10-12-15 Rev I

8/16/2019 10-12-15 Rev I

http://slidepdf.com/reader/full/10-12-15-rev-i 1/108

FF IINN AA LL RR EE PP OO RR TT ((RR EE VV .. II ))

GG EE OO TT EE CC HH NN IICC AA LL //SS UU BB --SS OO IILL IINN VV EE SS TT IIGG AA TT IIOO NN AA NN DD RR EE CC OO MM MM EE NN DD AA TT IIOO NN WW OO RR KK FF OO RR 77 00 MM WW PP OO WW EE RR PP LLAA NN TT PP RR OO JJ EE CC TT FF OO RR SS IIXX TT HH BB OO IILLEE RR && TT UU RR BB IINN EE GG EE NN EE RR AA TT OO RR AA TT KK AA LLAA TT AA LL AA VV ,, DD IISS TT .. :: BB HH AA VV NN AA GG AA RR ,, GG UU JJ AA RR AA TT SS TT AA TT EE ..

JJ OO BB NN OO .. :: MM KK //11 00 //11 22 --11 55 MM OO NN TT HH && YY EE AA RR :: DD EE CC EE MM BB EE RR ,, 22 00 11 55

FF OO RR WW AA RR DD EE DD TT OO ,, NN IIRR MM AA LL II MM IITT EE DD ,, AA HH MM EE DD AA BB AA DD ..

MM .. KK .. SS OO IILL TT EE SS TT IINN GG LL AA BB OO RR AA TT OO RR YY BB HH AA RR TT II HH OO UU SS EE ,, GG RR OO UU NN DD FF LLOO OO RR ,, OO PP PP .. GG RR AA NN DD BB HH AA GG WW AA TT II HH OO TT EE LL,, NN RR .. AA VV AA LLOO NN HH OO TT EE LL,, AA NN DD JJ AA HH NN VV II BB UU NN GG AA LL OO WW SS ,, OO FF FF .. SS .. GG .. HH IIGG HH WW AA YY ,, BB OO DD AA KK DD EE VV ,,

AA HH MM EE DD AA BB AA DD – – 33 88 00 00 55 44 ,, PP HH OO NN EE NN OO .. :: + 99 11 --77 99 --22 66 88 22 00 99 44 00 ,, 99 66 22 44 00 99 77 99 00 33 EE MM AA II LL :: ii nn f f oo @ @mm kk ss oo ii ll .. cc oo mm

8/16/2019 10-12-15 Rev I


Job No: MK/10/12-15 M. K. Soil Testing Laboratory, Ahmedabad – 54 .

0

IINN DD EE XX

SS RR .. NN OO ..

CC HH A A PP TT EE RR PP A A GG EE NN OO ..

1.0 Introduction. 01

2.0 Field Work 01

3.0 Laboratory Work: 05

4.0 Sub Soil Stratification 05

5.0 Ground Water Table 07

6.0 General Foundation Analysis 08

7.0 Pile Load Carrying Capacity 11

8.0 Summary 18

9.0 Conclusions And Recommendation 25

10.0 Tables….

1. Observed N- Value

2. Chemical Analysis of Water Sample

3. Chemical Analysis of Soil Sample

4. Electrical resistivity test results

5. Pile Capacity Calculation

6. Soil Characteristics for Boreholes

7. Compaction Test Results

28-34

35

35

36-37

38-47

48-69

70

11. Drawings…. 01-35

8/16/2019 10-12-15 Rev I



1

1.0 INTRODUCTION:

Nirma Limited, Ahmedabad proposed Soil Investigation work for 70 MW Power Plant Project

for Sixth Boiler & Turbine Generator at Kalatalav, Dist.: Bhavnagar, Gujarat State.

The purpose of the investigations was to determine the sub soil stratification, geotechnical

information & safe bearing capacity, so as to provide information that will assist the structural

engineers in the design of the foundations and the relevant works.

The Job was carried out wide your Work Order No.: NNL/SBTG-Proj-NEA-33/LOI-006/2015-

16/ADM, Dated: 18/11/2015 under the guidance and supervision of soil personnel of M. K. Soil

Testing Laboratory and client’s engineer.

2.0 FIELD WORK:

2.1 Scope of work :

Eleven boreholes were drilled with Rotary drilling method upto 30.0m depth below Existing

ground level (EGL).The work was in general carried out in accordance with IS: 1892 – 1979. The

locations of boreholes are shown in location plan in drawing part of report.

Test Location Detail

Sr.No. LocationNo Location Co-ordinates (m) RL (m) Terminationdepth belowEGL (m)

Ground WaterTable belowEGL (m)

Northing Easting

1 BH-10 Boiler 246.475 962.221 12.110 30.00 1.602 BH-11 Boiler 274.343 946.606 12.650 30.00 1.903 BH-12 TG Building 220.00 900.00 12.911 30.00 2.004 BH-13 TG Building 290.00 900.00 12.564 30.00 2.405 BH-14 Chimney 150.00 985.00 12.057 30.00 1.606 BH-15 Chimney 160.593 985.00 11.990 30.00 1.507 BH-16 TG Building 178.084 899.726 13.224 30.00 1.408 BH-17 ESP Building 200.00 950.00 11.473 30.00 1.80

9 BH-18 ESP Building 184.796 950.852 11.861 30.00 1.7010 BH-19 Cooling tower 220.00 1340.00 12.664 30.00 1.7011 BH-20 Cooling tower 300.00 1340.00 14.127 30.00 1.5012 ERT-1 Boiler 261.963 952.157 12.390 - -13 ERT-2 TG Building 251.877 899.326 12.322 - -14 CBR-1 Boiler 250.105 954.503 12.386 - -15 CBR-2 Chimney 159.361 986.376 12.010 - -

8/16/2019 10-12-15 Rev I


8/16/2019 10-12-15 Rev I



3

The soil at the lower end of the tube is trimmed to a distance of about 10 to 20 mm. After

cleaning and inserting an impervious disc at each end, both ends are sealed. The empty space

in the sampler, if any, is filled with the moist soil, and the ends covered with tight wrapper. The

identification mark is then made on each sample.

2.2 Electrical resist ivit y Test

The main objectives of the Resistivity Survey and Investigation are as under.

To collect the basic data on sub-surface geological formation.

To know the resistance of the sub-surface layers.

To determine the thickness of the different geological formation.

To study the sub-surface resistivity vertically at various depths for designing of electricalearthing system.

Two Nos of Electrical Resistivity tests are conducted at pre mark locations in. In the geophysical

resistivity survey Wenner configuration method is used. The main aim of the present survey is to

know engineering properties of the formation and its resistivity at different depth.

In the Wenner four pin method, four electrodes are driven into the earth along a straight line at

equal interval. Current ‘I’ is passed through the two outer electrodes and the voltage difference

‘V’ is observed between the two inner electrodes. The current ‘I’ flowing into the earth produces

an electric proportional to its density and to the resistivity of the soil. The voltage ‘V’ measured

between the inner electrodes is therefore, proportional to the field condition. Resistivity thus will

be proportional to the ratio of the voltage to the current.

Pa = 2 s V Ohm.mI

Where Pa = Apparent Resistivity of the formation / Soil (Ohm.m.)

s = Distance between two electrodes (m.)

V = Voltage (milli volt.)

I = Current (milli Ampere.), ( V / I = Measured Resistance in Ohm.)

8/16/2019 10-12-15 Rev I


8/16/2019 10-12-15 Rev I



5

3.0 LABORATORY WORK:

The laboratory tests on soil samples were started immediately after the receipt of the same in the

laboratory. All laboratory tests are carried out as per the respective Indian Standards. The resultsof the laboratory tests were performed on various soil samples are presented in the form of Table

No.: 6/1 to 6/11 and drawing part end of report.

4.0 SUB SOIL STRATIFICATION:

Field and laboratory test data reveal the borehole vise stratification as under:

Soil Stratification o f boreholes

BHNo

Layer(m) Stratification Observed

SPT value

BH-10

0.0-0.50 Filled up soil -

0.50-7.0 Blackish brown medium stiff silty clay having high plasticity (CH) 5-7

7.0-19.0 Light grayish black very stiff silty clay having high plasticity (CH) 16-22

19.0-30.0 Yellowish to blackish brown hard silty clay having medium

plasticity (CI)

33-Refusal

BH-11

0.0-1.00 Yellowish brown non plastic silty sand with gravels (SM) -

1.00-7.00 Blackish brown medium stiff to stiff silty clay having high plasticity

(CH)

6-11

7.00-14.0 Blackish brown very stiff silty clay having medium plasticity (CI) 14-18

14.0-20.0 Blackish brown very stiff to hard silty clay having high plasticity

(CH)

22-37

20.0-28.0 Yellowish brown hard silty clay having low plasticity (CL) 69-Refusal

28.0-30.0 Yellowish brown hard silty clay having medium plasticity (CI) Refusal

BH-12

0.0-0.90 Sandy soil mix filled up material -

0.90-19.0 Blackish brown to grayish medium stiff to stiff to very stiff silty clay

having high plasticity (CH)

5-21


8/16/2019 10-12-15 Rev I



6


BHNo


SPT value

BH-13


0.60-8.0 Blackish brown to grayish medium stiff to stiff silty clay having

high plasticity (CH)

7-9

8.0-11.0 Yellowish brown stiff silty clay having medium plasticity (CI) 11

11.0-19.0 Yellowish brown to grayish stiff to hard silty clay having high

plasticity (CH)

12-41

19.0-30.0 Yellowish brown hard silty clay having medium plasticity (CI) 58-Refusal

BH-14


0.50-7.00 Blackish brown to grayish medium stiff silty clay having high

plasticity (CH)

5-7

7.00-13.0 Yellowish brown stiff silty clay having medium plasticity (CI) 9-13

13.0-16.0 Grayish very stiff silty clay having high plasticity (CH) 28

16.0-30.0 Grayish to yellowish brown hard silty clay having medium to low

plasticity (CL/CI)

41-Refusal

BH-15


0.40-7.0 Blackish brown to grayish medium stiff to stiff silty clay having

medium plasticity (CI) with top layer of silty clay having high

plasticity (CH)

6-8

7.0-17.0 Grayish stiff silty clay having high plasticity (CH) 11-31


BH-16


1.0-19.0 Blackish brown to grayish medium stiff to stiff to very stiff silty clay

having high plasticity (CH)

6-36


8/16/2019 10-12-15 Rev I



7


BHNo


SPT value

BH-17

0.0-21.5 Blackish brown to grayish medium stiff to very stiff to hard silty

clay having high plasticity (CH)

7-39


BH-18


0.50-17.0 Blackish brown stiff to very stiff to hard silty clay having high

plasticity (CH)

6-35

17.0-30.0 Yellowish brown hard silty clay having medium plasticity (CI) 39-93

BH-19

0.0-0.50 Blackish brown silty clay having medium plasticity with gravels

(CI)

-

0.50-13.0 Blackish to light grayish medium stiff to stiff silty clay having high

plasticity (CH)

7-16

13.0-30.0 Blackish brown non plastic medium dense to dense non plastic

silty fine sand (SM)

25-Refusal

BH-20


0.50-11.0 Blackish to grayish medium stiff to stiff silty clay having highplasticity (CH)

7-12

11.0-30.0 Blackish brown non plastic medium dense to dense non plastic

silty fine sand (SM)

18-Refusal

5.0 GROUND WATER TABLE:

The ground water table was encountered in the boreholes at 1.40m to 2.40m depth below EGL

at the time of investigation (December- 2015)

8/16/2019 10-12-15 Rev I



8

6.0 GENERAL FOUNATION ANALAYSIS :

The proposed project site is situated at Village Kalatalav, is situated near sea area. During

investigation work numbers of boreholes are drilled collecting disturbed and undisturbed soilsamples. The in situ penetration tests (SPT) are also carried out at appropriate depth intervals.

From the borehole soil data and SPT values it is observed that existing top layer @3.00m to

6.00m is medium stiff clayey soil. This is followed by stiff to very stiff to hard clayey soil layer

upto 30.0m termination depth below EGL. The ground water table was encountered at 1.40m to

2.40m depth below EGL.

Due to water table at site is high and site is very much near to sea there is very remote change

of lowering water table. Also there may be capillary rise of water @1.0m or so. Under thecircumstance as there is no moisture variation (drying and wetting cycle) there is no effect of

expansive charactering on pile. Expansive soil will create problem under alternate wetting and

drying cycle. Under the circumstance is shrinkage of soil will not take place as the moisture

content will be very high throughout season. However considering active zone upto @3.0m from

ground level, negative friction of 3.0m below ground level is taken for estimation of pile capacity.

As the stratification is of clay having intermediate to high plasticity there is not possibility of

liquefaction. Liquefaction is take place in non-cohesive saturated fine sandy soil.

Pile is usually design based on skin fraction and end bearing resistance of soil. It is usual

practice to terminate pile in stiff/hard strata or dense sandy soil with reasonable end bearing

capacity. The length pile is decided considering design load and corresponding skin fraction

strata and end bearing component.

As the subsoil strata was “Very Hard Consistency (N>50)”, the UDS sample collected could not

be considered as representative of the insitu state. Hence the empirical value based on hardclayey is used for foundation design, Cu = 30 t/m 2 (Ref. Pile foundation by Tomlinson). Also for

sandy strata according to corrected N value angle of friction resistance is taken as per Appendix

(properties of materials) of Pile foundation by Tomlinson.

8/16/2019 10-12-15 Rev I



9

For lightly loaded structure open foundation is suggested at minimum 2.50m depth on medium

stiff to stiff clayey soil considering same nature of soil for entire area net Safe bearing capacity of

soil calculated and reported. Due to swelling soil considering case of drying it is suggested to

place footing on 50cm thick cohesive non swelling (CNS) layer or 50cm thick sand gravel mix

compacted layer with voids duly filled with coarse sand.

For equipment like Post insulator, PT, CT etc., street light poles cast in situ single bulb pile

foundation is suggested.

Considering proposed structure location and subsoil strata pile foundation is suggested to

support major structures. All the calculation are done considering FGL : 11.85m provided by

client.

8/16/2019 10-12-15 Rev I



10

BASED ON FIELD WORK AND LABORATORY TEST SUGGESTED PARAMETERS

Borehole No Layer (m) SPT NValue

Cohesion(t/m 2)

Angle of InternalFriction, ( ° )

BH-10 & BH-11 1.0-3.0 (negative) - 2.5 0.0

2.5- 5.0 - 3.4 0.05.0- 14.0 - 7.0 0.0

14.0 -18. 0 - 13.0 0.018.0 -20. 0 >35 20.0 0.020.0 -25. 0 >50 30.0 0.0

BH-12 & BH-13 1.0-3.0 (negative) - 2.60 0.03.0-7.0 - 3.50 0.0

7.0-13.0 - 5.4 0.0

13.0-17.0 - 7.55 0.017.0 -21. 0 >35 22.8 0.021.0 -25. 0 >50 30.0 0.0

BH-14 & BH-15 1.0-3.0 - 2.0 0.03.0-7.0 - 3.6 0.0

7.0-14.0 - 6.2 0.014.0-17.0 - 10.75 0.017.0 -20. 0 >35 14.20 0.020.0 -25. 0 >50 30.0 0.0

BH-16 1.0-3.0 (negative) - 3.30 0.0

3.0-6.0 - 3.6 0.06.0-11.0 - 4.70 0.0

11.0-17.0 - 7.20 0.0

17.0-22.0 >35 16.20 0.0

22.0 -25. 0 >50 30.0 0.0

23.0-25.0 >30 - 35.0

8/16/2019 10-12-15 Rev I



11

BASED ON FIELD WORK AND LABORATORY TEST SUGGESTED PARAMETERS

Borehole No Layer (m) SPT NValue

Cohesion(t/m 2)

Angle of InternalFriction, ( ° )

BH-17& BH-18 1.0-3.0 (negative) - 2.5 0.0

3.0-5.0 - 3.2 0.0

5.0-11.0 - 5.35 0.0

11.0-14.0 - 6.60 0.0

14.0-19.0 - 11.8 0.0

19.0-22.0 >35 15.8 0.0

22.0-25.0 >50 30.0 0.0

BH-19 & BH-20 1.0-3.0 (negative) -

4.50 0.03.0-8.0 - 5.2 0.0

8.0-13.0 - 5.60 0.0

13.0-23.0 22 - 32.5

23. 0- 25. 0 >30 - 35.0

7 .0 P ILE LOAD CARRYING CAPACITY:

As per IS : 2911 (part I/sec 1) :

For General Shear Failure Criteria :

Q safe = (Qs + Qb)/ FOS – Negative Skin friction

Where,

Qs = Capacity in Skin Friction. For soil it is given as

= Σ (Qsi) for all layers= 1 to n

Qsi = [ Σ (α C L )i + Σ (q’ Ks Tan δ L)i ] x 3.14 x D

α = adhesion factor

C = Cohesive

L = length of pile

8/16/2019 10-12-15 Rev I



12

q’i = Effective Overburden at the mid depth of (i) the layer.

Ks = Co-eff. Of Earth Pressure = 1.0 to 1.5 (30 ᵒ to 40 ᵒ) (For bored pile)

(As per note Annex B -1.3)

δ = Angle of Wall Friction at the interface of pile and soil, taken as Φ

D = Pile Diameter

Qb = Capacity in Base Resistance

= [(q’ x Nq) ] x 0.785 x D 2 (For non-cohesive soil)

q’ = Eff. Overburden at base, Subjected to a max. Value at depth = 20 x pile dia.

Nq = Bearing Capacity factors as per IS-2911 part-1, Section-2, (For bored pile)

Qb= Cu x Nc x 0.785 x D 2 (For cohesive soil)

Nc = Bearing capacity factor = 9

As the subsoil strata was “Very Hard Consistency (N>50)”, the UDS sample collected could not

be considered as representative of the insitu state. Hence the empirical value based on hard

clayey is used for foundation design, Cu = 30 t/m 2 (Ref. Pile foundation by Tomlinson).

For sandy strata according to corrected N value angle of friction resistance is taken as per

Appendix (properties of materials) of Pile foundation by Tomlinson.

The Uplift capacity of the Pile is considered to be the allowable capacity in Skin Friction only. For

sandy soil for uplift resistance two-third of the calculated resistance under downward loading

considered (Ref. Foundation Design Manual by N. V. Nayak clause 3.5.9).

Typical calculation of all boreholes is given in table 5/1 to 5/6 of report.

8/16/2019 10-12-15 Rev I



13

7 . 1 L a t e r a l C a p a c i t y o f P i l e

Reference: Appendix-B (Revised) of IS 2911 (Part 1/Sec. 2) – 2010.

Strata Top of pile consists of clayey,

Unconfined compressive strength, As per Table 4 of k1 is taken.

For long and flexible pile, depth of fixity,

4

KD

EI R

k1 x 0.3Where K = ----------------

1.5 x D

According to table: 5,

If length of pile 2 x R, Short (rigid pile)

If length of pile 3.5 x R, Long (elastic pile),

Intermediate L shall be case between rigid pile behavior and elastic pile

Based on fig 4, depth of fixity calculated considering unsupported length.

For fixed head pile, allowable lateral load, Q a corresponding to a deflection Y = 0.5 cm,

Qa = 12 EIY/( L 1 + Lf) 3

For free head pile, allowable lateral load, Q a corresponding to a deflection Y = 0.5 cm,

Q a = 3 EIY/( L 1 + L f )3

Where, Lf = Depth of fixity

Y = Deflection of pile

I = Moment of Inertia π D4/64 cm 4 (D is pile diameter in cm)

L1 = Unsupported length

E = Young’s modulus of pile material = 301637 kg/cm 2 (For M35)

Calculation of lateral capacity is given in table 5A/1 to 5A/4 of report.

8/16/2019 10-12-15 Rev I



14

7.2 TYPICAL CALCULATIONS FOR SAFE BEARING CAPACITY :

7.2.1 Assumpt ion / Data:

I. Type of foundation considered : Square foundation.

II. Total Permissible settlement : 50mm for footing(Ref.: IS: 1904-1986)

III. Depth of foundation below FGL : 2.50m

IV. Size of foundation : 1.0m x 1.0m

V. Water Table : Considered at ground level

7.2.2 Bearing Pressure Based on C & Values :- (Shear Criterion )

For computing bearing capacity at 2.50m depth, Following soil properties are adopted.

C = 0.34 Kg/cm 2

The ultimate net bearing capacity (Qnd) for foundation on medium stiff clayey soil is given by

equation,

Qnd = 2/3 C Nc Sc dc ic

Where,

Qnd = Net ultimate bearing capacity of foundation.

C = Cohesion = 0.34 Kg/cm 2

D = Depth of foundation = 250cm

B = Width of foundation = 100cm

Sc, is shape factor,

Sc = 1.30, for square foundation.

dc, is depth factor,

(Assuming that overburden soil is not compacted properly)

dc = 1.0,

ic, is inclination factor.

ic = 1.0 (Since load is vertical)

8/16/2019 10-12-15 Rev I



15

Adopting Nc, as per IS : 6403, For = 0 Nc = 5.14

Qnd = 2/ 3 x [0.34 x 5.14 x 1.30 x 1.0 x 1.0] = 1.52 Kg/cm 2

Where,

Qnd is net ultimate bearing capacity,

Adopting factor of safety as 2.50

Qnd 1.52qns = -------- = ----------

FS 2.50

= 0.609 Kg/cm 2

= 6.09 t/m 2 say 6 t/m 2

7.2.3 Safe Bearing Pressure Based on Settlement Criterion:(Consolidation Settlement)

Pressure bulb shall be taken as,

2.0 x B = 2.0 x 1.0 = 2.00m below foundation level,

Assuming pressure distribution as 2(vertical): 1(Horizontal)

Now,Mid depth of compressible stratum is at 3.50m depth

Compression index (Cc) at mid depth below EGL = 0.146

Initial valid ratio (eo) at mid depth below EGL = 0.82

Po = Increase in pressure at mid depth below GL = (1.0 x 3.5)

= 3.50 t/m 2

dp = Increase in pressure at mid depth of compressible layer.

P x 1.0 x 1.0dp = ----------------------- = 0.25 P

2.0 x 2.0

Considering P = 20 t/m 2

8/16/2019 10-12-15 Rev I



16

Settlement (S) in cm at mid depth for compressible stratum is given in equation.

Cc H Po + dpSc = ----------- log 10 (-------------)

1 + eo Po0.146 x 200 3.5 + 0.25 x 20

Sc = ------------------ log 10 (-------------------------)1 + 0.82 3.5

Sc = 6.18 cm

Immediate Settlement,

q x B x (1- 2) x ISi = -----------------------------

EsWhere

= 0.5 (For saturated Clay)

I = 0.95 (As per IS: 8009 (Part I)

Es = 100 x Cu = 34 kg/cm 2

(Ref.: Foundation analysis and design by Joseph E. Bowles (table: 5.6))

2.0 x 100 x (1- 0.5 2) x 0.95Si = -------------------------------------

34

= 4.19 cm

Total settlement = Sc + Si

= 6.18 + 4.19

= 10.37 cm

For L/B = 1.0 and LB/D = 0.4, depth factor Df = 0.60 and rigidity factor = 0.80

Appling depth factor and rigidity factor,

Corrected settlement = 10.37 x 0.8 x 0.6

= 4.980 cm

= 49.80 mm

Hence allowable bearing pressure = 20 t/m 2 for permissible settlement of 50mm.

Hence recommended net SBC is 6 t/m 2

8/16/2019 10-12-15 Rev I



17

7.3 Typical Calcu lations of Load Capacity of sing le Bulb under reamed Pile :

Assu mpti on / Data :

Pile Stem diameter : 30 cmLength of pile : 6.00m

Bulb diameter : 75 cm

Cut off level : 1.00m

Ultimate capacity of single bulb under reamed pile is given by equation.

Qu = Ap Cp Nc + Aa Ca' Nc + Ca As

Ap = C.S. area of pile stem at tip level

= /4 (d)2

= /4 (0.3)2

= 0.07065 m2

.

Cp = Cohesion at Pile tip

= 5.4 t/m 2

Aa = /4 (du 2 - d 2)

= 0.371

Ca' = 3.5 t/m 2

As1 = x d x l = x 0.30 x (6.0 – 2.0) = 3.77 m2

Q u = (0.07065 x 9 x 5.4) + 0.371 x 9 x 3.5 + 1.0 x 3.5 x 3.77

= 3.43 + 11.69 + 13.19

= 28.315

Negative skin friction = x 0.30 x (3.0 – 1.0) = 1.884 tonnes

Qu 28.315qa = ----------- = ------------ - Negative skin friction

F.S. 2.50

= 9.442 Say 9.5 tonnes.

(11.69 + 13.19)quplift = ------------------------

3.0

= 8.29 tonnes.

8/16/2019 10-12-15 Rev I



18

8.0 SUMMARY :

Load Carrying Capacity of sing le Pile (Cut off level 1.00m)

Type of pile: Cast in sit u conc rete bored pile

BoreholeNo

DiameterOf PileStem(m)

LengthOf PilebelowCut offlevel(m)

LengthOf PilebelowFGL(m)

U n s u p p o r t e

d l e n g

t h

b e

l o w c u

t o

f f ( c m

) Allowable Safe Loadcapacity (tonnes)

Lateral for fixedhead pile and

0.50cmdeflection

Lateral for freehead pile and

0.50cmdeflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof

fixity(cm)

Load(tonnes)

BH-10 &BH-11

0.45 19.0 20.0 200 49 36.4 389.0 1.78 364.7 0.51

0.50 19.0 20.0 200 56 140.4 432.3 2.20 405.3 0.63

0.60 19.0 20.0 200 71.5 48.5 518.7 3.10 486.3 0.89

0.70 19.0 20.0 200 88 56.5 605.2 4.08 567.4 1.18

0.75 19.0 20.0 200 96.5 60.5 648.4 4.60 607.9 1.33

0.45 24.0 25.0 200 76 55 389.0 1.78 364.7 0.51

0.50 24.0 25.0 200 86.5 61 432.3 2.20 405.3 0.63

0.60 24.0 25.0 200 109 73.3 518.7 3.10 486.3 0.89

0.70 24.0 25.0 200 133 85.5 605.2 4.08 567.4 1.18

0.75 24.0 25.0 200 146 91.5 648.4 4.60 607.9 1.33

BH-12 &BH-13

0.45 19.0 20.0 200 53 36.4 399.4 1.69 374.5 0.48

0.50 19.0 20.0 200 61.5 40.4 443.8 2.08 416.1 0.59

0.60 19.0 20.0 200 79 48.5 532.6 2.93 499.3 0.84

0.70 19.0 20.0 200 98 46.3 621.3 3.85 582.5 1.11

0.75 19.0 20.0 200 108 60.6 665.7 4.33 624.1 1.25

0.45 24.0 25.0 200 76 55 399.4 1.69 374.5 0.48

0.50 24.0 25.0 200 86.5 61 443.8 2.08 416.1 0.59

0.60 24.0 25.0 200 10 73.5 532.6 2.93 499.3 0.840.70 24.0 25.0 200 133 85.8 621.3 3.85 582.5 1.11

0.75 24.0 25.0 200 145.5 92 665.7 4.33 624.1 1.25

8/16/2019 10-12-15 Rev I



19



BoreholeNo DiameterOf PileStem(m)

Lengthof pilebelowcut offlevel(m)


U n s u p p o r t e

d l e n g t h

b e

l o w c u

t o

f f ( c m ) Allowable SafeLoad capacity

(tonnes)

Lateral for fixedhead pile and0.50cm

deflection

Lateral for freehead pile and0.50cm

deflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof

fixity(cm)

Load(tonnes)

BH-14 &BH-15

0.45 19.0 20.0 200 51.5 33.4 418.1 1.54 391.9 0.44

0.50 19.0 20.0 200 59 37.1 464.5 1.89 435.5 0.54

0.60 19.0 20.0 200 76 44.5 557.4 2.65 522.6 0.76

0.70 19.0 20.0 200 95 52 650.3 3.47 609.7 1.00

0.75 19.0 20.0 200 105 55.6 696.8 3.90 653.2 1.13

0.45 24.0 25.0 200 75 53 418.1 1.54 391.9 0.44

0.50 24.0 25.0 200 85.5 59 464.5 1.89 435.5 0.54

0.60 24.0 25.0 200 108 70.9 557.4 2.65 522.6 0.76

0.70 24.0 25.0 200 132 82.7 650.3 3.47 609.7 1.00

0.75 24.0 25.0 200 144.5 88.6 696.8 3.90 653.2 1.13

BH-16 0.45 19.0 20.0 200 40.5 34 425.3 1.49 398.7 0.42

0.50 19.0 20.0 200 46.5 37.9 472.6 1.82 443.0 0.52

0.60 19.0 20.0 200 58.5 45.4 567.1 2.55 531.7 0.73

0.70 19.0 20.0 200 71.5 53 661.6 3.33 620.3 0.97

0.75 19.0 20.0 200 78.5 56.8 708.9 3.74 664.6 1.09

0.45 24.0 25.0 200 68 50.2 425.3 1.49 398.7 0.42

0.50 24.0 25.0 200 77.5 55.8 472.6 1.82 443.0 0.52

0.60 24.0 25.0 200 98.5 67 567.1 2.55 531.7 0.73

0.70 24.0 25.0 200 120.5 78.1 661.6 3.33 620.3 0.97

0.75 24.0 25.0 200 132.5 83.7 708.9 3.74 664.6 1.09

8/16/2019 10-12-15 Rev I



20



BoreholeNo




U n s u p p o r t e

d l e n g

t h

b e

l o w c u

t o

f f ( c m

) Allowable Safe Loadcapacity (tonnes)


0.50cmdeflection


0.50cmdeflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof

fixity(cm)

Load(tonnes)

BH-17 &BH-18

0.45 19.0 20.0 200 44.5 35 399.4 1.69 374.5 0.48

0.50 19.0 20.0 200 50.5 39.4 443.8 2.08 416.1 0.59

0.60 19.0 20.0 200 63 47.2 532.6 2.93 499.3 0.84

0.70 19.0 20.0 200

77 55 621.3 3.85 582.5 1.110.75 19.0 20.0 200 84 59 665.7 4.33 624.1 1.25

0.45 24.0 25.0 200 71.5 51.5 399.4 1.69 374.5 0.48

0.50 24.0 25.0 200 82 57.2 443.8 2.08 416.1 0.59

0.60 24.0 25.0 200 103 68.6 532.6 2.93 499.3 0.84

0.70 24.0 25.0 200 126.5 80 621.3 3.85 582.5 1.11

0.75 24.0 25.0 200 138.5 85.7 665.7 4.33 624.1 1.25

BH-19 &

BH-20

0.45 19.0 20.0 200 64 35 389.0 1.78 364.7 0.51

0.50 19.0 20.0 200 79 40.4 432.3 2.20 405.3 0.630.60 19.0 20.0 200 108.5 50.4 518.7 3.10 486.3 0.89

0.70 19.0 20.0 200 161.5 65.3 605.2 4.08 567.4 1.18

0.75 19.0 20.0 200 189 72.3 648.4 4.60 607.9 1.33

0.45 24.0 25.0 200 96.5 46.5 389.0 1.78 364.7 0.51

0.50 24.0 25.0 200 121.5 55.4 432.3 2.20 405.3 0.63

0.60 24.0 25.0 200 170.5 71.1 518.7 3.10 486.3 0.89

0.70 24.0 25.0 200 258 95.6 605.2 4.08 567.4 1.18

0.75 24.0 25.0 200 302 106.9 648.4 4.60 607.9 1.33

8/16/2019 10-12-15 Rev I



21



BoreholeNo




U n s u p p o r t e

d l e n g

t h

b e

l o w c u

t o

f f ( c m ) Allowable Safe

Load capacity(tonnes)


0.50cmdeflection


0.50cmdeflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof fixity

(cm)

Load(tonnes)

BH-10 &BH-11

0.45 17.5 20.0 0 62

36.4 445.8 4.11 385.0 1.600.50 17.5 20.0 0

7040.4 495.3 4.57 427.8 1.77

0.60 17.5 20.0 0 88

48.5 594.4 5.48 513.3 2.13

0.70 17.5 20.0 0 107 56.5 693.4 6.39 598.9 2.480.75 17.5 20.0 0

11860.5 743.0 6.85 641.6 2.66

0.45 22.5 25.0 0 89

55.2 445.8 4.11 385.0 1.600.50 22.5 25.0 0

10061.3 495.3 4.57 427.8 1.77

0.60 22.5 25.0 0 125

73.5 594.4 5.48 513.3 2.130.70 22.5 25.0 0

15285.8 693.4 6.39 598.9 2.48

0.75 22.5 25.0 0 167

92 743.0 6.85 641.6 2.66BH-12 &

BH-13

0.45 17.5 20.0 0 64

34 457.7 3.80 395.3 1.47

0.50 17.5 20.0 0 73 38 508.5 4.22 439.2 1.640.60 17.5 20.0 0

9345.6 610.2 5.06 527.0 1.97

0.70 17.5 20.0 0 114

53.2 711.9 5.91 614.9 2.290.75 17.5 20.0 0

12657 762.8 6.33 658.8 2.46

0.45 22.5 25.0 0 88

54 457.7 3.80 395.3 1.470.50 22.5 25.0 0

10060 508.5 4.22 439.2 1.64

0.60 22.5 25.0 0 125

72 610.2 5.06 527.0 1.970.70 22.5 25.0 0

15184 711.9 5.91 614.9 2.29

0.75 22.5 25.0 0 165 90 762.8 6.33 658.8 2.46

8/16/2019 10-12-15 Rev I



22



Borehole

No

Diameter

Of PileStem(m)

Length

of pilebelowcut offlevel(m)

Length

Of PilebelowFGL(m)

U n s u p p o r t e

d l e n g

t h

b e

l o w c u

t o

f f ( c m

) Allowable Safe

Load capacity(tonnes)

Lateral for fixed

head pile and0.50cm

deflection

Lateral for free

head pile and0.50cm

deflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof

fixity(cm)

Load(tonnes)

BH-14 &BH-15

0.45 17.5 20.0 0 61

33.4 479.0 3.31 413.7 1.290.50 17.5 20.0 0

7037.1 532.2 3.68 459.7 1.43

0.60 17.5 20.0 0 90

44.5 638.7 4.42 551.6 1.71

0.70 17.5 20.0 0

110 52 745.1 5.15 643.5 2.000.75 17.5 20.0 0

12155.7 798.4 5.52 689.5 2.14

0.45 22.5 25.0 0 73

43.1 479.0 3.31 413.7 1.290.50 22.5 25.0 0

8347.9 532.2 3.68 459.7 1.43

0.60 22.5 25.0 0 105

57.5 638.7 4.42 551.6 1.710.70 22.5 25.0 0

12867 745.1 5.15 643.5 2.00

0.75 22.5 25.0 0 141

71.8 798.4 5.52 689.5 2.14BH-16 0.45 17.5 20.0 0

5734 487.4 3.15 420.9 1.22

0.50 17.5 20.0 0 64 37.9 541.5 3.50 467.7 1.360.60 17.5 20.0 0

8045.4 649.8 4.19 561.2 1.63

0.70 17.5 20.0 0 97

53 758.1 4.89 654.7 1.900.75 17.5 20.0 0

10656.8 812.3 5.24 701.5 2.03

0.45 22.5 25.0 0 84

50.2 487.4 3.15 420.9 1.220.50 22.5 25.0 0

9655.8 541.5 3.50 467.7 1.36

0.60 22.5 25.0 0 120

67 649.8 4.19 561.2 1.630.70 22.5 25.0 0

14678.1 758.1 4.89 654.7 1.90

0.75 22.5 25.0 0 160 83.7 812.3 5.24 701.5 2.03

8/16/2019 10-12-15 Rev I



23



Borehole

No

Diameter

Of PileStem(m)

Length

Of PilebelowCut offlevel(m)

Length

Of PilebelowFGL(m)

U n s u p p o r t e

d l e n g

t h

b e

l o w c u

t o

f f ( c m

) Allowable Safe Load

capacity (tonnes)

Lateral for fixed

head pile and0.50cm

deflection

Lateral for free

head pile and0.50cm

deflection

Compression

Uplift Depthof

fixity(cm)

Load(tonnes)

Depthof

fixity(cm)

Load(tonnes)

BH-17 &BH-18

0.45 17.5 20.0 057

35 457.7 3.80 395.3 1.470.50 17.5 20.0 0

6439.4 508.5 4.22 439.2 1.64

0.60 17.5 20.0 0 86

47.2 610.2 5.06 527.0 1.97

0.70 17.5 20.0 0

96 55 711.9 5.91 614.9 2.290.75 17.5 20.0 0

10559 762.8 6.33 658.8 2.46

0.45 22.5 25.0 0 84

51.5 457.7 3.80 395.3 1.470.50 22.5 25.0 0

9557.2 508.5 4.22 439.2 1.64

0.60 22.5 25.0 0 120

68.6 610.2 5.06 527.0 1.970.70 22.5 25.0 0

14580 711.9 5.91 614.9 2.29

0.75 22.5 25.0 0 159

85.7 762.8 6.33 658.8 2.46BH-19 &BH-20

0.45 17.5 20.0 0 75

35 445.8 4.11 385.0 1.60

0.50 17.5 20.0 0 92 40.4 495.3 4.57 427.8 1.770.60 17.5 20.0 0

12450.4 594.4 5.48 513.3 2.13

0.70 17.5 20.0 0 179

65.3 693.4 6.39 598.9 2.480.75 17.5 20.0 0

20872.3 743.0 6.85 641.6 2.66

0.45 22.5 25.0 0 107

46.5 445.8 4.11 385.0 1.600.50 22.5 25.0 0

13455.4 495.3 4.57 427.8 1.77

0.60 22.5 25.0 0 186

71.1 594.4 5.48 513.3 2.130.70 22.5 25.0 0

27595.6 693.4 6.39 598.9 2.48

0.75 22.5 25.0 0 321 106.9 743.0 6.85 641.6 2.66

Note : Above capacity based on static formula. This capacity is subjected to verification by pile

load test as per IS: 2911 (Part –IV). All the calculation are done considering FGL : 11.85m

provided by client.

8/16/2019 10-12-15 Rev I



24

Summary of Allowable Bearing Capacity for li ghtly loaded str ucture

(BH-10 to BH-20)

Size ofFooting

Depth(m)

NET SAFE BEARING CAPACITY (t/m 2) Recommended Net SafeBearing Capacity

(t/m 2)For permissible settlement :

ShearCriterion

C & Value

Settlement Criterionconsolidation results

For permissible settlement :

40mm 50mm 40mm 50mm

1.0m x 1.0m 2.50

3.00

6

6

15

22

20

22

6

6

6

6

2.0m x 2.0m 2.50

3.00

6

6

6.5

9.5

8.5

9.5

6

6

6

6

1.0m widestrip footing

2.50

3.00

4.5

4.5

5.5

7.5

7

10

4.5

4.5

4.5

4.5

1.5m widestrip footing

2.50

3.00

4.5

4.5

3.5

4

4.5

5.0

3.5

4

4.5

4.5

Due to swelling soil considering case of drying it is suggested to place footing on 50cm thickcohesive non swelling (CNS) layer or 50cm thick sand gravel mix compacted layer with voids

duly filled with coarse sand.

Summary o f Pile Load Carrying Capacity (Cut off level 1.0m) (BH-10 to BH-20)

Type of Pile Diameterof Pile

(m)

Length of Pilebelow cut off

level(m)

Allowable Load CarryingCapacity (tonnes)

Compression Uplift

Cast-in-situ single bulbunder reamed pile

0.30

0.40

6.0

6.0

9.5

15.5

8.3

12.7

Note: The above load carrying capacity based on static formula shall be confirmed by actual

pile load test as per IS: 2915 (Part-IV).

8/16/2019 10-12-15 Rev I



25

9.0 CONCLUSIONS AND RECOMMENDATION:

1. Soil Investigation of 70 MW Power Plant at Kalatalav, Bhavnagar is found to consist of very

soft to soft silty clay followed by top thin layer of filled up soil or silty sand followed by mediumstiff to stiff silty clay underlain by very stiff to hard silty clay having medium to low plasticity

upto 30.0m termination depth below EGL.

The Ground water table was encountered in the boreholes at 1.60m to 1.90m depth below

EGL at time of investigation. (December - 2015)

2. The load carrying capacities of cast in situ bored pile of 0.45m to 0.75m diameter according

to location of boreholes is estimated and reported vide para 8.0 of report. The capacity basedon static formula. This capacity is subjected to verification by pile load test as per IS: 2911

(Part –IV).

3. The net safe bearing capacity of different size of footing for lightly loaded structure at 2.50m

to 3.00m depth is recommended in para – 7 of summary considering 40/50mm maximum

permissible settlement. Due to swelling soil considering case of drying it is suggested to

place footing on 50cm thick cohesive non swelling (CNS) layer or 50cm thick sand gravel mix

compacted layer with voids duly filled with coarse sand.

4. For minor structure cast in situ single bulb pile foundation is suggested to support structure.

The load carrying capacity of 30cm to 40cm diameter and 6.0m length is estimated and

reported vide para 8.0 of report. The capacity based on static formula. This capacity is

subjected to verification by pile load test as per IS: 2911 (Part –IV).

5. The clayey soil is having moderate to high swelling potential hence it is not suitable to use for

back/plinth filling purpose.

6. The flooring shall not be directly placed on top expansive soil layer. Flooring shall be laid

after placing compact sand gravel bedding of @ 0.40m thick. The site shall be kept free from

stagnant rain water by providing sufficient surface drainage.

8/16/2019 10-12-15 Rev I



26

7. Electrical resistivity test at two location given apparent resistivity value varies from 0.47 to

11.5 ohm-m show high corrosive nature.

For depth with corrosive potential to buried metal, measures as given below or other

corrosion protective measures shall be required:

Applying protective cover coal tar enamel

Providing cathodic system around pipe

Applying ferro system cover

8. The proposed project site is situated in seismic zone III and zone factor is 0.16 as per IS:

1893 (part I) : 2002.

9. As the stratification is of clay having intermediate to high plasticity there is not possibility of

liquefaction. Liquefaction is take place in non-cohesive saturated fine sandy soil.

10. The laboratory compaction test results of collected top soil samples (sand gravel silt mix filled

up material) gives maximum dry density of 1.97 gm/cc and soaked California bearing ratio

14.4%.

11. The chemical analysis of water sample shows chloride is encountered along with sulphate

content in soil and water, ordinary Portland cement with C 3 A content from 5 to 8% shall be

desirable to be used in concrete, instead of sulphate resisting cement. Alternatively, Portland

slag cement conforming IS : 455 having more than 50% slag or a blend of Ordinary Portland

cement and slag may be used as per IS : 456: 2000 (table 4 – Note 7).

A ‘Sever’ Exposure Condition was assigned to this site. Therefore, only following normal

precautions are recommended to protect subsurface concrete and reinforcement as per IS :

456: 2000.

Minimum Grade of Reinforced Concrete : M30

Minimum Cement Content for reinforcement : 320 kg/m 3

Maximum Water Cement Ratio : 0.45

Minimum Cover to Reinforcement : 45mm

8/16/2019 10-12-15 Rev I



27

12. Based on empirical relation clayey soil having medium strength suggested co efficient of

elastic uniform compression is 3 kg/cm 2 for base area 10m 2 or more.

13. The results of the laboratory tests are incorporated in the form of tables at the later part of thereport.

For, M. K. SOIL TESTING LABORATORY

______________ _____________ _____________PREPARED BY CHECKED BY APPROVED BY

8/16/2019 10-12-15 Rev I



28

Table No. 1/1

O b s e r v e d & C o r r e c t e d N - v a l u e s

BoreHoleNo.

Depth(m)

Nos. of blow to drivesampler for penetration of

0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-10 1.50 2 2 3 5 - - 5 5

4.50 3 3 4 7 - - 7 7

7.50 4 7 9 16 - - 16 16

10.50 4 7 10 17 - - 17 17

13.50 5 7 12 19 - - 19 19

16.50 7 9 13 22 - - 22 2219.50 9 14 19 33 - - 33 33

22.50 10 23 32 55 - - 55 55

24.00 25 50(9cm) - Refusal - - Refusal



30.00 16 20 40 60 - - 60 60

BH-11 3.00 2 3 3 6 - - 6 6

6.00 3 3 8 11 - - 11 119.00 4 5 9 14 - - 14 14

12.00 5 8 10 18 - - 18 18

15.00 7 9 13 22 - - 22 22

18.00 8 15 22 37 - - 37 37

21.00 10 25 50(10cm) Refusal - - Refusal

22.50 15 30 39 69 - - 69 69

24.00 25 40 45 85 - - 85 85

25.50 31 44 49 93 - - 93 9327.00 32 50(9cm) - Refusal - - Refusal



8/16/2019 10-12-15 Rev I



29

Table No. 1/2


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-12 1.50 2 2 3 5 - - 5 5

4.50 3 3 7 10 - - 10 10

7.50 3 5 6 11 - - 11 11

9.00 4 6 7 13 - - 13 13

12.00 4 7 7 14 - - 14 14

15.00 5 8 11 19 - - 19 1918.00 7 9 12 21 - - 21 21

19.50 11 16 21 37 - - 37 37

21.00 17 24 30 54 - - 54 54

22.50 20 27 38 65 - - 65 65

24.00 25 32 44 76 - - 76 76



30.00 45 50(5cm) - Refusal - - RefusalBH-13 3.00 2 3 4 7 - - 7 7

6.00 3 3 6 9 - - 9 9

9.00 3 4 7 11 - - 11 11

12.00 4 5 7 12 - - 12 12

13.50 6 7 7 14 - - 14 14

16.50 9 14 17 31 - - 31 31

18.00 12 18 23 41 - - 41 41

19.50 13 20 28 48 - - 48 4822.50 16 24 34 58 - - 58 58

24.00 19 27 42 69 - - 69 69

25.50 25 31 48 79 - - 79 79




8/16/2019 10-12-15 Rev I



30

Table No. 1/3


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-14 1.50 2 2 3 5 - - 5 5

4.50 2 3 4 7 - - 7 7

7.50 3 3 6 9 - - 9 9

10.50 3 4 7 11 - - 11 11

12.00 4 6 7 13 - - 13 13

15.00 6 10 18 28 - - 28 2818.00 12 17 24 41 - - 41 41

19.50 14 21 30 51 - - 51 51

21.00 17 24 35 59 - - 59 59

22.50 21 29 37 66 - - 66 66

24.00 25 36 41 77 - - 77 77



30.00 40 50(7cm) - Refusal - - RefusalBH-15 3.00 2 3 3 6 - - 6 6

6.00 3 3 5 8 - - 8 8

9.00 4 4 7 11 - - 11 11

10.50 4 6 7 13 - - 13 13

13.50 5 7 9 16 - - 16 16

15.00 7 10 11 21 - - 21 21

16.50 11 14 17 31 - - 31 31

19.50 16 19 25 44 - - 44 4421.00 21 24 31 55 - - 55 55

22.50 25 29 36 65 - - 65 65

8/16/2019 10-12-15 Rev I



31

Table No. 1/4


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-15 25.50 25 50(11cm) - Refusal - - Refusal




BH-16 1.50 2 2 4 6 - - 6 6

4.50 3 3 4 7 - - 7 77.50 3 4 5 9 - - 9 9

10.50 4 4 7 11 - - 11 11

13.50 5 6 10 16 - - 16 16

15.00 7 9 12 21 - - 21 21

16.50 10 13 16 29 - - 29 29

18.00 12 15 21 36 - - 36 36

19.50 15 19 25 44 - - 44 44

22.50 20 26 30 56 - - 56 5624.00 23 29 35 64 - - 64 64

25.50 26 34 39 73 - - 73 73

27.00 31 36 44 80 - - 80 80



BH-17 1.50 3 3 4 7 - - 7 7

4.50 3 3 6 9 - - 9 9

7.50 4 5 7 12 - - 12 1210.50 5 7 7 14 - - 14 14

8/16/2019 10-12-15 Rev I



32

Table No. 1/5


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-17 13.50 7 9 10 19 - - 19 19

15.00 9 11 13 24 - - 24 24

16.50 10 12 15 27 - - 27 27

19.50 13 18 21 39 - - 39 39

22.50 17 23 28 51 - - 51 51

24.00 21 27 32 59 - - 59 5925.50 26 33 39 72 - - 72 72

27.00 28 35 42 77 - - 77 77



BH-18 3.00 3 3 3 6 - - 6 6

6.00 3 4 4 8 - - 8 8

9.00 4 5 6 11 - - 11 11

12.00 6 8 9 17 - - 17 1713.50 6 9 11 20 - - 20 20

15.00 9 14 17 31 - - 31 31

16.50 10 16 19 35 - - 35 35

19.50 12 18 21 39 - - 39 39

21.00 15 19 24 43 - - 43 43

22.50 17 23 28 51 - - 51 51

25.50 21 27 31 58 - - 58 58

27.00 25 33 38 71 - - 71 7128.50 28 37 43 80 - - 80 80

30.00 42 43 50 93 - - 93 93

8/16/2019 10-12-15 Rev I



33

Table No. 1/6


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-19 1.50 4 5 6 11 - - 11 11

4.50 5 7 9 16 - - 16 16

7.50 2 3 4 7 - - 7 7

10.50 3 5 5 10 - - 10 10

12.00 4 5 6 11 - - 11 11

13.50 8 11 14 25 13.50 0.90 23 1915.00 10 13 16 29 15.00 0.87 25 20

16.50 11 14 17 31 16.50 0.83 26 20

21.00 16 21 27 48 21.00 0.75 36 26

22.50 19 26 34 59 22.50 0.73 43 29

24.00 23 29 38 67 24.00 0.71 48 31

25.50 27 34 43 77 25.50 0.69 53 34

27.00 31 39 47 86 27.00 0.67 58 36

28.50 35 50(11cm) - Refusal - - Refusal30.00 40 50(8cm) - Refusal - - Refusal

BH-20 3.00 3 6 6 12 - - 12 12

6.00 2 3 4 7 - - 7 7

9.00 3 3 6 9 - - 9 9

10.50 4 5 7 12 - - 12 12

12.00 6 8 10 18 12.00 0.94 17 16

13.50 8 11 13 24 13.50 0.90 22 18

15.00 10 14 17 31 15.00 0.87 27 2118.00 15 19 24 43 18.00 0.81 35 25

21.00 21 26 31 57 21.00 0.75 43 29

8/16/2019 10-12-15 Rev I



34

Table No. 1/7


BoreHoleNo.

Depth(m)


0–150 150-300 300-450(mm) (mm) (mm)

N-valuefor last

300(mm)

EffectiveOBPPo

(t/m 2)

CorrectionFactor

CN

CorrectedN-value

OBP WT

BH-20 22.50 23 29 33 62 22.50 0.73 45 30

24.00 25 32 37 59 24.00 0.71 42 28

25.50 28 36 40 76 25.50 0.69 52 34



OBP: Over burden pressureWT: Water tableCorrection is not applied to cohesive soil.

8/16/2019 10-12-15 Rev I



35

Table No. 2

Chemical Analysis of Water

BoreholeNo.

pH Chloride(mg/l)

Sulphate(mg/l)

TDS(mg/l)

BH-10 7.10 35425 4142 73613

BH-15 7.25 32758 3925 68126

BH-18 7.36 29836 4075 71539

Table No. 3

Chemical Analysis of Soil Sample

BoreholeNo.

Depth(m)

pH Chloride(%)

Sulphate(%)

TDS(%)

BH-10 4.50 8.00 0.95 0.346 2.67

BH-11 7.50 7.95 0.86 0.275 2.13

BH-12 6.00 7.75 0.715 0.239 2.04

BH-13 7.50 7.82 0.685 0.217 1.98

BH-14 3.00 7.25 0.778 0.314 2.27

BH-15 7.50 7.89 0.715 0.295 2.20

BH-16 6.00 7.82 0.825 0.292 2.39

BH-17 10.50 7.15 0.615 0.198 2.10

BH-18 3.00 7.92 0.92 0.30 2.26

BH-19 6.00 7.89 0.782 0.227 2.17

BH-20 7.50 7.75 0.845 0.321 2.36

8/16/2019 10-12-15 Rev I


J

ERT - 1

Sr.No. a

1234

5

b No: M

(m.) AB/2(M)

1 1.52 3.03 4.54 6.0

5 7.5

/10/12-

APP

LOCATI

MN/2(M)

0.51.01.52.0

2.5

5 M. K.

Electric

RENT REWENNE

N: BOILE

K=2.II.a

6.2812.5618.8425.12

31.40

oil Testi

36

Table No.

l resistivit

SISTIVITYFOUR PI

AREA APPARE

NOR

ng Labo

4/1

test resul

OF ALL DIIN METHO

T RESISTI

TH SOUTH

3.202.261.510.75

0.31

atory, A

s

ECTION.D.

ITY (Ohm.

EAST

3.32.62.01.0

0.6

medaba

m.)

EST R

3471

3

d – 54 .

VERAGESISTIVITY

(Ohm.m.)3.272.451.790.88

0.47

8/16/2019 10-12-15 Rev I


J

ERT - 2

Sr.No. a

12

345

b No: M

(m.) AB/(M)

1 1.52 3.0

3 4.54 6.05 7.5

/10/12-

APP

LOCATI

MN/2(M)

0.51.0

1.52.02.5

5 M. K.

Electric

RENT REWENNE

N: T G BU

K=2.II.a

6.2812.56

18.8425.1231.40

oil Testi

37

Table No.

l resistivit

SISTIVITYFOUR PI

ILDING APPARE

NOR

ng Labo

4/2

test resul

OF ALL DIIN METHO

T RESISTI

TH SOUTH

11.945.78

2.641.260.63

atory, A

s

ECTION.D.

ITY (Ohm.

EAST

11.7.

2.1.0.

medaba

m.)

EST R

004

763

d – 54 .

AVERAGEESISTIVITY(Ohm.m.)

11.476.66

2.361.260.63

.

8/16/2019 10-12-15 Rev I


Job No: MK/10/12-15 M. K. Soil Testing Laboratory, Ahmedabad – 54

38

TABL E NO.5/1 PILE CAPACITY CALCULA TION

BORE HOLE No. = BH-10 & BH-11 No of Layers = Pile Length below Cut off, (m) = 24.0 Depth of GWT, Dw(m) =

Pile Diameter, D (m) = 0.60 Factor of Safety, FOS =

L A Y E R N O

.

S t a r t D e p t h ,

( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l

F r i c t i o n , Φ ,

°

E a r t h

P r .

C o e f f . ,

K o

A n g l e o f W a l l

F r i c t i o n , δ ,

( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 5 2.00 3.4 1 0.0 - 0.0 1 1.00 12.8

3 5 14 9.00 7 0.62 0.0 - 0.0 1 6.50 73.6

4 14 18 4.00 13 0.34 0.0 - 0.0 1 13.00 33.3

5 18 20 2.00 20 0.28 0.0 - 0.0 1 16.00 21.1

6 20 25 5.00 30 0.28 0.0 - 0.0 1 19.50 79.1

1 Negative 1.00 3.00 2.00 2.50 1.00 0.0 - 0.0 1 1.00 9.4 0.

Total Skin Friction, Qs ( T

Parameters at Pile

Tip :

Cohesion, (T/m 2) = 30.0 Nc = 9.0

Φ , ( ° ) = 0.0 Nq = 0.0 Ult. Pile carrying Capacity

q' , (T/m 2) = 12.0 Safe Pile carrying CapacitySafe uplift Capac

8/16/2019 10-12-15 Rev I



39




L A Y E R N O

.


( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l


( ° )

E a r t h

P r .

C o e f f . ,

K o



( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 7 4.00 3.5 1 0.0 - 0.0 1 2.00 26.4

3 7 13 6.00 5.4 0.8 0.0 - 0.0 1 7.00 48.8

4 13 17 4.00 7.55 0.6 0.0 - 0.0 1 12.00 34.1

5 17 21 4.00 22.8 0.28 0.0 - 0.0 1 16.00 48.1

6 21 25 4.00 30.0 0.28 0.0 - 0.0 1 20.00 63.3

1 Negative 1.00 3.00 2.00 2.60 1.00 0.0 - 0.0 1 1.00 9.8 0.


Parameters at Pile

Tip :

Cohesion, (T/m 2) = 30.0 Nc = 9.0



8/16/2019 10-12-15 Rev I



40




L A Y E R N O

.


( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l


( ° )

E a r t h

P r .

C o e f f . ,

K o



( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 7 4.00 3.6 1 0.0 - 0.0 1 2.00 27.1

3 7 14 7.00 6.2 0.72 0.0 - 0.0 1 7.50 58.9

4 14 17 3.00 10.75 0.4 0.0 - 0.0 1 12.50 24.3

5 17 20 3.00 14.2 0.29 0.0 - 0.0 1 15.50 23.3

6 20 25 5.00 30 0.28 0.0 - 0.0 1 19.50 79.1

1 Negative 1 3 2.00 2.00 1.00 0.0 - 0.0 1 1.00 7.5 0


Parameters at Pile

Tip :

Cohesion, (T/m 2) = 30.0 Nc = 9.0



8/16/2019 10-12-15 Rev I



41


BORE HOLE No. = BH-16 No of Layers = Pile Length below Cut off, (m) = 24.0 Depth of GWT, Dw(m) =


L A Y E R N O

.


( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l


( ° )

E a r t h

P r .

C o e f f . ,

K o



( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 6 3.00 3.6 1 0.0 - 0.0 1 1.50 20.3

3 6 11 5.00 4.7 0.9 0.0 - 0.0 1 5.50 39.8

4 11 17 6.00 7.2 0.62 0.0 - 0.0 1 11.00 50.5

5 17 22 5.00 16.2 0.28 0.0 - 0.0 1 16.50 42.7

6 22 25 3.00 30 0.28 0.0 - 0.0 1 20.50 47.5

1 Negative 1 3 2.00 3.30 1.00 0.0 - 0.0 1 1.00 12.4 0


Parameters at Pile

Tip :

Cohesion, (T/m 2) = 30.0 Nc = 9.0



8/16/2019 10-12-15 Rev I



42




L A Y E R N O

.


( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l


( ° )

E a r t h

P r .

C o e f f . ,

K o



( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 5 2.00 3.2 1 0.0 - 0.0 1 1.00 12.1

3 5 11 6.00 5.35 0.875 0.0 - 0.0 1 5.00 52.9

4 11 14 3.00 6.6 0.7 0.0 - 0.0 1 9.50 26.1

5 14 19 5.00 11.8 0.38 0.0 - 0.0 1 13.50 42.2

6 19 22 3.00 15.8 0.28 0.0 - 0.0 1 17.50 25.0

7 22 25 3.00 30 0.28 0.0 - 0.0 1 18.50 47.5

1 Negative 1 3 2.00 2.50 1.00 0.0 - 0.0 1 1.00 9.4 0


Parameters at PileTip :

Cohesion, (T/m 2) = 30.0 Nc = 9.0


q' , (T/m 2) = 12.0 Safe Pile carrying Capacity

Safe uplift Capac

8/16/2019 10-12-15 Rev I



43


BORE HOLE No. = BH-19 & BH-20 No of Layers =

Pile Length below Cut off, (m) = 24.0 Depth of GWT, Dw(m) =Pile Diameter, D (m) = 0.60 Factor of Safety, FOS =

L A Y E R N O

.


( m )

E n d

D e p t h ,

( m )

L e n g t h o f

S e g m e n t ,

L i

( m )

C o h e s i o n ,

c ( T / m

2 )

A d h e s i o n

C o e f f . , α

A n g l e o f

I n t e r n a l


( ° )

E a r t h

P r .

C o e f f . ,

K o



( ° )

S a t u r a t e d

U n i t w

t .

γ ( T / m 3 )

q ' a t m

i d

d e p t h o f

l a y e r , ( T / m

2 )

Q s

2 3 8 5.00 5.2 0.85 0 - 0.0 1 4.50 41.6

3 8 13 5.00 5.6 0.8 0 - 0.0 1 9.50 42.2

4 13 21 8.00 0 1 32.5 1.0 32.5 1 12.00 0.0 5 21 25 4.00 0 0.28 35.0 1.25 35.0 1 12.00 0.0 7

1 Negative 1 3 2.00 2.50 0.90 0.0 - 0.0 1 1.00 8.5 0


Parameters at Pile

Tip :

Cohesion, (T/m 2) = 0.0 Nc = 9.0

Φ , ( ° ) = 35.0 Nq = 50.0 Ult. Pile carrying Capacity,

q' , (T/m 2) = 12.0 Safe Pile carrying Capacity

Safe uplift Capac

q' calculated Limit pressure upto 20 times diameter

8/16/2019 10-12-15 Rev I



44

TABL E NO. 5A/1 LATERAL PILE CAPACITY CALCULATION

Borehole

No

K1 (Table4) (Kn/m 3)

Diameter

of Pile (m)

K =k1/1.5*0.3/D

(MN/m 3)

Stiffnessfactor (R)

in Cm2R 3.5R Lf/R Lf (cm) L

BH-10 &BH-11,

BH-19 &BH-20(fixedheadpile)

18(average

UCS =1.04kg/cm 2)

0.45 8.00 202.63 405.252 709.2 1.92 389.0 200

0.50 7.20 225.14 450.28 788 1.92 432.3 200

0.60 6.00 270.17 540.336 945.6 1.92 518.7 200

0.70 5.14 315.2 630.392 1103 1.92 605.2 200

0.75 4.80 337.71 675.42 1182 1.92 648.4 200

BH-10 &BH-11,

BH-19 &BH-20

(freeheadpile)

0.45 8.00 202.63 405.252 810.5 1.8 364.7 200

0.50 7.20 225.14 450.28 900.6 1.8 405.3 200

0.60 6.00 270.17 540.336 1081 1.8 486.3 200

0.70 5.14 315.2 630.392 1261 1.8 567.4 200

0.75 4.80 337.71 675.42 1351 1.8 607.9 200

8/16/2019 10-12-15 Rev I



45


Borehole

No


Diameter

of Pile (m)

K =k1/1.5*0.3/D

(MN/m 3)

Stiffnessfactor (R)


BH-12 &BH-13,


16.2(average

UCS = 0.9kg/cm 2)

0.45 7.20 208.03 416.068 728.1 1.92 399.4 200

0.50 6.48 231.15 462.298 809 1.92 443.8 200

0.60 5.40 277.38 554.758 970.8 1.92 532.6 200

0.70 4.63 323.61 647.218 1133 1.92 621.3 200

0.75 4.32 346.72 693.447 1214 1.92 665.7 200

BH-12 &BH-13(freeheadpile)

0.45 7.20 208.03 416.068 832.1 1.8 374.5 200

0.50 6.48 231.15 462.298 924.6 1.8 416.1 200

0.60 5.40 277.38 554.758 1110 1.8 499.3 200

0.70 4.63 323.61 647.218 1294 1.8 582.5 200

0.75 4.32 346.72 693.447 1387 1.8 624.1 200

8/16/2019 10-12-15 Rev I



46


Borehole

No


Diameter

of Pile (m)

K =k1/1.5*0.3/D

(MN/m 3)

Stiffnessfactor (R)



13.5(average

UCS =0.75kg/cm 2)

0.45 6.00 217.74 435.472 762.1 1.92 418.1 200

0.50 5.40 241.93 483.858 846.8 1.92 464.5 200

0.60 4.50 290.31 580.629 1016 1.92 557.4 200

0.70 3.86 338.7 677.401 1185 1.92 650.3 200

0.75 3.60 362.89 725.787 1270 1.92 696.8 200

BH-14 &BH-15

(freeheadpile)

0.45 6.00 217.74 435.472 870.9 1.8 391.9 200

0.50 5.40 241.93 483.858 967.7 1.8 435.5 200

0.60 4.50 290.31 580.629 1161 1.8 522.6 200

0.70 3.86 338.7 677.401 1355 1.8 609.7 200

0.75 3.60 362.89 725.787 1452 1.8 653.2 200

8/16/2019 10-12-15 Rev I



47


Borehole

No


Diameter

of Pile (m)

K =k1/1.5*0.3/D

(MN/m 3)

Stiffnessfactor (R)


BH-16(fixedheadpile)

12.6(average

UCS = 0.7kg/cm 2)

0.45 5.60 221.52 443.048 775.3 1.92 425.3 200

0.50 5.04 246.14 492.276 861.5 1.92 472.6 200

0.60 4.20 295.37 590.731 1034 1.92 567.1 200

0.70 3.60 344.59 689.186 1206 1.92 661.6 200

0.75 3.36 369.21 738.414 1292 1.92 708.9 200

BH-16(freeheadpile)

0.45 5.60 221.52 443.048 886.1 1.8 398.7 200

0.50 5.04 246.14 492.276 984.6 1.8 443.0 200

0.60 4.20 295.37 590.731 1181 1.8 531.7 200

0.70 3.60 344.59 689.186 1378 1.8 620.3 200

0.75 3.36 369.21 738.414 1477 1.8 664.6 200

8/16/2019 10-12-15 Rev I


48

JOB NO. : MK/10/12-15 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380054

Table No: 6/1 SOIL CHARACTERISTICS FOR BOREHOLE NO.: – BH – 10

Project: Soil Investigation work for 70 MW Power Plant Project for Sixth Boiler & Turbine Generator at Kalatalav, Dist.: Bhavnagar, Gujarat State.W.T. below G.L. (m) : 1.60Termination depth (m) : 30.00Co-Ordinates (m) : N= 24

Name of Customer: Nirma Limited, Ahmedabad Ground R.L. (m) : 12.110

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )

I N S I T U B U L K U N I T

W T ( g m / c m

3 )

I N S I T U D R Y U N I T

W E I G H T ( g m / c m

3 )

( I S :

2 7 2 0 ( P : 2

9 )

I N S I T U W A T E R

C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)

SIEVE ANALYSIS2720(P:4)

ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .

C L A S S I F I C A T I O N

( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2

A N G L E O F I N T .

F R I C T I O N

, Φ ( º

)

G R A V E L ( % ) % SAND

S I L T &

C L A Y ( % )

L I Q U I D L I M I T

( % )

P L A S T I C L I M I T

( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - ----- Filled up soil -------- - - - - - - -

1.50 SPT 5 - - - - 0 0 0 2 98H(68)(32)

66 32 34 CH - - -

3.00 UDS - 2.67 1.79 1.42 25.4 0 0 1 2 97 65 34 31 CH - - -

4.50 SPT 7 - - - - 0 0 0 3 97 67 33 34 CH - - -

6.00 UDS - 2.69 1.86 1.48 25.2 0 0 2 3 95 60 30 30 CH TUU 0.48 2.0 0

7.50 SPT 16 - - - - 0 0 0 3 97 58 30 28 CH - - -

9.00 UDS - - 2.03 1.58 28.4 0 0 2 2 96 58 30 28 CH TUU 0.60 1.0

10.5 SPT 17 - - - - 0 0 0 4 96 58 30 28 CH - - -

12.0 UDS - - 2.04 1.64 24.2 0 0 0 2 98 59 31 28 CH - - -

13.5 SPT 19 - - - - 0 0 1 1 98 60 31 29 CH - - -

15.0 UDS - 2.70 2.02 1.66 21.4 0 0 1 2 97 64 35 29 CH TUU 1.35 1.0

8/16/2019 10-12-15 Rev I


49



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 DS 22 - - - - 0 0 2 2 96 66 34 32 CH - - -

18.0 SPT - - - - - 0 0 1 2 97 61 30 31 CH - - - 19.5 UDS 33 - 2.05 1.71 20.2 0 0 2 1 97 48 25 23 CI TUU 2.00 2.0

21.0 UDS/DS

- - - - - 0 0 3 2 95 43 21 22 CI - - -

22.5 SPT 55 - - - - 0 0 2 6 92 35 17 18 CI - - -

24.0 SPT REF - - - - 0 0 3 6 91 36 17 19 CI - - -

25.5 SPT REF - - - - 0 0 2 5 93 37 18 19 CI - - -

27.0 UDS/DS

- - - - - 0 2 5 15 78 39 19 20 CI - - -

28.5 SPT REF - - - - 0 3 4 16 77 40 20 20 CI - - -

30.0 SPT REF - - - - 0 2 6 17 75 41 20 21CI

- - -

8/16/2019 10-12-15 Rev I


50





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 14 4 23 27 32 - NP - SM - - -

1.50 UDS - 2.64 1.76 1.38 27.0 0 0 0 2 98H(66)(32)

62 30 32 CH - - -

3.00 SPT 6 - - - - 2 3 2 1 92 67 24 43 CH - - -

4.50 UDS - - 1.84 1.47 25.3 3 3 2 2 90 68 30 38 CH - - -

6.00 SPT 11 - - - - 0 0 0 2 98 53 25 28 CH - - -

7.50 UDS - 2.68 1.82 1.56 16.4 0 0 0 2 98 49 20 19 CI TUU 0.54 2.0 0

9.00 SPT 14 - - - - 0 0 0 3 97 47 23 24 CI - - -

10.5 UDS - - 1.92 1.60 20.0 0 2 1 2 95 49 26 23 CI TUU 0.70 1.0

12.0 SPT 18 - - - - 0 3 2 3 92 47 23 24 CI - - -

13.5 UDS - - 1.92 1.62 18.2 0 0 1 2 97 47 24 23 CI - - -

15.0 SPT 22 - - - - 0 0 3 7 90 54 26 28 CH - - -

8/16/2019 10-12-15 Rev I


51



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 UDS - - 1.96 1.65 18.5 0 0 2 6 92 55 21 34 CH TUU 1.28 2.0

18.0 SPT 37 - - - - 0 0 3 7 90 56 27 29 CH - - -

19.5 UDS - - 2.02 1.70 19.0 4 6 8 10 72 52 25 28 CH TUU 1.96 1.0

21.0 SPT REF - - - - 0 0 0 48 52 32 16 16 CL - - -

22.5 SPT 69 - - - - 0 0 0 49 51 30 15 15 CL - - -

24.0 SPT 85 - - - - 0 0 0 47 53 28 15 13 CL - - -

25.5 SPT 93 - - - - 0 0 0 48 52 32 16 16 CL - - -

27.0 SPT REF - - - - 0 0 0 49 51 30 17 13 CL - - -

28.5 SPT/DS

REF - - - - 0 0 0 3 97 48 25 23 CI - - -

30.0 SPT REF - - - - 0 0 0 2 98 46 26 20 CI - - -

8/16/2019 10-12-15 Rev I


52



Project: Soil Investigation work for 70 MW Power Plant Project for Sixth Boiler & Turbine Generator at Kalatalav, Dist.: Bhavnagar, Gujarat State.W.T. below G.L. (m) : 2.00Termination depth (m) : 30.00Co-Ordinates (m) : N=220


D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 20 8 15 21 36 - NP - SM(FS)

- - -

1.50 SPT 5 - - - - 0 0 0 2 98 57 27 30 CH - - -

3.00 UDS - 2.70 1.80 1.44 25.2 0 0 0 1 99 63 31 32 CH

4.50 SPT 10 - - - - - - - - - - - - - - - -

6.00 UDS - 2.68 1.87 1.50 24.8 0 0 0 4 96H(70)(26)

56 27 29 CH TUU 0.4 2.0 0

7.50 SPT 11 - - - - 0 0 0 2 98 51 25 26 CH - - -

9.00 SPT 13 - - - - - - - - - - - - - - - -

10.5 UDS - - 1.87 1.56 19.7 0 0 0 3 97 54 26 28 CH TUU 0.54 0.00

12.0 SPT 14 - - - - - - - - - - - - - - - -

13.5 UDS - - 1.97 1.60 23.2 0 2 1 1 96 60 31 29 CH - - -

8/16/2019 10-12-15 Rev I


53



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m

/ c m 3 )


W E I G H T ( g m

/ c m 3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ (

º )


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

15.0 SPT 19 - - - - - - - - - - - - - - - -

16.5 UDS - 2.69 1.99 1.62 23.0 0 1 2 1 96 62 31 31 CH TUU 0.85 1.0 0

18.0 SPT 21 - - - - 0 0 0 3 97 63 32 31 CH - - -

19.5 SPT 37 - - - - 0 0 2 14 84 33 16 17 CL - - -

21.0 SPT 54 - - - - 0 0 0 16 84 32 16 16 CL - - -

22.5 SPT 65 - - - - - - - - - - - - - - - -

25.5 UDS/DS

- - - - - 0 0 0 23 77 33 17 16 CL - - -

27.0 SPT REF. - - - - - - - - - - - - - - - -

28.5 SPT REF. - - - - 0 2 2 25 71 32 16 16 CL - - -

30.0 SPT REF. - - - - 0 0 0 2 98 38 19 19 CL - - -

8/16/2019 10-12-15 Rev I


54





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 20 8 15 21 36 - NP - SM(FS)

- - -

1.50 UDS - 2.69 1.80 1.38 30.8 2 3 1 2 92 60 30 30 CH - - -

3.00 SPT 7 - - - - 0 0 2 1 97H(64)(33)

69 33 36 CH - - -

4.50 UDS - 2.69 1.79 1.40 27.8 - - - - - - - - - TUU 0.35 2.0

6.00 SPT 9 - - - - 0 0 3 2 95 68 32 36 CH - - -

7.50 UDS - - 1.87 1.52 23.2 - - - - - - - - - - - -

9.00 SPT 11 - - - - 0 0 0 3 97 47 23 24 CI - - -

10.5 UDS - 2.67 1.85 1.56 18.8 0 0 0 4 96 48 24 24 CI TUU 0.57 3.0 0

12.0 SPT 12 - - - - 0 0 2 2 96 51 25 26 CH - - -

13.5 SPT 14 - - - - - - - - - - - - - - - -

15.0 UDS - - 1.91 1.62 17.6 0 0 2 3 95 51 26 25 CH TUU 1.0 2.0

8/16/2019 10-12-15 Rev I


55



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 SPT 31 - - - - - - - - - - - - - - - -

18.0 SPT 41 - - - - 0 0 0 4 96 52 25 27 CH - - -

19.5 SPT 48 - - - - 0 0 0 12 88 36 20 16 CI - - -

21.0 UDS - - 2.0 1.68 19.4 0 0 4 10 86 45 25 20 CI TUU 2.28 4.0

22.5 SPT 58 - - - - 0 0 0 11 89 39 19 19 CI - - -

24.0 SPT 69 - - - - 0 0 0 12 88 39 19 20 CI - - -

25.5 SPT 79 - - - - 0 0 0 13 87 41 21 20 CI - - -

27.0 SPT REF. - - - - - - - - - - - - - - - -

28.5 SPT REF. - - - - 0 0 0 2 98 43 21 22 CI - - -

30.0 SPT REF. - - - - 0 0 0 1 99 47 24 23 CI - - -

8/16/2019 10-12-15 Rev I


56





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ (

º )


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 20 4 13 21 42 - NP - SM(FS)

- - -

1.50 SPT 5 - - - - 0 0 2 1 97H(66)(31)

65 32 33 CH - - -

3.00 UDS - 2.68 1.85 1.44 28.5 0 0 2 2 96 64 31 33 CH TUU 0.34 0.00

4.50 SPT 7 - - - - - - - - - - - - - - - -

6.00 UDS - - 2.02 1.56 29.2 0 0 3 3 94 65 35 30 CH - - -

7.50 SPT 9 - - - - 0 0 0 4 96 65 35 30 CH - - -

9.00 UDS - 2.66 1.85 1.60 15.8 0 0 2 1 97 38 19 19 CI TUU 0.52 4.0

10.5 SPT 11 - - - - 0 0 3 2 95 39 19 20 CI - - -

12.0 SPT 13 - - - - 0 0 2 2 96 37 18 19 CI - - -

13.5 UDS - - 1.90 1.63 16.8 0 0 0 2 98 58 27 31 CH TUU 0.95 2.0

15.0 SPT 28 - - - - 0 0 0 3 97 59 28 31 CH - - -

8/16/2019 10-12-15 Rev I


57



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 UDS - - 1.80 1.60 12.4 20 0 0 26 74 31 15 16 CL - - -

18.0 SPT 41 - - - - 0 0 0 27 73 32 16 16CL

- - -

19.5 SPT 51 - - - - 0 0 0 25 75 30 15 15 CL - - -

21.0 SPT 59 - - - - 0 0 2 6 92 47 23 24 CI - - -

22.5 SPT 66 - - - - 0 0 0 2 98 39 19 20 CI - - -

24.0 SPT 77 - - - - 0 0 0 3 97 40 20 20 CI - - -

25.5 UDS - - 1.89 1.68 12.2 0 0 2 19 79 29 14 15 CL TUU 2.48 5.0

27.0 SPT REF. - - - - 0 0 0 30 70 30 15 15 CL - - -

28.5 SPT REF. - - - - 0 0 0 31 69 31 16 15 CL - - -

30.0 SPT REF. - - - - 0 0 0 46 54 25 14 11CL

- - -

8/16/2019 10-12-15 Rev I


58





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 20 16 11 15 38 - NP - SM(FS)

- - -

1.50 UDS - 2.64 1.56 1.25 24.5 0 0 0 2 98H(68)(30)

56 27 29 CH

3.00 SPT 6 - - - - 0 0 0 3 97 41 20 21 CI - - -

4.50 UDS - - 1.64 1.38 19.0 0 0 0 4 96 42 21 21 CI TUU 0.36 4.0

6.00 SPT 8 - - - - 0 0 0 2 98 46 23 23 CI - - -

7.50 UDS - - 1.80 1.50 20.0 0 0 2 1 97 52 25 27 CH TUU 0.45 2.0

9.00 SPT 11 - - - - 0 0 3 2 95 51 25 26 CH - - -

10.5 SPT 13 - - - - - - - - - - - - - - - - 12.0 UDS - - 1.90 1.59 19.4 0 0 0 2 98 56 27 29 CH - - -

13.5 SPT 16 - - - - 0 0 0 3 97 57 28 29 CH - - -

8/16/2019 10-12-15 Rev I


59



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

15.0 SPT 21 - - - - - - - - - - - - - - - -

16.5 SPT 31 - - - - 0 0 1 3 96 56 26 30 CH - - -

18.0 UDS - 2.64 1.88 1.63 13.8 0 2 3 2 93 32 16 16 CL TUU 1.42 6.0

19.5 SPT 44 - - - - 0 3 3 3 91 33 16 17 CL - - -

21.0 SPT 55 - - - - - - - - - - - - - - - -

22.5 SPT 65 - - - - 0 0 3 3 94 32 16 16 CL - - -

24.0 UDS - - 1.96 1.70 15.2 0 0 3 15 82 32 16 16 CL - - -

25.5 SPT REF. - - - - 0 0 4 16 80 31 16 15 CL - - -

27.0 SPT REF. - - - - - - - - - - - - - - - -

28.5 SPT REF. - - - - 0 0 3 4 93 33 16 17 CL - - -

30.0 SPT REF. - - - - 0 0 2 46 52 26 14 12 CL - - -

8/16/2019 10-12-15 Rev I


8/16/2019 10-12-15 Rev I


61



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )


W E I G H T ( g m

/ c m 3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

15.0 SPT 21 - - - - 0 0 0 1 99 67 33 34 CH - - -

16.5 SPT 29 - - - - 0 0 0 2 98 68 34 34 CH - - -

18.0 SPT 36 - - - - 0 0 1 2 97 66 33 33 CH - - -

19.5 SPT 44 - - - - 0 0 0 3 97 30 15 15 CL - - -

21.0 UDS - - 1.88 1.67 12.8 0 1 1 17 81 32 15 16 CL TUU 1.62 6.0

22.5 SPT 56 - - - - 0 2 1 30 67 30 15 15 CL - - -

24.0 SPT 64 - - - - - - - - - - - - - - - -

25.5 SPT 73 - - - - 0 0 1 64 35 34 17 17 CL - - -

27.0 SPT 80 - - - - - - - - - - - - - - - -

28.5 SPT REF. - - - - - - - - - - - - - - - -

30.0 SPT REF. - - - - 5 3 2 1 89 34 17 17 CL - - -

8/16/2019 10-12-15 Rev I


62





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2

A N G L E O F I N T

.

F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 15 6 1 2 76 53 26 27 CH - - -

1.50 SPT 7 - - - - - - - - - - - - - - - -

3.00 UDS - 2.66 1.86 1.48 25.6 0 0 0 1 99H(75)(24)

55 27 28 CH TUU 0.34 1.0 0

4.50 SPT 9 - - - - 0 0 0 2 98 56 25 31 CH - - -

6.00 UDS - - 1.92 1.54 24.7 - - - - - - - - - - - -

7.50 SPT 12 - - - - 0 0 1 1 98 59 28 31 CH - - -

9.00 UDS - - 2.04 1.58 28.8 0 0 0 1 99 79 37 42 CH TUU 0.58 0.0

10.5 SPT 14 - - - - 0 0 1 2 97 78 38 40CH

- - -

12.0 UDS - 2.70 2.08 1.60 30.2 - - - - - - - - - - - -

13.5 SPT 19 - - - - 0 0 0 1 99H(63)(36)

72 36 36 CH - - -

8/16/2019 10-12-15 Rev I


63



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

15.0 SPT 24 - - - - 0 0 0 2 98 71 36 35 CH - - -

16.5 SPT 27 - - - - 0 0 0 3 97 73 37 36 CH - - -

18.0 UDS - - 2.00 1.63 22.4 0 0 0 2 98 60 30 30 CH TUU 1.58 2.0

19.5 SPT 39 - - - - 0 2 3 5 90 50 25 25 CH - - -

21.0 UDS - - 2.05 1.66 23.5 0 0 1 3 96 53 26 27 CH - - -

22.5 SPT 51 - - - - 0 1 3 4 92 32 16 16 CL - - -

24.0 SPT 59 - - - - 0 2 3 5 90 30 16 14 CL - - -

25.5 SPT 72 - - - - - - - - - - - - - - - -

27.0 SPT 77 - - - - 0 1 2 5 92 32 16 16 CL - - -

28.5 SPT REF. - - - - - - - - - - - - - - - -

30.0 SPT REF. - - - - 6 4 1 2 87 34 15 19 CL - - -

8/16/2019 10-12-15 Rev I


64





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - ------ Filled Up Soil ------ - - - - - - -

1.50 UDS - - 1.90 1.48 28.2 0 0 0 1 99 64 32 32 CH - - -

3.00 SPT 6 - - - - - - - - - - - - - - - -

4.50 UDS - 2.67 1.90 1.52 24.8 0 0 0 1 99H(76)(23)

52 25 27 CH TUU 0.32 1.0

6.00 SPT 8 - - - - - - - - - - - - - - - -

7.50 UDS - - 1.95 1.58 23.2 0 0 0 1 99 55 26 29 CH TUU 0.43 2.0

9.00 SPT 11 - - - - 0 0 0 3 97 56 27 29 CH - - -

10.5 UDS - - 1.65 1.62 20.8 0 0 1 1 98 65 28 40 CH TUU 0.64 0.0

12.0 SPT 17 - - - - - - - - - - - - - - - -

13.5 SPT 20 - - - - 0 0 2 2 96 64 32 32 CH - - -

15.0 SPT 31 - - - - - - - - - - - - - - - -

8/16/2019 10-12-15 Rev I


65



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m

/ c m 3 )


W E I G H T ( g m

/ c m 3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ (

º )


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 SPT 35 - - - - 0 0 4 4 92 56 27 29 CH - - -

18.0 UDS - - 1.94 1.62 19.5 0 1 1 1 97 44 22 22 CI TUU 1.42 5.0

19.5 SPT 39 - - - - 0 2 1 2 95 45 23 22 CI - - -

21.0 SPT 43 - - - - - - - - - - - - - - - -

22.5 SPT 51 - - - - 0 0 2 7 91 39 19 20 CI - - -

24.0 UDS - - 1.96 1.70 15.4 0 1 4 41 54 35 17 18 CI - - -

25.5 SPT 58 - - - - - - - - - - - - - - - -

27.0 SPT 71 - - - - 0 2 4 41 53 37 18 19 CI - - -

28.5 SPT 80 - - - - - - - - - - - - - - - -

30.0 SPT 93 - - - - 9 10 10 12 59 36 20 16 CI - - -

8/16/2019 10-12-15 Rev I


66





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2

A N G L E O F I N T

.

F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - 10 4 12 22 52 39 19 20 CI - - -

1.50 SPT 11 - - - - 0 0 0 3 97 66 32 34 CH - - -

3.00 UDS - 2.65 1.90 1.54 23.5 0 0 2 2 96H(73)(23)

52 26 26 CH TUU 0.52 2.0

4.50 SPT 16 - - - - - - - - - - - - - - - -

6.00 UDS - - 1.91 1.52 25.8 0 0 1 2 97 70 34 36 CH - - -

7.50 SPT 7 - - - - - - - - - - - - - - - -

9.00 UDS - - 1.88 1.51 24.5 0 0 0 2 98 52 26 26 CH TUU 0.56 1.0

10.5 SPT 10 - - - - - - - - - - - --

- - -

12.0 SPT 11 - - - - 0 0 1 2 97 51 25 26 CH - - -

13.5 SPT 25 - - - - 0 0 2 86 12 - NP - SM - - -

15.0 SPT 29 - - - - 0 0 3 87 10 - NP - SM - - -

8/16/2019 10-12-15 Rev I


67



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

16.5 SPT 31 - - - - 0 0 2 85 13 - NP - SM - - -

18.0 UDS/DS

- - - - - - - - - - - - - - - - -

19.5 DS - - - - - 0 0 0 84 16 - NP - SM - - -

21.0 SPT 48 - - - - 0 0 0 85 15 - NP - SM - - -

22.5 SPT 59 - - - - 0 0 0 70 30 - NP - SM - - -

24.0 SPT 67 - - - - - - - - - - - - - - - - -

25.5 SPT 77 - - - - 2 2 4 79 13 - NP - SM - - -

27.0 SPT 86 - - - - 2 2 5 77 14 - NP - SM - - -

28.5 SPT REF - - - - - - - - - - - - - - - - -

30.0 SPT REF - - - - 0 0 0 70 30 - NP - SM - - -

8/16/2019 10-12-15 Rev I


68





D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )



3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ ( º

)


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

0.00 DS - - - - - ----- Filled up soil ----- - - - - - - -

1.50 UDS - - 1.70 1.28 32.9 0 0 2 7 91 67 34 33 CH - - - -

3.00 SPT 12 - - - - - - - - - - - - - - - - -

4.50 UDS - 2.68 1.85 1.49 24.5 0 0 2 5 93 55 27 28 CH TUU 0.45 4.0 -

6.00 SPT 7 - - - - - - - - - - - - - - - - -

7.50 UDS - - 1.85 1.50 23.2 0 0 2 3 95 54 28 26 CH - - - -

9.00 SPT 9 - - - - - - - - - - - - - - - - -

10.5 SPT 12 - - - - 0 0 3 4 93 53 26 27 CH - - - -

12.0 SPT 18 - - - - 0 0 1 64 35 - NP - SM - - - -

13.5 SPT 24 - - - - - - - - - - - - - - - - -

8/16/2019 10-12-15 Rev I


69



Page No.: 2

D E P T H ( m )

S A M P L E T Y P E

S P T –

N V a l u e

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0 ( P : 3 - 1

/ 2 )


W T ( g m / c m

3 )


W E I G H T ( g m

/ c m 3 )

( I S :

2 7 2 0 ( P : 2

9 )


C O N T E N T ( % )

( I S :

2 7 2 0 ( P : 2

)


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S .


( I S :

1 4 9 8 )

T Y P E O F

S H E A R T E S T

( I S :

2 7 2 0 ( P / 1 1 / 1 3 )

C O H E S I O N

C ,

k g / c m 2


F R I C T I O N

, Φ (

º )


S I L T &

C L A Y ( % )


( % )


( % )

P L A S T I C I T Y

I N D E X

, I P

( % )

C O A R S E

M E D

.

F I N E

15.0 SPT 31 - - - - 0 0 1 65 34 - NP - SM - - - -

16.5 UDS/DS

- - - - - 0 0 1 65 34 - NP - SM - - - -

18.0 SPT 43 - - - - - - - - - - - - - - - - -

19.5 SPT 51 - - - - 0 0 2 68 30 - NP - SM - - - -

21.0 SPT 57 - - - - - - - - - - - - - - - - -

22.5 SPT 62 - - - - 0 0 2 65 33 - NP - SM - - - -

24.0 SPT 69 - - - - 0 0 2 66 32 - NP - SM - - - -

25.5 SPT 76 - - - - - - - - - - - - - - - - -

27.0 DS - - - - - 0 0 2 68 30 - NP - SM - - - -

28.5SPT

REF - - - - - - - - - - - - - - - -

30.0 SPT REF - - - - 0 0 0 58 42 - NP - SM - - - -

8/16/2019 10-12-15 Rev I


70


Table No: 7 Compaction Test Results

Project: Soil Investigation work for 70 MW Power Plant Project for Sixth Boiler & Turbine Generator at Kalatalav,Dist.: Bhavnagar, Gujarat State.

Name of Customer: Nirma Limited, Ahmedabad

S R . N O

.

D E P T H ( m )

S A M P L E T Y P E

S P E C I F I C

G R A V I T Y

( I S :

2 7 2 0

( P : 3 - 1

/ 2 )


ATTERBERGSLIMITS

(IS: 2720(P:5)

I . S

.


( I S :

1 4 9 8 )

MODIFIEDPROCTOR

TEST RESULTS


S I L T &

C L A Y ( % )

L I Q U I D L I M

I T

( % )


( % )

P L A S T I C I T Y

I N D E X , I P

( % )

M A X I M U M D

R Y

D E N S I T Y

( g / C c )

O P T I M U M

M O I S T U R E

C O A R S E

M E D

.

F I N E

CBR – 1(Boiler)

0.1 DS - 16 14 18 18 34 - - NP SM(FS)

1.97 8.9

CBR – 2(Chimney)

0.1 DS - 12 13 29 15 31 - - NP SM(FS)

2.1 7.8

8/16/2019 10-12-15 Rev I



AB BREVIA TIONS

DS Disturbed Soil Sample

UDS Undisturbed soil sample

SPT Standard Penetration Test

UCS Unconfined compression shear test

TUU Triaxial unconsolidated undrain shear test

* Remoulded

NP Non Plastic

LL Liquid Limit

PL Plastic Limits

PI Plasticity Index

FS Filled up soil

SM Silty sand

CH Silty Clay having high plasticity

CI Silty Clay having medium plasticity

CL Silty Clay having low plasticity

SM Silty Sand

BH Borehole

ERT Electrical resistivity test

CBR California bearing ratio

Ref. Refusal

8/16/2019 10-12-15 Rev I


10-12-15 Rev I

Documents

Transcript of 10-12-15 Rev I