround level (m) 25.48 m
A/ater table at the time of investigation Not seen m
A/ater table (m) taken for catcuiation 25.48 m t t{ mcy be motsecl ln Ortare)
) Size of footing:
Length of footing(L) 20.000 m
Width of footing (B) 7.500 m
Depth of foundation (Df)
GL-FL 3.000 m
(2) Shape factor:
Shape of foundation = Rectangle
Sc = 1+0.2*BlL= 1.075
Sq = 1+0.2*BlL= 1.075
Sr = 1-0.4*BlL= 0.850
(3) Depth factor:

dc=1+0.2"o1 yff o
B
where,
V No = tan (45 + 23.00
2
= , 1.51
dc = 1.12

dq=dr=1+0.1 x AfVN o
B
For@<10o
dq=dr= 1.00
."n.."'t'-..

Capital Consultancy Page No.:6

 ( 4) lnclination Factor:
Angle of inclination 0.000
ic=iq 1.000
ir 1.000
(5) Submerged Density :(ln case water table effect)

Y (sub)=((F.D.D.+(S. P.G.-F.D.DyS. p.G)-1

= 1.061 Vm3
(6) Effective surcharge:
n = Y(sub) x Df
= yd (1 + w/100) x Df

(7) Correction factor for Water table:

Ground level (m) = 25.480 m
able (m) taken forcal = 25.480 m
FL-WTL = -3.000 ?
FL-WTL < Df
W'= 0.500
(8) Type of failure:

lnitialvoid ratio

Specific gravity 2.66

eo=----------------1 = _1

Dry density -
1.700
= 0.5647 > 0.55
Mix Shear Failure MSF
(9) Factors Nc, Nq, Nr from table :1, Pg. 8 of 13:6403-{981:
Corrected@ = 22.49o Corrected C= 1.927
Nc = 17.45 Nq = 8.23 Nr = 7.65
with the use of above parameters, safe bearing capacity is calculated as below:
Net utflmate beartnq capacitv

'qo = CN"S"d"i" + q(No - 1 ) Sqdqiq + 112 x B x YNrSd,"i,.W'

= 27.89 + 24.74 + 12.94
qd = 65.570 tlm2
SAFE BEARING CAPACITY:
Net Ultimate Bearins capacitL
SBC =
Factor of safety
65.57
SBC =
2.50

SBC = 26.23 tlm2

Net SBC = 26.0 tlm2

Capital Consultancy Page No.:7

 Table No.-1
7.0 Summary
nnaVsis of Safe Oear

Name of work Geo-technical investigation for Dudhai Sub Branch canal (New) Ch.23.00km to 34.486km

Name of Structure Drainage Gulvert

Ghainage (m) : 30690

B.H.No. tI Drain Bed

level(m)
As shown in Location of
I
bore hole (Fig.-f ) I z+.ooo

Net S.B.C. Um2

Depth
Foundation Size of Lowest
B.H. below Type of
R.L. Foundation On Gc-Pc NetS.B.C.
No. G.L. foundation Shear criteria
(m) (mXm) Value
. (m) t!m2
c&a (75 mm)
Settlement

23.480 2.00 22.00 13.70 13.70

4
22.480 3.00 Rectanqle 20.00 x 7.50 26.00 18.70 18.70

21.480 4.00 29.00 23.90 23.90

Capital Consultancy :
Page No.:9
. :. ...-
 8.0 Conclusion & Recommendations:

I
' The study of the Geo investigation at the site at various depths indicates layers as shown in the general strat ifications

| . The number of bore hole & depth of Bore hole is desided by customer for the Geo investigation at the site.

|
. The S.B.C. and A.B.P. are worked out for various bore holes at various depth are reported in table No.-1
I
' Stress influenced zone of 28 (Where B is the width of the footing) betow the base of footing
I
I' Filled up soil not seen at the time of field investigation.
' Ground water table at the time of field investigation shown in borelog (table-2).
|
_
'
The S.B.C. of the foundation is computed considering water table above the foundation level (any rise in the Ground water
table in future)

_ As per lS 8009 Part -1 1976 lf the clay is heavily overconsolidated, then, it may not be possible to adopt this
' procedure. But, in such cases, it may not be necessary to compute the setttement.

Heavily overconsolidated found in various bore hole shown below

,
lB.H.No.
ttttl
I
B.H.No. l'll-l 1

below |
HeavilV overconsolidated found below
Heavily
,
Ir c.l.
n"trr"r G.L.
natural I a'?o
43;0 |
|
|
|
|

This report only covers SBC/ABP of the foundation. The stability of excavated surfaces and stability of existing
'adjoining structures due to excavation are not covered in the report. Customer shall take adequate safety
. measures required including analysis,for excavated vertical surfaces and adjoining structures.

Ground level provide by LCC

' The results reported in the test report are valid only for the located bore holes shown in location plan.

After excavation, the bottom of the excavation shall be cleared of all loose soil and rubbish and shall be levelled, where
' necessary. The bed shall be wetted and compacted properly

. After completion of work,extra care should be taken to prevent water percolation below footing by plinth coverage.

. The comments & suggestions are given in the report based on ground conditions encountered during investigations.lf
during executing the foundation work any variation in stratification of foundation location is noticed, please inform us about
1!it
...r.i:i,,rr.;,." Autffied signatory
.,,
.,1 l,/
rl r'l:lir
, ',',.i",-l Tecdnical Manager
'. . r,:11,;;1;',.,,,9;r,,.;;r' Capital COnSUltancy
r"l.ri.,,,I;:,j'tjr'. Engineering Research Laboratory
Gandhinaoar

Capital Consultancy Page No.:10

 NOTATIONS
C Cohesion

O Angle of internal friction

DS Disturbed Sample

UDS' Undisturbed Sample

SPT Standard Penetration Test
'Non
NP Plastic Soil

Cc Compression Index

Pc Pre Consolidation pressure

DUU Unconsolidated undrained direct shear test

DCU Consolidated undrained direct shear test

TUU Unconsolidated undrained triaxial test

TCU Consolidated undrained triaxial test

CWR Completely Weathered Rock

HWR Highly Weathered Rock
MWR Moderately Weathered Rock
SWR Slightly weathered rock
FR , Fresh Rock
S.B.C. Safe Bearing Capacity
A.B.P. .Allowable Bearing Pressure

nStandards lS 2720, lS 1498, 1S6403, lS 1904, 1S291'1,lS:12070 -1987,

. lS : 8009 - Pt- 1 - 1973, lS 9179, lS 1124,lS 9143, lS 4464,lS 5313

Murthy V.N.S. Soil Mechanics and Foundation engineering ( Dhanpat Rai and Sons Delhi )

Lambe T.W' Soiltesting or Engineers ( Wilery Easter Ltd., New Delhi)

Peck. R.S. ilanson Foundation Engineering ( Asia Publishing House )

Nayak N.V. Foundation Engineering Manual ( Dhanpat Rai and Sons )

Kaniraj S.R. Design aids in soil mechnaics and foundation Engineering

(Tata Mc Graw Hill Publishing Co. Ltd. )
Alam Singh Modern Geotechnical Eng. ( IBT Publishing & Distrubutors Delhi. )

Capital Consultancy Page No.:11

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394 394
 Table No.- 4
ceo{echnical investigation for Dudhai
Name of work Sub Branch canal (New) Ch.23.00km to
Capital Consultancy CALCULATIONS FOR 34.456km
Engineering Research CORRECTED SPT (N) Name of Structure Drainage Culvert
Laboratory, G andhin agar
VALUES Shainage (m) 30690
,|
Bore hole No.
Depth of B.H.(m) 15.0
Wet dr rnsity t-rnal corrected
Depth Overburden Observed Corrected
SPT (Y) (1 /mt) Overburden walue after
SPT SPT Value
No.
of , Pressure correction
'N' (For overburden)
Dilantancy
sample Depth (m) Y (um3) (vm') factor Correction
Value ( N')
(N")
SPT-,I 3.00 3.00 1.85 F Erl 1.19 41 49 49
SPT-2 6.00 3.00 1.89 11.21 Refusal Refusal Refusal
SPT-3 9.00 3.00 t-Yo 17.10 0.81 Refusal Refusal Refusal
SPT-4 12.00 3"00 1.98 23.04 0.71 Refusal Refusal Refusal

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Capital Consultancy Page No. '16

 Capital Consultancy
Engineering Research Laboratory
Gandhinagar

Name of work 3eo-technical investigation for Dudhai Sub Branch canal (New) Ch.23.001ffi to 34.406km

Name of Structure Drainage Culvert

Chainage (m) : 30690

B.H.No 1

Sieve analysis graph

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sampre Symbol Remarks
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From To

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24 38 a4

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UDS-3
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UDS-4
(Clay 10.50 12.00
re 1 1 8 to 25 74
core)
UDS-5
(Clay 13.50 15.00 -a--a- 0 1 I 40 29 71
core)

Capital Consultancy Page No. 17

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