gti report

8/12/2019 GTI Report

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Job No- XXXXXX, date-XXXXXXXX Site: Krishi Bhavan

GEO-TECHNICAL INVESTIGATION

REPORT

ON

PROPOSED CONSTRUCTION OF KRISHI BHAVAN AT

PANDIT NEHRU COMPLEX

JOB ENTRUSTED BY

Tripura Housing and Construction Board

JOB CONDUCTED BY

JOB NO: - XXXXX date-XXXXXX

Branch office: - Regd. Office:-

Arpita Bhawan , 1 st floor, Deodar Place,C/O Arpita Sarkar, Garia Station Road, Garia,

Jail Road, Banamalipur, Agartala- 01, Kolkata -700084, Ph.:-033-32211414,Tripura (W) Ph: - 0381-2313780 09903809378, 09436139749,E-mail:- [email protected] E-mail:- [email protected]

Web Site: www.cecs.in


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P R E F A C E

A detailed geotechnical investigation including laboratory testing was carried out for the

proposed construction of Krishi Bhavan (G+6) at Pandit Nehru Complex, Gurkhabasti

Agartala . The objective of this investigation was to evaluate the soil parameters for design of

foundation for proposed structure with particular reference to safe bearing capacity and

anticipated settlement.

The Geo-technical investigation work was awarded by Tripura Housing and

Construction Board to Civil Engineering Consultancy Services Pvt. Ltd vide Work Order

No:- XXXXXXXX date-XXXXXX . The investigation work for this project was started on the

instruction of the Client . The fieldwork was commenced on 17 th June, 2014 and completed on

21 st June, 2014.

The report has been prepared after careful study of all data collected during fieldwork

and laboratory testing and it deals with geotechnical properties of the Site and the sub-soil.

Section I of this report covers the fieldwork while Section II contains the results of all the

laboratory test and discussions thereon. Section III deals with the engineering appraisal andrecommendations.


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TABLE OF CONTENTS

SECTION I SHEETNO.

1.0 INTRODUCTION 42.0 AIMS AND OBJECTIVES 43.0 INVESTIGATION SCHEME AND LOCATION OF TESTS & SKETCH

SHOWING LOCATION OF BOREHOLES 4-5

4.0 FIELD OPERATION 64.1 BORING 64.2 SAMPLING 74.3 STANDARD PENETRATION TEST 74.4 GROUND WATER 8

SECTION II

5.0 LABORATORY TEST RESULTS & GROUND CONDITION 10LABORATORY TEST RESULTS 11 -12N VALUE CORRECTIONS 13

6.0 GENERALIZED SOIL PROPERTIES & PROFILE 13 -16

SECTION - III

7.0 DISCUSSION ON FOUNDATION ASPECTS 18 7.1 QUANTITATIVE ANALYSIS FOR PILE FOUNDATION 19-21 7.1.1 PILE CAPACITY TABLE 21

7.2 FOUNDATION PROPOSAL 22

7.3 DISCUSSIONS & RECOMMENDATIONS 23

ANNEXURE

I BORELOGS 25-26II N Vs DEPTH GRAPH 28III UU- GRAPH 30IV e-logP GRAPH 32


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SECTION - I


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CECSPL5


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4.0 FIELD OPERATION

4.1 BORING:

At the proposed project site, 02 (Two) nos. of borehole were sunk. Location was selectedwith the view to get an overall idea about the whole site. The field operations consistedof boring, field test, and collection of disturbed and undisturbed samples, identification,labeling and preservations of the samples collected. The soil samples were collected bypushing a sampling tube in the bore hole at suitable intervals and depth and then takenout. The samples so recovered and collected in plastic bags, sealed, marked and takenfor laboratory analysis. All the bore holes are sunk as per provisions laid down in IS:1892-1979. The boring operation has been done in two stages( shell boring andwash boring with mechanical winch ) .

SHELL BORING : Shell boring is done up to 1.5 meter below the ground level toencounter loose earth .The shell is a cylinder with a cutting edge at bottom . The

shell is raised up to a height and is allowed to fall freely. During the downwardmovement of the shell the valve opens inward allowing the soil to enter into it .Again when the shell is raised , the soil already inside the shell tries to movedownwards and subsequently results in closing the bottom of the shell and thuspreventing the soil to escape from the shell . The bore hole is advanced byrepeating the process several times and during every motion of the shell , somesoil gets inside the shell and when it gets filled up with soil , it is lifted out ofthe bore hole and emptied .

WASH BORING : Beneath the filled up materials , the wash boring technique withDirect Mud Circular method has been adopted . The object of the wash boring isto form an open hole in the ground so that the soil sampling operations may beconducted at the bottom of the bore hole at desired depth . The hole is advancedpartly by chopping partly by twisting action of a light bit called chisel which is fittedat the mouth of the drill rod . The cutting process is augmented by jetting , whichis accomplished by forcing water under pressure through the drill rods that areoperated inside the hole . The water jetting was maintained by manual forces. The

jetting action not only loosens the soil but also brings the soil from bottom of thebore holes to the surface . The walls of the bore hole was prevented by usingcasing pipes up to the depth of filling materials . After that it was stabilized bydrilling mud. During the execution of the field works two types of soil sampleswere collected from the exploratory bore holes ; viz. Disturbed and undisturbedsamples. Boreholes depths, description of soil, N values during SPT at various depths


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4.2 SAMPLING

Undisturbed soil samples were collected in predominantly cohesive deposits at regularinterval and disturbed samples were collected from all layers. The samples were broughtto laboratory for visual examination and laboratory testing. For collection of undisturbedsoil sample, a 100 mm. Thin walled, 450 mm. Long sample tube, which was driven intoboreholes with the help of a down hole hammer, called Jarring Link. This tool enabledcollection of sample with minimum disturbance. The sampler was provided with anarrangement for holding the sample by vacuum at the time of extraction after collection.The driving end of the tube was fitted with a thin walled sharp cutting shoe with a lowarea ratio.Disturbed samples were collected from the cutting shoe of open drive sampler as well asfrom split spoon barrel of the Penetrometer. Depth and details of the samples are shownin the bore logs (AnnexureI).These samples were preserved in polythene packets, labeled properly and send tolaboratory for identification and testing.A table showing details of field tests and samples collected from the boreholes is given inthe following page.

4.3 STANDARD PENETRATION TEST

The standard penetration test (S.P.T.) were conducted in the bore holes at suitableintervals as per provisions laid down in IS : 2131-1981 . This test was carried outby using a Terzaghis split spoon sampler of standard design and dimension having50mm outer diameter , 35mm inner diameter and a minimum open length of600mm . In this process, the sampling assembly was driven in the bore hole by using a

63.5 kg hammer falling freely through a height of 75cm . The split spoon sampler inthese tests is adopted at the lower end of the drill rods taken to the specific depthof the test . The Penetrometer was lowered inside the bore hole at the desireddepth on a string of drill rods and a count for the number of blows for 7.5mmpenetration was maintained till the total penetration was 600mm . The number ofblows required to penetrate the middle 300mm length (i.e. 150mm to 450mm depth )of penetration out of the total penetration of 600mm was recorded as N-value.The disturbed soil samples collected from the split spoon sampler after thecompletion of each test were used for visual identification and classification ofsubsoil and also for preparation of bore log data sheet . The soil samplesrecovered from the Penetrometer tube was then placed in airtight polythene bagsand were labeled before forwarding them to the laboratory for testing purposes .The data section of this report exhibit the variations observed in N-value recordingat different test depths within the bore hole . The N-values have also beenplotted graphically against the depth . The following table shows the bore hole nos.


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Table: 4.1 Boring SummaryBoreholeNo.

Termination Depthmeasured from the existingground level(m)

Detail of Samples collected

U.D.S. S.P.T. D.S.

1 15.45 02 08 02 15.45 02 08 0

4.4 GROUND WATER

Ground water was observed at different levels from the top of boreholes. All the GroundWater Levels were observed after 24 hrs. of the completion of the boring as follows:-

Table: 4.2 Ground Water Table

BHR.L of

BHWater

Table-Below G.L

(m)1. 99.7 11.52. 95.1 8.3


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SECTION - II


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SECTION II

LABORATORY TEST RESULTS AND GROUND CONDITION

5.0 LABORATORY TEST

Soil samples collected at field were brought to laboratory for necessary testing andRechecking/reviewing the field bore logs.

Laboratory tests were conducted as per I.S. SPECIFICATION on the samples(Undisturbed) taken from the field to determine the following properties.

I. Natural Moisture Content.II. Bulk density and Dry density.

III. Particle size distribution.a) Sieve Analysis

b) Hydro meter AnalysisIV. Atterberg Limit.a) Liquid Limit.b) Plastic Limit.

V. Tri- axial Tests/Unconfined Compressive Strength Tests.VI. Specific Gravity.

VII. Consolidation test.

Grain size analysis was performed for cohesive soils. Triaxial Shear Tests (UU) wereperformed to determine the shear strength characteristics. After completion of all laboratorytests, the data were compiled and the bore logs were final.

The test results were compiled and the preliminary bore log written at site was recheckedand revised accordingly and this has been presented in Annexure I of this report.


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CECSPL11

Laboratory Test ResultsTable 5.1

S i t e

B o r e

H o

l e N u m

b e r

T y p e o

f S a m p

l e

D e p

t h ( M )

D e s c r

i p t i o n

S a n

d ( % )

S i l t ( %

)

C l a y

( %

)

N a t u r a

l M o

i s t u r e

C o n

t e n

t ( % )

B u l k D e n s i

t y ( T / c u m

) T r i a x

i a l

S h e a r

S t r e n g

t h

C h a r a c

t e r

( U U )

U n c o n

f i n

e d

C o m p r e s

s i v e

S t r e n g

t h

C h a r a c

t e r

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

( %

)

S p e c

i f i c g r a v i

t y

m v

( m

2 / T )

C o -

h e s i o n

( T / m

2 )

- v a l u e

( D e g r e e

) q u

( T /

m 2 )

C u

( T / m

2 )

Krishi Bhavan 1 UDS 1.50-1.95

Blackish tobrownish silty

sandy clay19 13 68 19.4 1.84 9.44 9 - - 35 19 16 2.65 0.00021

Do 1 UDS 4.50-4.95 Do 21 15 64 21.3 1.85 10.3 9 - - 35 20 15 2.66 0.00019

Do 1 SPT 7.50-7.95

Brownish toyellowish siltyclayey sand

65 14 21 - 1.85 - - - - - - - 2.66 -

Do 1 SPT 10.50-10.95 Do 66 12 22 - 1.87 - - - - - - - 2.67 -

Do 1 SPT 13.50-13.95

Brownish tograyish silty fine to

medium sand88 12 - - 1.87 - - - - - - - 2.67 -

Do 2 UDS 1.50-1.95

Blackish tobrownish silty

sandy clay22 14 64 22.5 1.76 1.85 10 - - 37 19 18 2.63 0.00108

Do 2 UDS 3.00-3.45 Do 19 11 70 22.8 1.77 2.35 9 - - 36 21 15 2.64 0.00085

Do 2 SPT 7.50-7.95Brownish to

yellowish siltyclayey sand

68 13 19 - 1.84 - - - - - - - 2.65 -

Do 2 SPT 12.0-12.45

Brownish toyellowish siltyclayey sand

89 11 - - 1.86 - - - - - - - 2.65 -

Do 2 SPT 15.00-15.45 Do 91 9 - - 1.89 - - - - - - - 2.67 -


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CECSPL12

CONSOLIDATION TEST RESULT

Table 5.2

SiteBoreHole

No

Type ofSample

Depth(m)

m v(m 2/T)

0.00 - 0.25 0.25 0.50 0.50 1.00 1.00 2.00 2.00 4.00 4.00 8.00

SakhicharanH.S School 1 UDS

1.5-1.95

0.00070 0.00036 0.00021 0.00019 0.00016 0.00014

Do 1 UDS 4.50-4.950.00062 0.00034 0.00019 0.00014 0.00013 0.00012

Do 2 UDS 1.5-1.95 0.00264 0.00195 0.00109 0.00100 0.00081 0.00068

Do 2 UDS 3.0-3.45 0.00156 0.00126 0.00085 0.00051 0.00045 0.00037


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Job No- XXXXXXXX date-XXXXXXXX Site: Gomti, Tripura

N VALUE CORRECTIONS

Table: 5.3 N Value Corrections

1 8.4 1.5 98.2 12.6 1.776 UDS N/A N/A1 8.4 3.0 96.7 25.2 1.597 17 27 211 8.5 4.5 95.2 38.0 1.450 UDS N/A N/A1 8.5 6.0 93.7 50.7 1.327 20 27 21

1 8.5 7.5 92.2 63.5 1.224 23 28 221 8.5 9.0 90.7 76.2 1.135 20 23 191 8.7 10.5 89.2 89.3 1.057 31 33 241 8.6 12.0 87.7 102.2 0.989 27 27 211 8.7 13.5 86.2 115.2 0.929 36 33 241 9.0 15.0 84.7 128.7 0.875 58 51 33

'N' Valueafter

Dialatancy

EffectiveOver

burden

SkemptonFactor C n

Field 'N'Value

'N' Valueafter

Overburde

BoreHole

Number

eff

(kN/m 3)

DepthbelowEGL

R.L ofTest

Points

2 7.6 1.5 93.6 11.4 1.795 UDS N/A N/A2 7.7 3.0 92.1 23.0 1.627 UDS N/A N/A2 7.9 4.5 90.6 34.8 1.484 6 9 92 8.2 6.0 89.1 47.1 1.360 12 16 162 8.4 7.5 87.6 59.7 1.252 17 21 182 8.5 9.0 86.1 72.5 1.160 24 28 212 8.5 10.5 84.6 85.2 1.080 20 22 182 8.6 12.0 83.1 98.1 1.010 27 27 212 8.7 13.5 81.6 111.2 0.947 35 33 242 8.9 15.0 80.1 124.5 0.891 46 41 28

'N' Valueafter

Overburde

'N' Valueafter

Dialatancy

BoreHole

Number

eff

(kN/m 3)

Depthbelow

EGL

R.L ofTest

Points

EffectiveOver

burden

SkemptonFactor C n

Field 'N'Value

6.0 GENERALIZED SOIL PROPERTIES & PROFILE:

Altogether 4 (four) different sub-soil layers were encountered within the bored depth of theboreholes. The sub-soil layer is discussed below. The Designer gives a generalized soil


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Table:-6.1 Soil Stratum Detail

BH R.L OF BH (m) Layers From (m) To (m)Layer

thickness (m)

1 99.71 0.0 5.3 5.32 5.3 12.7 7.43 12.7 15.45 2.75

2 95.11 0.0 3.8 3.82 3.8 11.1 7.3

3 11.1 15.45 4.35

Stratum 1

It can be described as Blackish to brownish silty sandy clay.

This layer exists in all boreholes in different thickness as mentioned in

Table 6.1.

Further to mention that, the average Field N values resulted from Standard

Penetration Tests in this layer of two nos. of Boreholes ranges from 6 to 17.

The average engineering properties of the stratum has been given below:-

Natural moisture content = 21.5%Bulk density(Avg.) = 1.8 t/m 3Cohesion = 5.98 t/m

Liquid limit = 35.75%Plastic limit = 19.75%Specific Gravity = 2.645-value = 9.25 0 mv = 0.00058m 2 /t

Stratum 2

It can be described as Brownish to yellowish silty clayey sand. This

layer is Present in every borehole.


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Cohesion = 0 T/m

Plastic limit = NPSpecific Gravity = 2.66Bulk Density = 1.86 t/m 3

Stratum 3

It can be described as Brownish to grayish silty fine to medium sand. This

layer is Present in every borehole.

The Thickness of this layer for different Boreholes are mentioned in . .. Table 6.1

The average engineering properties of the stratum has been given below:-

Cohesion = 0 T/m

Plastic limit = NPSpecific Gravity = 2.67Bulk Density = 1.895 t/m 3


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CECSPL 16


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SECTION - III


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SECTION III

7.0 DISCUSSION ON FOUNDATION ASPECTS:

Foundation for any structure depends upon the height of the structure, load coming to

the sub-soil deposit. At present except the nature of sub-soil, all other details are unknown.

However, in general, any foundation design should satisfy the two basic requirements, viz.

a) There must be adequate factor of safety against shear failure, and

b) The settlement should be within permissible limit under the design load.

7.1 QUANTITATIVE ANALYSIS FOR PILE FOUNDATIONA. Bearing Capacity:

Three distinct layers have been found out within the soil strata. It is evident from the

bore log and the laboratory test on the soil samples that the first layer is very weak in

strength characteristics. For the above reason and as the first layer extended up to

considerable depth, pile foundation is recommended for this specific site instead of

shallow foundation. The load carrying capacity of the pile has been calculated

according to the IS:2911(Part-1/sec2)1979.

PROVISION OF PILE FOUNDATION

COHESIVE SOIL:

Skin friction (Q s ) = *d*L**c

Where L is the length of the pile, D is the diameter of the pile.

depend on the N value.

End Bearing (Q E ) = AP*NC*CP

Where A p is the cross sectional are of the pile stem.NC is the bearing capacity factor (generally taken as 9)

CP is the cohesion of the soil layer where pile terminates.


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P d is the effective overburden pressure.

Skin Friction (Q S ) = *L*d*fs fs = Unit skin friction

=K* Pd*tan

K is the Earth pressure co-efficient.

P d is the effective overburden pressure.

tan is the co-efficient of friction between sand and pile.

Where =2/3*

B.2 Sample Calculation of Bearing Capacity for pile (Considering GL= 95.1m)

Length of the pile = 14 m

Cut off length = 1 mEffective length of the pile = 13 m

1 0 m 3.8 m

Diameter ofthe pile (m)

Thiknessof the

soil layer(m)

Averagecohesion

throughoutthe length of

the pile(kN/m 2)

Averagecorrected Nvalue of the

soil layer

Surface areaof the pileshaft (m 2)

ReductionFactor ( )

Unitadhesion(kN/m 2)

TotalAdhesion

(kN)

Total Adhesion(ton)

0.3 2.8 25 4 2.638937829 0.5 12.5 32.986723 3.298672286

Blackish to brownish silty sandy clay

INPUT PARAMETERS OUTPUT PARAMETERS

Layer number- START AT DEPTH= END AT DEPTH =

SKIN FRICTION RESISTANCE OF CLAYEY SOIL

Description of the soil layer :

2 3.8 m 11.1 m

Thikness ofthe soil layer

(m)

Diameterof the

pile (m)


soil layer

Angle ofshearing

resistance(Degree)

Effectiveover burdenpressure at

the middle ofthe soil layer

(kN/ 2)

Coefficient ofearth

pressure (K)tan

Unit Skinfriction

resistanceof the soil(kN/m 2)

Total Skinfriction

resistance ofthe soil (kN)

Total Skinfriction

resistance ofthe soil (ton)

SKIN FRICTION RESISTANCE OF SANDY SOILDescription of the soil layer : Brownish to yellowish silty clayey sandLayer number- START AT DEPTH= END AT DEPTH =



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3 11.1 m 14 m

Thikness ofthe soil layer

(m)

Diameterof the

pile (m)


soil layer

Angle ofshearing

resistance(Degree)

Effectiveover burdenpressure at

the middle ofthe soil layer

(kN/m 2)

Coefficient ofearth

pressure (K)tan

Unit Skinfriction

resistanceof the soil(kN/m 2)

Total Skinfriction

resistance ofthe soil (kN)

Total Skinfriction

resistance ofthe soil (ton)

2.9 0.3 23 34 37 1 0.41762565 15.452149 42.23359146 4.22335915


SKIN FRICTION RESISTANCE OF SANDY SOILDescription of the soil layer : Brownish to grayish silty fine to medium sandLayer number- START AT DEPTH= END AT DEPTH =

3 81.1 m

Diameter ofthe pile (m)

Effectiveunit

weight ofsoil at

pile toe( )

(kN/m 3)

Averagecorrected Nvalue at pile

toe

Angle ofshearing

resistance(Degree)

N Nq

Effectiveover burdenpressure atthe pile toe

(kN/m 2)

Area of thepile (m 2)

Unit Baseresistance of

the soil (kN/m 2)

Total Baseresistance ofthe soil (kN)

Total Baseresistance ofthe soil (ton)

0.3 9 24 34 41 40 34.5 0.0706858 1435.35 101.458913 10.1458913

BASE RESISTANCE OF PILES IN SANDY SOIL

Description of the soil layer : Brownish to grayish silty fine to medium sand

Layer number- TERMINATION RL OF PILE =

INPUT PRAMETERS OUTPUT PARAMETERS

LATERAL CAPACITY OF PILE

Pile lengthabove cutoff level(L1) (m)

Strengthof the

concrete(N/mm 2)

Diameter of thepile (m)

Effectivelength ofthe pile

(m)

Value ofconstant

h

(kg/cm 3)

Young'smodulus of

pilematerial(kg/cm 2)

Moment ofInertia of

Pile Cross-Section(cm 4)

T 4T Remarks L1/T Lf/T

Allowedpile headdeflection

(cm)

Lf

Lateralload

capacityof pile (t)

0 30 0.3 0.11 273861.28 39760.782 1.5817 6.32672 Long pile 0 2.2 0.3 3.4797 0.93039

INPUT PARAMETERS OUTPUT PARAMETERS INPUT OUTPUT


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7.2 FOUNDATION PROPOSAL

The soil deposit of the location consists of Three strata. For analyzing the pile foundation, it isfound that soil properties of First layer are very weak in strength characteristics. The proposal

for foundation for the construction of Krishi Bhavan building may be considered by Deep

foundation in terms Pile foundation which can safely carry the anticipated load from the

structure.Net load carrying capacity of the pile for different conventional sizes at termination

depth of 14.0m has been given in Clause: 7.1 under Table 7.1.1 The Designer should

properly make decision for adopting the size of the pile depending upon the requirements of

the safe load carrying capacity for catering actual loading of superstructure on optimal basis


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25/36


ANNEXURE I

J b N XXXXXXXX d XXXXXXXX Si G i T i


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BORELOG DATA SHEETB.H.: 01

Boring Method: Shell & Auger & WashBoring. Site: Krishi Bhavan, Agartala Samples Nos

Client: Tripura Housing andConstruction Board Water Level: 11.5 m below GL

Undisturbed (U)

Penetrometer (P)

Disturbed (D)

02

08

00Boring Diameter: 150 mm. Depth of Bore hole: 15.45 m.

Casing Diameter: 150 mm. Commenced on: 17.06.2014 Ground/Bed R.L. 99.7mBoring equipment: Motorised Cable Tool. Completed on: 18.06.2014

Description Depth (m) Thickness N- Value SamplesFrom To Type Ref No Depth (m)

Yellowish to grayish siltyclay

Grayish to whitish siltyfine sand

Brownish to grayish siltyclay

0.00

5.3

12.7

5.3

12.7

15.45

5.3

7.4

2.75

UDS

17

UDS

20

23

20

31

27

36

58

N/A

S.P.T

N/A

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

U-1/1

P-1/1

U-1/2

P-1/2

P-1/3

P-1/4

P-1/5

P-1/6

P-1/7

P-1/8

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

12.00 - 12.45

13.50 - 13.95

15.00 - 15.45

Job No XXXXXXXX date XXXXXXXX Site: Gomti Tripura


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BORELOG DATA SHEETB.H.: 02

Boring Method: Shell & Auger & WashBoring. Site: Krishi Bhavan, Agartala Samples Nos

Client: Tripura Housing andConstruction Board Water Level: 8.3 m below GL

Undisturbed (U)

Penetrometer (P)

Disturbed (D)

02

08

00Boring Diameter: 150 mm. Depth of Bore hole: 15.45 m.

Casing Diameter: 150 mm. Commenced on: 20.06.2014 Ground/Bed R.L. 95.1mBoring equipment: Motorised Cable Tool. Completed on: 21.06.2014

Description Depth (m) Thickness N- Value SamplesFrom To Type Ref No Depth (m)

Yellowish to grayish siltyclay

Grayish to whitish siltyfine sand

Brownish to grayish siltyclay

0.00

3.8

11.1

3.8

11.1

15.45

3.8

7.3

4.35

UDS

UDS

6

12

17

24

20

27

35

46

N/A

N/A

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

S.P.T

U-2/1

U-2/2

P-2/1

P-2/2

P-2/3

P-2/4

P-2/5

P-2/6

P-2/7

P-2/8

1.50 - 1.95

3.00 - 3.45

4.50 - 4.95

6.00 - 6.45

7.50 - 7.95

9.00 - 9.45

10.50 - 10.95

12.00 - 12.45

13.50 - 13.95

15.00 - 15.45

Job No- XXXXXXXX date-XXXXXXXX Site: Gomti Tripura


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ANNEXURE II



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Job o date S te: Go t , pu a

N-Value Vs. Depth for B.H.No: 1

-16

-14

-12

-10

-8

-6

-4

-2

00 10 20 30 40 50 60 70 80 90 100 110

N-Blows/30cm

D e p

t h b e l o w

G . L .

i n m e

t e r

FIELD N-VALUE

CORRECTED N -VALUE

N-Value Vs. Depth for B.H.No: 2

-16

-14

-12

-10

-8

-6

-4

-2

00 10 20 30 40 50 60 70 80 90 100 110

N-Blows/30cm

D e p

t h b e

l o w

G . L .

i n m e t e r

FIELD N-VALUE

CORRECTED N -VALUE



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ANNEXURE III


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CECSPL 30



32/36

ANNEXURE IV


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CECSPL 32

e vs logp curve

B.H-1Depth- 1.50 to 1.95 m

0.690

0.700

0.710

0.720

0.1 1 10 100Preconsolidation pressure

logp

V o

i d r a

t i o

( e )

e vs logp curveB.H-1

Depth- 4.50 to 4.95 m

0.720

0.730

0.740

0.1 1 10 100Preconsolidation pressure

logp

V o

i d r a

t i o

( e )

e vs logp curve

B.H-2Depth- 1.50 to 1.95 m

0.700

0.720

0.740

0.760

0.780

0.800

0.820

0.1 1 10 100Preconsolidation pressurelogp

V o

i d r a

t i o

( e )

e vs logp curveB.H-2

Depth- 3.00 to 3.45 m

0.750

0.760

0.770

0.780

0.790

0.800

0.810

0.820

0.830

0.1 1 10 100Preconsolidation pressurelogp

V o

i d r a

t i o

( e )



34/36

ANNEXURE V


35/36


CECSPL 34

PARTICLE SIZE DISTRIBUTION CURVE B.H.NO:1

AT DEPTH: 1.50 M TO 1.95 M

65.00

70.00

75.00

80.00

85.00

90.00

95.00

100.00

0.0010.010.1110

PARTICLE SIZE IN mm

P E R C E N T A G E F I N E R

By Hydrometer

By Sieve

PARTICLE SIZE DISTRIBUTION CURVE

B.H.NO: 1AT DEPTH: 4.50 M TO 4.95 M

60.00

70.00

80.00

90.00

100.00

0.00010.0010.010.1110

PARTICLE SIZE IN mm


By Hydrometer

By Sieve

PARTICLE SIZE DISTRIBUTION CURVE B.H.NO:1


0.0010.0020.0030.0040.0050.0060.0070.0080.0090.00

100.00

0.0010.010.1110

PARTICLE SIZE IN mm


By Hydrometer

By Sieve

PARTICLE SIZE DISTRIBUTION CURVE B.H.NO: 1

AT DEPTH: 10.50 M TO 10.95 M

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.00010.0010.010.1110100

PARTICLE SIZE IN mm

P E R C E N T

A G E F I N E R

By Hydrometer

By Sieve


AT DEPTH: 13.50 M TO 13.95 M

0.0010.0020.0030.0040.0050.00

60.0070.0080.0090.00

100.00

0.0010.010.1110

PARTICLE SIZE IN mm

P E R C E N T

A G E F I N E R

By Hydrometer

By Sieve



60.00

70.00

80.00

90.00

100.00

0.00010.0010.010.1110

PARTICLE SIZE IN mm


By Hydrometer

By Sieve


36/36


CECSPL 35


B.H.NO: 2AT DEPTH:3.00 M TO 3.45 M

60.00

65.00

70.00

75.00

80.00

85.00

90.00

95.00

100.00

0.00010.0010.010.1110100

PARTICLE SIZE IN mm


By Hydrometer

By Sieve



10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

100.00

0.00010.0010.010.1110100

PARTICLE SIZE IN mm


By Hydrometer

By Sieve


B.H.NO: 2AT DEPTH: 12.00 M TO 12.45 M

0.0010.0020.0030.00

40.0050.00

60.0070.0080.0090.00

100.00

0.010.1110

PARTICLE SIZE IN mm

P E R C E N T

A G E F I N E R

By Hydrometer

By Sieve


AT DEPTH:15.00 M TO 15.45 M

0.00

20.00

40.00

60.00

80.00

100.00

0.010.1110

PARTICLE SIZE IN mm

P E R C E N T

A G E F I N E R

By Hydrometer

By Sieve

gti report

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