Uhde India Pvt. Ltd ADDENDUM-1 - Bharat Petroleum India Pvt. Ltd. Page 1 of 5 ADDENDUM-1 Tender / Enq. No.: U6509-3060/ABM Item: Cooling Tower Package (143-X402) Project No.: 66-6509-700

Uhde India Pvt. Ltd.

Page 1 of 5

ADDENDUM-1 Tender / Enq. No.: U6509-3060/ABM Item: Cooling Tower Package (143-X402) Project No.: 66-6509-700 Client: Bharat Petroleum Corporation Limited, Mahul The following notes supersede the related tender clauses and also become the part of tender document.

A) Commercial Points: 1) Due date for submission of bids shall be 12:00 hrs. of 14/10/2010. Technical and un priced

commercial bids shall be opened at 13:30 hrs. of due date. 2) Bidders to note that no tax exemption or concessional duty is available for the project and

contractor shall pay all taxes and duties as per the prevalent tax tariffs. 3) Overall Liability: Overall liability of the Vendor / Contractor on all accounts whatsoever under

the Contract should not exceed 100% of the contract value plus taxes & duties. All other warranties /guaranteed/ liabilities other than as specifically stated shall be excluded.

4) Revised format for submitting prices:

Sl. No. Item Value

1 Basic lump sum price for entire package as per scope of work (In Words: _________________________________)

2 VAT @ ____ % 3 Service Tax @ ____ %

4 Mandatory CENVAT benefit on account of Excise Duty offered (In words: ___________________________________)

5 Guaranteed utility consumptions:

A Power (KWH/Hr)

Bidder’s prices shall be loaded for bid evaluation with the unit rates for the guaranteed utility consumption figures confirmed in the price bid as per the unit rates for utilities indicated in the Design Basis attached with the technical specification.

The additional cost to be loaded for bid evaluation shall be calculated as Additional cost to be loaded = Utility Cost per hr X 8000hrs X 5


Page 2 of 5

Vendor shall attain utilities consumption within the guaranteed figure quoted against sub-package under question. In case utilities consumption actually attained is higher than 100% of guaranteed figure then Vendor shall have the option of rectifying the defect at their own cost to achieve guaranteed utilities consumption. However if they fail to attain the same even after attempted rectification then they will pay penalty at the rate of 1% of total order value for each 1% excess Utilities consumption above 100 %. The maximum liability in the above case shall however not exceed 5% of total order value.

5) Octrai Charges:

Octrio charges deemed to be included in the lump sum price quoted. No octrai payment shall be done by BPCL.

6) Test, Commissioning and possession of Works:

In case Mechanical Completion is not achieved within the contractual Mechanical completion date due to delay attributable to BPCL then: Upto 4 months delay beyond the scheduled Mechanical Completion period, BPCL shall provide necessary extensions of time without any financial implication on BPCL. For more than 4 months delay beyond the contractual Mechanical Completion period for the reasons attributable to BPCL, the price and completion period for the remaining work will be negotiated and mutually agreed.

“In case start of pre-commissioning & commissioning are delayed beyond two (2) months from the date of Mechanical Completion, due to reasons attributable to BPCL, Engineer-in-charge shall issue a Provisional Completion Certificate and balance payments of 5% (of supply and construction portion) against plant completion and commissioning shall be released against submission of bank guarantee of equivalent amount valid for six (6) months. This bank guarantee shall be released after the expiry of six (6) months.”

“In case performance test run is delayed beyond six (6) months from the date of Commissioning, due to reasons attributable to BPCL, balance payments of 10% of construction portion against Guarantee Run Test and 10% against Guarantee Test Run, shall be released against submission of bank guarantee of equivalent amount valid for six (6) months. This bank guarantee shall be released after the expiry of six (6) months. The contractor shall demobilize from the site and shall remobilize at mutually agreed extra cost to BPCL account for assistance during pre-commissioning, commissioning and PGTR at a later date.


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7) Bidders to submit STATEMENT OF DEVIATIONS/ ACCEPTANCE TO TENDER DOCUMENTS, TECHNICAL DEVIATION SHEET, COMMERCIAL DEVIATION SHEET as per formats indicated below,

PROFORMA OF DEVIATION LIST

UDHE INDIA PVT LTD (Project No.: 66-6509)

STATEMENT OF DEVIATIONS/ ACCEPTANCE TO TENDER DOCUMENTS

UIPL Enquiry Ref. No. : Item: Vendor Name: Vendor Offer No. & Date:

A) Technical Documents - Sr. No.

Name Of Document

Document No. (Please mention document nos.)

Acceptance (strikeout which ever is not applicable)

1 Engineering Specifications Accepted without deviation / Accepted with

deviations, refer deviation sheet

B ) Commercial Documents – Sr. No. Name Of Document Acceptance (strikeout which ever is not applicable)

1 General Conditions of contract

Accepted without deviation / Accepted with deviations, refer deviation sheet

2 Special Conditions of Contract

Accepted without deviation / Accepted with deviations, refer deviation sheet

3 Instructions to Bidders Accepted without deviation / Accepted with deviations, refer deviation sheet

Stamp & Signature of Bidder : Date :


Page 4 of 5


TECHNICAL DEVIATION SHEET

UIPL Enquiry Ref. No. : Item: Vendor Name: Vendor Offer No. & Date: Sr. No.

Name and number of Document Page no. Clause

Sr. no. Deviation

1

Stamp & Signature of Bidder: Date:


COMMERCIAL DEVIATION SHEET

UIPL Enquiry Ref. No. : Item: Vendor Name: Vendor Offer No. & Date: Sr. No. Name of Document Page no. Clause

Sr. no. Deviation

1

Stamp & Signature of Bidder: Date:


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8) All other commercial terms and conditions of the tender remain unchanged.

B) Technical Points: Technical specification shall be considered superseded and revised by bidders.

Sr. No. Document No. Document Title Superseded

Revision Superseded

By Remarks

1 6509-PE-EC-00108 Tech Specs. For Cooling Tower

143-X402 00 01

2 6509-PE-FB-00251 P&ID for cooling tower 02 03

3

Geotechnical Engineering

report For CCR plant of

BPCL-Mahul.

Added

4 6509-CI-LB-00002 Location of soil

test and bore holes

Added

Following electrical points are added:

1. As per the Technical Specifications, scope for Power Cables for Cooling Tower fan motors is divided into two parts, viz., from substation to power JB (To be located by Cooling Tower vendor at grade level within the battery limit of cooling tower) and from this power JB to motor terminals. Of these the former part (substation to power JB) will be supplied, designed by others. The approx. length of the same shall be 750m. Bidder for Cooling Tower package unit to use this data for voltage drop calculation for the cable in Bidder’s scope.

2. Earthing within the Battery limit of the Cooling Tower package shall be in Vendor’s

scope. However, this shall exclude Earth Pits, if any, from Vendor’s scope of Supply as well as installation.

3. As per the GES-Electrical, LT motor ratings shall be restricted to 132kW only. Beyond

this rating motors are required to be HT motors. However, for Cooling Tower fan motor, this criterion can be relaxed provided the Cooling Tower Vendor supplies LT motor along with the Soft Starter. In the event of the same, the vendor shall consider soft starter in the scope.

UUMU5370

Text Box

AREA CLASSIFICATION FOR COOLING TOWER PACKAGE SHALL BE ZONE 2, T3, IIC.

TABLE OF CONTENTS

INTRODUCTION ........................................................................................................................2

PROJECT DESCRIPTION..........................................................................................................2

SCOPE OF WORK.....................................................................................................................2

Field Work .............................................................................................................................. 3

Laboratory Work..................................................................................................................... 3

INVESTIGATION METHODOLOGY AND SUB-SOIL CHARACTERISTICS..............................4

Subsurface Exploration .......................................................................................................... 4

Field Investigation................................................................................................................... 5

Sampling in soils .................................................................................................................... 5

Laboratory Tests .................................................................................................................... 8

SUBSURFACE CONDITIONS..................................................................................................12

GEOTECHNICAL ENGINEERING REPORT

FOR CCR PLANT OF M/S. BPCL AT MAHUL

MUMBAI, MAHARASHTRA

NOBLE GEO-STRUCTS PROJECT NO. B 1102

July 20, 2010

INTRODUCTION

Noble Geo-Structs is pleased to submit our Geotechnical Engineering Report for CCR plant of

M/s. BPCL at Mahul, Mumbai, in the State of Maharashtra, India. The project was authorized by

N. A. Kande (Manager, P & CS) for Bharat Petroleum Corporation Limited through their letter of

intent (LOI) no. BPCL/UIPL/CCR/N19/01 dated April 5, 2010.

The purpose of this report is to describe the subsurface conditions observed at the twenty three

test borings drilled for this study, analyze and evaluate the test data, and provide

recommendations with respect to:

• chemical nature of the sub-soil; and

• strength and stability of strata for deciding the founding level.

project description

The project involves the proposed development of CCR plant of M/s. BPCL at Mahul, Mumbai,

in the State of Maharashtra, India.

SCOPE OF WORK

Specifications of the work include drilling twenty three test bore holes at stipulated locations,

tests (in-situ and ex situ) on soil, rock and ground water samples, interpretation of test data and

test results and preparation of a geotechnical report.

Geotechnical Investigation at BPCL, Mahul Noble Geo-Structs Project No. B1102 August 10, 2010

Field Work

Field work consisted of twenty three test boreholes at stipulated locations, collecting disturbed,

undisturbed soil samples and rock samples at salient locations, conducting standard penetration

test (SPT).

Drilling at the stipulated boreholes was planned up to a sufficient depth of the rock level to

determine the competent strata for foundation design.

Six ERT test were conducted at site at stipulated locations.

Two SPLT tests were conducted at site.

Three BVT tests were conducted at site.

Four Field Dry Density tests were conducted at site.

Laboratory Work

The laboratory work scope included analysis of the soil, rock and groundwater samples from the

fieldwork for the following parameters:

A) Soil

1. Atterberg Limits

a) Liquid Limit

b) Plastic Limit

c) Shrinkage Limit

2. Natural moisture content

3. Dry density and Void ratio

4. Specific gravity of soil

5. Grain size analysis (GSA)

a) Sieve analysis

b) Hydrometer analysis

6. Triaxial Test (UU and CD)

7. Free swelling index

8. Swelling pressure test

9. Consolidation test

10. Lab California bearing ratio (CBR) test

11. Proctor Test (Standard)


B) Rock

1. Unit weight

2. Specific Gravity

3. Water absorption

4. Porosity

5. Unconfined Compression Test

6. Point load Index

C) Chemical analysis of soil

Chemical analysis test of soil samples including sulphate (SO3), Chloride and pH

D) Chemical analysis of water

Chemical analysis test of water samples including sulphate (SO3), Chloride, and pH

E) Foundation Recommendation

1 Depth of foundation

2 Type of foundation

3 Net safe bearing capacity

INVESTIGATION METHODOLOGY AND SUB-SOIL CHARACTERISTICS

Subsurface Exploration

The subsurface condition was evaluated through twenty three test boreholes to the required

depth. The borings were drilled using Calyx machine at the stipulated locations. The boring

depths were measured from the existing grade at the time of our field activities. The object of

site exploration is to provide reliable, specific and detailed information about the soil and rock

conditions for foundation design.


Field Investigation

Drilling

Core drilling was completed using rotary type boring machine with diamond bits. Casing of

150mm diameter was advanced up to the firm strata as per IS 1892-1979. In order to extract

maximum possible information and to prevent the loss of valuable sub-surface data obtained

during the drilling of rock core (NX size) indexing and storing of the cores obtained was done as

specified by IS standards.

Sampling in soils

Undisturbed soil samples

Cohesive soil samples were obtained using thin wall tube samplers, as per IS: 2132 in such a

manner that moisture content and structure of soil did not alter. The sampler was slightly oiled

from outside to reduce friction. It was then attached to the boring rod, lower to the bottom of

the hole and pressed into the soil. The sampler tubes were serially numbered immediately on

their recovery.

Disturbed soil sample

Cohesionless soil samples were obtained from boreholes at each 1 m interval or at the change

of strata whichever occurs earlier and stored as per procedure laid down by IS: 1892-1979.

These samples are used for grain size analysis; Atterberg limits tests and chemical analysis.

The samples were stored in polythene bags and numbered appropriately for proper

identification.

Standard Penetration Test on Soil

The standard penetration tests were conducted inside exploratory bore holes at depths shown

in bore logs as per the procedure stipulated in IS: 2131 - 1981. The disturbed soil sample from

tube was carefully stored to carry out further tests. The values of standard penetration blows,

N values, at various borehole locations are indicated in the respective bore logs. SPT ‘N’

values are co-related with relative density of non-cohesive stratum and with consistency of

cohesive stratum. Co-relations are tabulated in Appendix A3 “General Notes” table 1 and 2


Electrical Resistivity Test

The test was conducted as per IS 1892 & IS 3043

The electrical resistivity method is based on the measurement and recording of change in the

mean resistivity or apparent specific resistance of various soils. The resistivity is usually defined

as the resistance between opposite phases of a unit cube of the material. By the determination

of vertical and lateral variations in this resistance it is possible, within certain limitations, to infer

the stratification and lateral extent of subsurface deposits. Several methods involving different

electrode arrangement have been developed for making field resistivity measurements. Among

these are the Wanner, Schlumberger, and Lee Methods. Schlumberger method is commonly

utilized for most European surveys. This method is also accepted in India.

P = 2 * 3.142*DE/l

Wherein

P = Mean resistivity Ohm-m

D = Distance between the electrodes (cm)

E = Potential drop between inner electrode (V)

I = Current flowing between outer electrode (A)

Static plate load test

The static plate load test is carried out at desired. The test pit of 2 m x 2 m x 3.5m in size is dug

up to the test depth. A rigid, 25 mm thick steel plate of 600 mm x 600 mm or of desired size is

firmly seated at the center of the pit. The loads on the test plate are applied by reaction loading

method to avoid fluctuations, impact, eccentricity etc. The loading frame fabricated on ground

for this purpose, has the weight of 1 T. It is further loaded with aggregate filled gunny bags

weighing 15 T. This load is uniformly distributed over the loading frame. The hydraulic jack has

an attached pressure gauge, which is carefully calibrated. A steel ball is placed at the central

point of the jack and the frame, to ensure vertical application of the load. The pressures are

applied in suitable increments. The pressure is increased to the next higher intensity of pressure

step when no appreciable settlement is noted under the applied intensity of pressure over

considerable time interval. The settlement, of the test plate is measured with reference to an

independent steel slotted angle, anchored in the ground. The settlements are measured using

dial gauges having least count of 0.01 mm i.e. measuring to the accuracy of 0.01 mm.


Block Vibration Test:

Purpose of performing this test is to characterise the substrata for dynamic properties to be

used in Machine Foundation design. This test given natural frequency, damping coefficient,

shear modulus etc.

1. Block vibration test was conducted as per IS 5249 .

2. Test Pit: A test pit of size 3.0 m x 3.0 m and the depth, of 1.5m is prepared. The test is

conducted above ground. Bottom of the pit is kept perfect horizontal.

3. Test Block: A plain cement concrete block of mix M15 is cast in the test pit. Size of the block

is 3.0 m x 3.0 m x 1.5m. It is cured continuously before testing. At the time of casting,

foundation bolts are embedded into the concrete block.

4. Test Set up: Vibration oscillator is fixed on the concrete block and suitable connections are

made. The vibration pickup is fixed at the top of block, such that, it senses its vertical motion.

The vibration oscillator is excited through power amplifier, to generate purely sinusoidal

vibrations. The line of action of dynamic force passes through the centre of gravity of the

concrete block. Vibration oscillator is operated at a specified frequency through a frequency

generator. Signal of the vibration pickup is fed into the AC mili-volt meter, to measure the

amplitude of vibrating block. The frequency of oscillator is increased in steps and

corresponding amplitudes of vibration of the block are recorded, which include the maximum

amplitude, corresponding to the resonant condition. Amplitude v/s frequency response is

plotted for each excitation level (which is achieved by increasing the magnitude of dynamic

force, by increasing the current).


Sampling in rock

Rock cores

When rock was encountered, size of borehole was changed to NX (76mm) diameters. A

double tube and NX sized bits are used drilling and recovering rock cores. Recovered rock

cores were numbered serially and preserved in good quality sturdy wooden core boxes. Rock

Core Recovery and Rock Quality Designation (RQD) were computed for every run length

drilled. Rock samples have been selected based on the probable founding elevation of the

proposed structure.

Rock classification in terms of weathering and state of fractures and strength is carried out as in

APPENDIX A3 General Notes Table 3.

Laboratory Tests

Soil Tests

The soil samples collected from boreholes were analyzed for their physical and engineering

properties as described below:

Grain Size Analysis

A quantitative determination of the particle size distribution in the soil was made by wet sieve

analysis and sedimentation analysis using hydrometer. Procedure laid down by IS: 2720 Part –

IV were followed. The particle sizes were designated according to the scale given in IS: 1498

(Table -1).

PARTICLE SIZE DISTRIBUTION

Classification

(Identified by behaviour)

Denseness

Size of particles in mm

Coarse 80 to 20 Gravel

Fine 20 to 4.75

Coarse 4.75 to 2

Medium 2 to 0.425 Sand

Fine 0.425 to 0.075

Silt & Clay Less than 0.075


Specific Gravity

The specific gravity of the soil was determined by the principle of displacement of water by soil

solids. This test is determined as per test procedure laid in IS: 2720 (Part 3 and 4).

Atterberg Limits

To understand the plasticity and shrinkage characteristic of the soils, liquid limit, plastic limit and

shrinkage limits were determined. Liquid limit is the moisture content at which soil passes from

plastic stage to liquid state as determined by the liquid limit test. Plastic Limit is the moisture

content at which the soil, becomes too dry to be in a plastic condition as determined by the

Plastic Limit Test. Reduction of moisture content by drying below Shrinkage Limit is not

accompanied by decrease in volume; instead air enters the voids of the system and material

becomes unsaturated. The Liquid Limit and Plastic Limit are determined as per IS: 2720 Part - V

and Shrinkage Limit as per IS: 2720 Part VI.

Natural Moisture Content

This test shall be carried out as per IS: 2720 (Part - II).

Dry Density

Dry Density is determined on undisturbed sample only.

Triaxial Test

Triaxial Shear Tests, (Unconsolidated Undrained & Consolidated Drained), are carried on UDS

& DS samples as per IS: 2720: Part- XII.

Swelling Pressure Test

This test shall be conducted as per Draft Standard circulated by Technical Committee on

Expansive Soils (TC-6) of international Society of Soil Mechanics and Foundation Engineering

Evaluation of Swelling Pressure of Expansive Soil in Laboratory (circulated in November, 1990).


Consolidation

Consolidation test was conducted as per IS 2720 part XV

The following loading stage shall be employed 0, 0.1, 0.25, 1.0, 2.0, 4.0 and 8.0 kg/sq. cm.

From e Vs log p curves, preconsolidation pressure shall be determined to establish whether the

soil is normally consolidated or over consolidated. The point (e.p.) showing initial condition of

the soil under test must be specifically marked on the consolidation curves. Settlement

predictions based on the field virgin compression curve shall only be acceptable. The procedure

adopted in respect of obtaining compression indices from the field curve and that for computing

settlements for the type of clay under consideration shall be clearly illustrated in the report.

It is to be noted that deviations from the standard procedure of performing consolidation test

give in is 2720 are permissible in order to enable computation of settlements based on the

above procedure i.e. cycles (s) of loading unloading shall be employed wherever required.

Standard Proctor Test

Standard Proctor Test was conducted on DS samples collected from Trial Pits as per IS-2720-

1986 Part 7.

California Bearing Ratio(CBR) Test

California Bearing Ratio(CBR)Test was conducted on DS samples collected from Trial Pits as

per IS-2720-1986 Part 16.

Rock Tests:

Specific Gravity

Specific gravity was determined as per procedure laid in IS: 1122.

Porosity

Porosity was determined as per test procedure laid in IS: 1122.

Water Absorption

Water Absorption was determined as per procedure laid in IS: 1124.

Unconfined Compression test

Unconfined Compression Test was determined as per test procedure laid in IS: 9143.

Point load Index

Point load index was determined as per test procedure laid in IS: 8764


Chemical Analysis:

Tests on Soil

Chloride Content, Sulphate content and pH value were determined as per test procedure laid in

IS: 2720 (Part XXVI and Part XXVII).

Tests on Water

Chloride Content, Sulphate content, and pH value were determined as per test procedure laid in

IS: 3025 (Part 24 and Part 32).


SUBSURFACE CONDITIONS

BH No. 1

Layer I

It consists of brownish soil with murrum. It is observed from 0m to 1m below existing ground

level. SPT’s conducted at 1m depth showed N-value as refusal.

Layer II

It consists of slightly weathered amygdaloidal basalt grey. It is observed from 1m to 4m below

existing ground level. The core recovery is in the range of 46% to 54% and RQD varies from

26% to 27%. The Grade of the strata is II as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh basalt grey. It is observed from 4m to 13m below existing ground level. The

core recovery is in the range of 84% to 98% and RQD varies from 67% to 91%. The Grade of

the strata is I as per Appendix A-3, General Notes Table No.3.

The ground water table is struck at 3.2m below existing ground level.

The borehole is terminated at 13m below existing ground level.


BH No. 2

Layer I

It consists of soil with murrum. It is observed from 0m to 1.5m below existing ground level.

SPT’s conducted at 1.5m depth showed N-value as refusal.

Layer II

It consists of completely weathered basalt, grey. It is observed from 1.5m to 10m below existing

ground level. The core recovery is nil and RQD as nil. The Grade of the strata is V as per

Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh basalt grey. It is observed from 10m to 12m below existing ground level. The

core recovery is in the range of 77% to 87% and RQD varies from 8% to 59%. The Grade of the

strata is I as per Appendix A-3, General Notes Table No.3.




BH No. 3

Layer I

It consists of brownish soil with boulders. It is observed from 0m to 1m below existing ground


Layer II

It consists of fresh fractured basalt grey. It is observed from 1m to 10m below existing ground

level. The core recovery is in the range of 65% to 97% and RQD varies from 33% to 81%. The

Grade of the strata is I as per Appendix A-3, General Notes Table No.3.




BH No. 4

Layer I

It consists of brownish soil with murrum. It is observed from 0m to 0.5m below existing ground

level.

Layer II

It consists of completely weathered amygdaloidal basalt, grey. It is observed from 0.5m to 7.5m

below existing ground level. SPT’s conducted at 1m depth showed N-value as refusal. The core

recovery is nil and RQD as nil. The Grade of the strata is V as per Appendix A-3, General Notes

Table No.3.

Layer III

It consists of fresh basalt grey. It is observed from 7.5m to 12m below existing ground level. The






BH No. 5

Layer I

It consists of yellowish brown soil mixed with boulder. It is observed from 0m to 1.5m below

existing ground level. SPT’s conducted at 1.5m depth showed N-value as refusal.

Layer II

It consists of slightly weathered basalt grey. It is observed from 1.5m to 6m below existing

ground level. The core recovery is in the range of 41% to 43% and RQD varies from 28% to

38%. The Grade of the strata is II as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of highly weathered basalt grey. It is observed from 6m to 7.5m below existing

ground level. The core recovery is 23% and RQD as 15%. The Grade of the strata is IV as per



The borehole is terminated at 7.5m below existing ground level.


BH No. 6

Layer I

It consists of brownish soil with murrum. It is observed from 0m to 1.5m below existing ground

level. SPT’s conducted at 1.5m depth showed N-value as refusal.

Layer II

It consists of slightly weathered amygdaloidal basalt grey, brown. It is observed from 1.5m to 3m

below existing ground level. The core recovery is 58% and RQD as 27%. The Grade of the

strata is II as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh amygdaloidal basalt grey, brown. It is observed from 3m to 9m below existing


88%. The Grade of the strata is I as per Appendix A-3, General Notes Table No.3.




BH No. 7

Layer I

It consists of brownish silty clay with gravel. It is observed from 0m to 0.5m below existing

ground level. SPT’s conducted at 0.5m depth showed N-value as refusal.

Layer II

It consists of fresh fractured basalt with white infillings grey. It is observed from 0.5m to 11m

below existing ground level. The core recovery is in the range of 75% to 99% and RQD varies

from 39% to 86%. The Grade of the strata is I as per Appendix A-3, General Notes Table No.3.




BH No. 8

Layer I

It consists of soil with boulder. It is observed from 0m to 1.5m below existing ground level.


Layer II

It consists of fresh fractured basalt brown. It is observed from 1.5m to 6m below existing ground



Layer III

It consists of fresh amygdaloidal basalt brown. It is observed from 6m to 10.5m below existing






BH No. 9

Layer I

It consists of soil with boulder. It is observed from 0m to 0.5m below existing ground level.


Layer II

It consists of slightly weathered fractured basalt grey. It is observed from 0.5m to 2m below

existing ground level. The core recovery is 51% and RQD as 22%. The Grade of the strata is II

as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh amygdaloidal basalt with white infillings, grey. It is observed from 2m to

10.9m below existing ground level. The core recovery is in the range of 65% to 88% and RQD

varies from 9% to 75%. The Grade of the strata is I as per Appendix A-3, General Notes Table

No.3.




BH No. 10

Top 1m layer consists of filled up material.

Layer I

It consists of yellowish silty clay. It is observed from 0m to 6m below existing ground level.

SPT’s conducted at various depths showed N-value as 22 to refusal.

Layer II

It consists of highly weathered fractured basalt grey. It is observed from 6m to 7.5m below

existing ground level. The core recovery is 14% and RQD as nil. The Grade of the strata is IV as

per Appendix A-3, General Notes Table No.3.

Layer III



49%. The Grade of the strata is II as per Appendix A-3, General Notes Table No.3.

Layer IV

It consists of fresh amygdaloidal basalt grey. It is observed from 12m to 15m below existing






BH No. 11


Layer I

It consists of completely weathered basalt, grey. It is observed from 1m to 6m below existing

ground level. SPT’s conducted at various depths showed N-value as refusal. The Grade of the

strata is V as per Appendix A-3, General Notes Table No.3.

Layer II







BH No. 12


Layer I

It consists of silty clay brown. It is observed from 0m to 3.5m below existing ground level. SPT’s

conducted at 3.5m depth showed N-value as refusal.

Layer II

It consists of moderately weathered fractured basalt grey. It is observed from 3.5m to 8m below

existing ground level. The core recovery is in the range of 31% to 39% and RQD varies from 9%

to 27%. The Grade of the strata is III as per Appendix A-3, General Notes Table No.3.

Layer III







BH No. 13

Top 1.5m layer consists of filled up material. SPT’s conducted at 1.5m depth showed N-value as

refusal.

Layer I

It consists of highly weathered basalt grey. It is observed from 1.5m to 2.5m below existing

ground level. The core recovery is 25% and RQD as nil. The Grade of the strata is IV as per


Layer II


ground level. The core recovery is 41% and RQD as nil. The Grade of the strata is II as per


Layer III

It consists of fresh basalt grey. It is observed from 4m to 5.5m below existing ground level. The

core recovery is 86% and RQD as 45%. The Grade of the strata is I as per Appendix A-3,

General Notes Table No.3.

Layer IV

It consists of slightly weathered basalt grey. It is observed from 5.5m to 7.05m below existing

ground level. The core recovery is 54% and RQD as 50%. The Grade of the strata is II as per





BH No. 14

Top 4.5m layer consists of filled up material. SPT’s conducted at various depths showed N-

value as refusal.

Layer I

It consists of highly weathered basalt grey. It is observed from 4.5m to 7m below existing

ground level. The core recovery is in the range of 12% to 13% and RQD as nil. The Grade of

the strata is IV as per Appendix A-3, General Notes Table No.3.

Layer II

It consists of completely weathered basalt grey. It is observed from 7m to 8.5m below existing

ground level. The core recovery is 7% and RQD as nil. The Grade of the strata is V as per


Layer III




Layer III

It consists of fresh basalt grey. It is observed from 10m to 12.1m below existing ground level.

The core recovery is 96% and RQD as 68%. The Grade of the strata is I as per Appendix A-3,





BH No. 15


Layer I

It consists of silty clay brown. It is observed from 0m to 3.5m below existing ground level. SPT’s

conducted at 3.5m depth showed N-value as refusal.

Layer II

It consists of moderately weathered basalt brown. It is observed from 3.5m to 5m below existing

ground level. The core recovery is 29% and RQD as 13%. The Grade of the strata is III as per


Layer III

It consists of fresh basalt grey. It is observed from 5m to 6.5m below existing ground level. The

core recovery is 61% and RQD as 41%. The Grade of the strata is I as per Appendix A-3,


Layer IV

It consists of slightly weathered basalt grey brown. It is observed from 6.5m to 11.9m below


14% to 53%. The Grade of the strata is II as per Appendix A-3, General Notes Table No.3.




BH No. 16

Layer I

It consists of murrum. It is observed from 0m to 2.5m below existing ground level. SPT’s

conducted at various depths showed N-value as refusal.

Layer II




Layer III

It consists of slightly weathered basalt grey. It is observed from 4m to 5.5m below existing

ground level. The core recovery is 55% and RQD as 31%. The Grade of the strata is II as per


Layer IV

It consists of fresh basalt grey. It is observed from 5.5m to 10m below existing ground level. The



Layer V







BH No. 17


Layer I

It consists of yellowish murrum. It is observed from 1m to 3.5m below existing ground level.


Layer II

It consists of completely weathered basalt grey. It is observed from 3.5m to 5m below existing



Layer III

It consists of fresh amygdaloidal basalt grey. It is observed from 5m to 12.5m below existing






BH No. 18


Layer I

It consists of yellowish murrum. It is observed from 1m to 4m below existing ground level. SPT’s

conducted at 3m depth showed N-value as refusal.

Layer II

It consists of moderately weathered basalt grey. It is observed from 4m to 7m below existing

ground level. The core recovery is in the range of 25% to 39% and RQD varies from nil to 21%.

The Grade of the strata is III as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh amygdaloidal basalt grey, red. It is observed from 7m to 11.5m below


67% to 96%. The Grade of the strata is I as per Appendix A-3, General Notes Table No.3.




BH No. 19


Layer I

It consists of yellowish murrum. It is observed from 1m to 4.5m below existing ground level.

SPT’s conducted at various depths showed N-value as refusal.

Layer II


ground level. The core recovery is 18% and RQD varies from nil to 21%. The Grade of the

strata is III as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh amygdaloidal fractured basalt grey. It is observed from 6m to 9m below






BH No. 20


Layer I

It consists of yellowish soil with murrum. It is observed from 1m to 4.5m below existing ground


Layer II

It consists of slightly weathered amygdaloidal fractured basalt grey. It is observed from 4.5m to

6m below existing ground level. The core recovery is 49% and RQD as 32%. The Grade of the

strata is II as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh amygdaloidal fractured basalt grey. It is observed from 6m to 11m below






BH No. 21


Layer I

It consists of moderately weathered basalt grey. It is observed from 1m to 3m below existing

ground level. The core recovery is 39% and RQD as 34%. SPT’s conducted at 1.5m depth

showed N-value as refusal. The Grade of the strata is III as per Appendix A-3, General Notes

Table No.3.

Layer II

It consists of slightly weathered fractured basalt grey. It is observed from 3m to 4.5m below

existing ground level. The core recovery is 53% and RQD as 21%. The Grade of the strata is II

as per Appendix A-3, General Notes Table No.3.

Layer III

It consists of fresh fractured basalt grey. It is observed from 4.5m to 9m below existing ground






BH No. 22

Top 1m layer consists of filled up material (with soil and boulders).

Layer I

It consists of brownish murrum. It is observed from 1m to 1.5m below existing ground level.


Layer II

It consists of completely weathered basalt grey. It is observed from 1.5m to 2.5m below existing



Layer III




Layer IV

It consists of slightly weathered basalt grey. It is observed from 4m to 7m below existing ground


Grade of the strata is II as per Appendix A-3, General Notes Table No.3.

Layer V

It consists of fresh basalt grey, black. It is observed from 7m to 11.5m below existing ground






BH No. 23


Layer I

It consists of yellowish hard murrum. It is observed from 1m to 7.5m below existing ground level.

SPT’s conducted at various depths showed N-value as refusal.

Layer II

It consists of slightly weathered fractured basalt grey. It is observed from 7.5m to 12m below

existing ground level. The core recovery is in the range of 49% to 58% and RQD varies from nil

to 32%. The Grade of the strata is II as per Appendix A-3, General Notes Table No.3.

Layer III




The ground water table is struck at 3m below existing ground level.



RECOMMENDATIONS AND ANALYSIS

Twenty three boreholes were drilled at stipulated locations. The grain size analysis shows

gravel content 3.87%, sand 23.77%, silt 29.57% and clay 42.79%. The Atterberg Limits shows

Liquid limit 56.61%, Plastic limit 28.12%, Shrinkage limit 14.11% and Plasticity index 28.50%.

The Specific gravity is 2.69. The Natural Moisture Content is 23.21%, dry density is 1.53 g/cc,

Wet density is 1.88 g/cc and Void ratio is 0.76.

Rock Properties

The average rock properties for different types of rock are given below :

Test Value

Density (g/cc) 2.72

Water absorption (%) 0.30

Specific gravity 2.75

Porosity (%) 1.16

UCS (kg/cm2) 715

Point Load index (kg/cm2) 34


Chemical Analysis of Soil

Test Value

pH 7.4

CI (%) 0.0839

SO3 (%) 0.0305

Chemical Analysis of Water

Test Value

pH 7.5

CI (ppm) 257

SO3 (ppm) 215

The aggressive chemicals are within the permissible limits (provided in Appendix A3, Table 4).

No extra precautions are required.


GEOLOGICAL SURVEY OF MUMBAI:

Mumbai, Gateway to Asia and the financial capital of the country, is the capital of Maharashtra.

It is the leading port on the west coast of India. Mumbai is built on group of island, lying off the

Konkan coast. On the western side of the city is the broad sweep of the harbour. In land, the city

is framed by the backdrop of the western ghat mountain chains.

Mumbai city has an area of about 69sq.kms. and falls within latitudes 18056’ to 19017’ N and

longitufes 72047’ to 72058’E, in Survey of India toposheet nos.47A and B,F. The city is

surrounded by Arabian sea to the west and Thane district to the east and north. The city is well

connected by terminals of western, central and harbors Railways. It is connected by road to

other parts of the country by National Highway No. 3 (Agra-Mumbai), No. 4 (Mumbai

Bangalore), No. 8 (Mumbai Amritsar) and No. 17 (Mumbai-Goa). The city has two international

airports and safe seaport and has air links to all major capitals of the world.

The city lies on low, flat land a quarter of which is below the sea level. On the either side are low

hills. The eastern hills end in the Nariman point. At the end of the western hills is Malabar hill

which, at only 55 metres above the sea level, is the city’s highest point. Land reclamation

schemes have brought development of the foreshore, but marshes particularly the Thane creek

still covers large area.

Geologically the entire land is occupied by Deccan Basaltic flows and the associated

pyroclastics and the plutonic rocks of upper cretaceous to palaeogene age. The Deccan basalt

of Mumbai Island is considered to be the youngest basalt of Eocene age. Overall the geology

around Mumbai indicates presence of ultrabasic, basic and acid differentiates with intertrappean

beds, agglomerates and tuffs. The ultrabasic differentiates are of limited occurrence. Acid rocks

include rhyolite and quartz trachyte. The agglomerate and tuff include reworked material as

indicated by current bedding and graded bedding. The basalt flows of the area have been

grouped into compound flows (i.e. pahoehoe type), simple flows and flows which do not fall in

the above categories and hence termed as unclassified flows. The basaltic flows are typically of

quartz and hypersthene normative with minor amount of olivine theolites. The lava pile of

Mumbai is inturn intruded by columnar jointed medium grained doleritic dykes.


The Deccan Trap basalt has been classified as Sahyadri Group which has been divided into

three formations viz. the lower most Upper Ratanghar Formation followed by Elephanta

formation and topmost Borivali Formation. The Upper Ratanghar Formation is restricted to two

patches, one from Kurla to Mulund and the other at SE of Kurla. This Formations consists of

simple ‘aa’ type of flows. The middle formation i.e. Elephanta Formation comprising of simple

and compound flows occur as small isolated patches in the SE corner of the city near Thane

creek and covers very negligible area. The rest of the area is covered by rock of Borivali

Formation where it is not occupied by alluvium. Normally, alluvium is restricted to the western

half of the area.

Laterite occure as small isolated patches in the area north and east of Mulund. Bauxite occurs

within the laterite in a irregular shape and is not of any economic importance.


STRUCTUREWISE SAFE BEARING CAPACITY.RECOMMENDATIONS

FOR ISBL AREA

Type Foundation:

As the competent strata is found at shallow depth, OPEN FOUNDATION is recommended for

the proposed site

Safe Bearing Capacity

Safe Bearing Capacity for the borehole at different depths with various widths is given in the

table below:

Sr.

No. STRUCTURE.

Depth

(m) Footing size SBC (t/m2)

Settlement,

(mm)

1 4 1.5 x 1.5 50 6

2 4 2 x 2 50 6

3 4 2.5 x 2.5 50 6

4 4 3 x 3 50 6

5 4 3.5 x 3.5 50 6

6 4 4 x 4 50 6

7 4 4.5 x 4.5 50 6

8 4 5 x 5 50 6

9 4 5.5 x 5.5 50 6

10

Piperack

Structure D

4 6 x 6 50 6

Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 70 6

2 4 2 x 2 70 6

3 4 2.5 x 2.5 70 6

4 4 3 x 3 70 6

5 4 3.5 x 3.5 70 6

6 4 4 x 4 70 6

7 4 4.5 x 4.5 70 6

8 4 5 x 5 70 6

9 4 5.5 x 5.5 70 6

10

Piperack

Structure E

4 6 x 6 70 6


Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 70 6

2 4 2 x 2 70 6

3 4 2.5 x 2.5 70 6

4 4 3 x 3 70 6

5 4 3.5 x 3.5 70 6

6 4 4 x 4 70 6

7 4 4.5 x 4.5 70 6

8 4 5 x 5 70 6

9 4 5.5 x 5.5 70 6

10

Piperack

Structure F

4 6 x 6 70 6

Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 50 6

2 4 2 x 2 50 6

3 4 2.5 x 2.5 50 6

4 4 3 x 3 50 6

5 4 3.5 x 3.5 50 6

6 4 4 x 4 50 6

7 4 4.5 x 4.5 50 6

8 4 5 x 5 50 6

9 4 5.5 x 5.5 50 6

10

Technical

Structure A

4 6 x 6 50 6


Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 100 6

2 4 2 x 2 100 6

3 4 2.5 x 2.5 100 6

4 4 3 x 3 100 6

5 4 3.5 x 3.5 100 6

6 4 4 x 4 100 6

7 4 4.5 x 4.5 100 6

8 4 5 x 5 100 6

9 4 5.5 x 5.5 100 6

10

PSA Package

4 6 x 6 100 6

Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 5 1.5 x 1.5 30 6

2 5 2 x 2 30 6

3 5 2.5 x 2.5 30 6

4 5 3 x 3 30 6

5 5 3.5 x 3.5 30 6

6 5 4 x 4 30 6

7 5 4.5 x 4.5 30 6

8 5 5 x 5 30 6

9 5 5.5 x 5.5 30 6

10

Open

Foundations

Between

Compressor

H3 & Piperack

Structure D

5 6 x 6 30 6


RAFT FOUNDATION

SBC for Raft foundation is calculated at different locations at various depths and

is given below.

Sr.

No. STRUCTURE

Depth

(m)

Raft Size

(m2)

SBC

(t/m2)

Settlement

(mm)

Subgrade

Modulus

(Kg/cm3)

1 Piperack

Structure D 4 10x10 50 6 6

2 Piperack

Structure E 4 10x10 70 6 8

3 Piperack

Structure F 4 10x10 70 6 8

4 Technical

Structure A 4 10x10 50 6 6

5 PSA Package 4 10x10 100 6 12


STRUCTUREWISE SAFE BEARING CAPACITY.RECOMMENDATIONS

FOR OSBL AREA

Type Foundation:


the proposed site



table below:

Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 30 6

2 4 2 x 2 30 6

3 4 2.5 x 2.5 30 6

4 4 3 x 3 30 6

5 4 3.5 x 3.5 30 6

6 4 4 x 4 30 6

7 4 4.5 x 4.5 30 6

8 4 5 x 5 30 6

9 4 5.5 x 5.5 30 6

10

RMP Control

Room

4 6 x 6 30 6

Sr.

No. STRUCTURE.

Depth


Settlement,

(mm)

1 4 1.5 x 1.5 40 6

2 4 2 x 2 40 6

3 4 2.5 x 2.5 40 6

4 4 3 x 3 40 6

5 4 3.5 x 3.5 40 6

6 4 4 x 4 40 6

7 4 4.5 x 4.5 40 6

8 4 5 x 5 40 6

9 4 5.5 x 5.5 40 6

10

Sub Station

4 6 x 6 40 6


SAFE BEARING CAPACITY OF ROCK

The Safe bearing capacity on rock strata given in the recommendations tables is based on IS

12070 (IS code for shallow foundation for rock) and engineering judgment.

TYPE OF CEMENT

Even though the aggressive chemicals are within the permissible limits as per IS 456 – 2000, it

is recommended to use OPC cement of 53 grade with suitable admixture in the concrete.


STRUCTURE A

Type Foundation:


the proposed site

Net Safe Bearing Capacity

Net Safe Bearing Capacity for the borehole at different depths with various widths is given in the

table below:

Sr.

No. BH No. Depth (m)

Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14 4.39

2 1 2 13.7 5.34

3 1 2.5 13.56 6.32

4 1 3 13.44 7.28

5 1 3.5 13.37 8.24

6 1 4 13.33 9.19

7 1 4.5 13.3 10.14

8 1 5 13.28 11.00

9 1 5.5 13.27 12.02

10

12

1 6 13.27 12.96

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14.98 3.95

2 1.5 2 14.48 4.96

3 1.5 2.5 14.19 5.95

4 1.5 3 14.01 6.93

5 1.5 3.5 13.89 7.90

6 1.5 4 13.81 8.87

7 1.5 4.5 13.75 9.82

8 1.5 5 13.71 10.78

9 1.5 5.5 13.68 11.72

10

12

1.5 6 13.66 12.67


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 15.9 4.04

2 2 2 15.23 5.04

3 2 2.5 15.83 6.02

4 2 3 14.58 6.99

5 2 3.5 14.41 7.96

6 2 4 14.29 8.92

7 2 4.5 14.20 9.87

8 2 5 14.13 10.81

9 2 5.5 14.09 11.77

10

12

2 6 14.05 12.70

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 16.82 4.15

2 2.5 2 15.97 5.13

3 2.5 2.5 15.47 6.1

4 2.5 3 15.15 7.07

5 2.5 3.5 14.93 8.03

6 2.5 4 14.77 8.99

7 2.5 4.5 14.65 9.93

8 2.5 5 14.56 10.88

9 2.5 5.5 14.50 11.83

10

12

2.5 6 14.44 12.76


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 17.74 4.28

2 3 2 16.71 5.24

3 3 2.5 16.11 6.21

4 3 3 15.72 7.16

5 3 3.5 15.44 8.11

6 3 4 15.25 9.07

7 3 4.5 15.10 10.01

8 3 5 14.99 10.96

9 3 5.5 14.98 11.89

10

12

3 6 14.84 12.83

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 50 6

2 3.5 2 50 6

3 3.5 2.5 50 6

4 3.5 3 50 6

5 3.5 3.5 50 6

6 3.5 4 50 6

7 3.5 4.5 50 6

8 3.5 5 50 6

9 3.5 5.5 50 6

10

12

3.5 6 50 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 50 6

2 4 2 50 6

3 4 2.5 50 6

4 4 3 50 6

5 4 3.5 50 6

6 4 4 50 6

7 4 4.5 50 6

8 4 5 50 6

9 4 5.5 50 6

10

12

4 6 50 6

RAFT FOUNDATION

Net SBC for Raft foundation is calculated at different locations at various depths

and is given below.

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 12 1 10 13.36 20.43 1.6

2 12 1.5 10 13.68 20.17 1.64

3 12 2 10 14.01 20.23 1.68

4 12 2.5 10 14.33 20.29 1.72

5 12 3 10 14.65 20.35 1.76

6 12 3.5 10 50 6 6

7 12 4 10 50 6 6

NOTE :

Strata should be check during actual excavation of foundation pits.


FIRE HEATER 1

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 12.56 3.85

2 1 2 12.43 4.75

3 1 2.5 12.39 5.67

4 1 3 12.41 6.62

5 1 3.5 12.46 7.75

6 1 4 12.52 8.53

7 1 4.5 12.6 9.51

8 1 5 12.68 10.49

9 1 5.5 12.78 11.50

10

13

1 6 12.87 12.50

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 13.91 3.61

2 1.5 2 13.63 4.61

3 1.5 2.5 13.51 5.61

4 1.5 3 13.47 6.61

5 1.5 3.5 13.48 7.62

6 1.5 4 13.51 8.64

7 1.5 4.5 13.57 9.61

8 1.5 5 13.63 10.7

9 1.5 5.5 13.71 11.75

10

13

1.5 6 13.79 12.81


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 40 6

2 2 2 40 6

3 2 2.5 40 6

4 2 3 40 6

5 2 3.5 40 6

6 2 4 40 6

7 2 4.5 40 6

8 2 5 40 6

9 2 5.5 40 6

10

13

2 6 40 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 40 6

2 2.5 2 40 6

3 2.5 2.5 40 6

4 2.5 3 40 6

5 2.5 3.5 40 6

6 2.5 4 40 6

7 2.5 4.5 40 6

8 2.5 5 40 6

9 2.5 5.5 40 6

10

13

2.5 6 40 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 70 6

2 3 2 70 6

3 3 2.5 70 6

4 3 3 70 6

5 3 3.5 70 6

6 3 4 70 6

7 3 4.5 70 6

8 3 5 70 6

9 3 5.5 70 6

10

13

3 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 70 6

2 3.5 2 70 6

3 3.5 2.5 70 6

4 3.5 3 70 6

5 3.5 3.5 70 6

6 3.5 4 70 6

7 3.5 4.5 70 6

8 3.5 5 70 6

9 3.5 5.5 70 6

10

13

3.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 70 6

2 4 2 70 6

3 4 2.5 70 6

4 4 3 70 6

5 4 3.5 70 6

6 4 4 70 6

7 4 4.5 70 6

8 4 5 70 6

9 4 5.5 70 6

10

13

4 6 70 6

RAFT FOUNDATION


and is given below.

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 13 1 10 13.73 21.09 1.65

2 13 1.5 10 14.59 21.75 1.75

3 13 2 10 40 6 4.8

4 13 2.5 10 40 6 4.8

5 13 3 10 70 6 8.4

6 13 3.5 10 70 6 8.4

7 13 4 10 70 6 8.4

NOTE :



OPEN FOUNDATION BETWEEN PIPE RACK STRUCTURE D AND COMPRESSOR HOUSE 3

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 13.91 4.36

2 1 2 13.61 5.30

3 1 2.5 13.44 6.26

4 1 3 13.34 7.21

5 1 3.5 13.28 8.17

6 1 4 13.24 9.12

7 1 4.5 13.22 10.07

8 1 5 13.21 11.01

9 1 5.5 13.20 11.95

10

14

1 6 13.21 12.89

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14.85 3.91

2 1.5 2 14.37 4.91

3 1.5 2.5 14.10 5.9

4 1.5 3 13.93 6.88

5 1.5 3.5 13.82 7.88

6 1.5 4 13.75 8.82

7 1.5 4.5 13.70 9.78

8 1.5 5 13.67 10.74

9 1.5 5.5 13.65 11.68

10

14

1.5 6 13.63 12.63


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 15.78 4

2 2 2 15.14 5

3 2 2.5 14.77 5.99

4 2 3 14.53 6.96

5 2 3.5 14.37 7.93

6 2 4 14.26 8.89

7 2 4.5 14.18 9.85

8 2 5 14.12 10.8

9 2 5.5 14.09 11.77

10

14

2 6 14.06 12.72

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 16.72 4.12

2 2.5 2 15.9 5.10

3 2.5 2.5 15.43 6.08

4 2.5 3 15.12 7.05

5 2.5 3.5 14.92 8.02

6 2.5 4 14.77 8.98

7 2.5 4.5 14.66 9.94

8 2.5 5 14.58 10.90

9 2.5 5.5 14.52 11.86

10

14

2.5 6 14.48 12.8


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 17.65 4.25

2 3 2 16.67 5.23

3 3 2.5 16.09 6.20

4 3 3 15.72 7.16

5 3 3.5 15.46 8.13

6 3 4 15.28 9.09

7 3 4.5 15.14 10.04

8 3 5 15.04 11.00

9 3 5.5 14.97 11.96

10

14

3 6 14.91 12.98

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 18.59 4.39

2 3.5 2 17.43 5.35

3 3.5 2.5 16.75 6.32

4 3.5 3 16.31 7.28

5 3.5 3.5 16.01 8.22

6 3.5 4 15.79 9.20

7 3.5 4.5 15.63 10.16

8 3.5 5 15.50 11.12

9 3.5 5.5 15.41 12.08

10

14

3.5 6 15.33 13.02


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 19.52 4.53

2 4 2 18.20 5.49

3 4 2.5 17.42 6.45

4 4 3 16.91 7.41

5 4 3.5 16.56 8.37

6 4 4 16.3 9.33

7 4 4.5 16.11 10.28

8 4 5 15.96 11.24

9 4 5.5 15.85 12.20

10

14

4 6 15.76 13.15

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 30 6

2 5 2 30 6

3 5 2.5 30 6

4 5 3 30 6

5 5 3.5 30 6

6 5 4 30 6

7 5 4.5 30 6

8 5 5 30 6

9 5 5.5 30 6

10

14

5 6 30 6


RAFT FOUNDATION


and is given below.

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 14 1 10 13.35 20.41 1.60

2 14 1.5 10 13.71 20.22 1.65

3 14 2 10 14.07 20.33 1.69

4 14 2.5 10 14.42 20.44 1.73

5 14 3 10 14.78 20.57 1.77

6 14 3.5 10 15.14 20.71 1.82

7 14 4 10 15.49 20.84 1.86

NOTE :



CBD PIT

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 13.58 4.23

2 1 2 13.31 5.16

3 1 2.5 13.16 6.16

4 1 3 13.08 7.05

5 1 3.5 13.04 7.99

6 1 4 13.02 8.94

7 1 4.5 13.01 9.88

8 1 5 13.02 10.83

9 1 5.5 13.03 11.77

10

15

1 6 13.05 12.71

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14.61 3.83

2 1.5 2 14.17 4.83

3 1.5 2.5 13.92 5.81

4 1.5 3 13.77 6.79

5 1.5 3.5 13.68 7.76

6 1.5 4 13.62 8.72

7 1.5 4.5 13.59 9.69

8 1.5 5 13.57 10.65

9 1.5 5.5 13.58 11.62

10

15

1.5 6 13.60 12.60


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 15.66 3.97

2 2 2 15.04 4.97

3 2 2.5 14.69 5.95

4 2 3 14.47 6.92

5 2 3.5 14.33 7.90

6 2 4 14.25 8.80

7 2 4.5 14.19 9.85

8 2 5 14.14 10.82

9 2 5.5 14.11 11.79

10

15

2 6 14.10 12.76

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 16.73 4.13

2 2.5 2 15.93 5.12

3 2.5 2.5 15.47 6.10

4 2.5 3 15.18 7.44

5 2.5 3.5 14.99 8.07

6 2.5 4 14.86 9.05

7 2.5 4.5 14.07 10.03

8 2.5 5 14.70 11

9 2.5 5.5 14.66 11.99

10

15

2.5 6 14.63 12.96


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 17.82 4.3

2 3 2 16.84 5.29

3 3 2.5 16.27 6.28

4 3 3 15.90 7.27

5 3 3.5 15.66 8.26

6 3 4 15.49 9.24

7 3 4.5 15.37 10.23

8 3 5 15.28 11.22

9 3 5.5 15.21 12.22

10

15

3 6 15.17 13.19

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 50 6

2 3.5 2 50 6

3 3.5 2.5 50 6

4 3.5 3 50 6

5 3.5 3.5 50 6

6 3.5 4 50 6

7 3.5 4.5 50 6

8 3.5 5 50 6

9 3.5 5.5 50 6

10

15

3.5 6 50 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 50 6

2 4 2 50 6

3 4 2.5 50 6

4 4 3 50 6

5 4 3.5 50 6

6 4 4 50 6

7 4 4.5 50 6

8 4 5 50 6

9 4 5.5 50 6

10

15

4 6 50 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 7 1.5 70 6

2 7 2 70 6

3 7 2.5 70 6

4 7 3 70 6

5 7 3.5 70 6

6 7 4 70 6

7 7 4.5 70 6

8 7 5 70 6

9 7 5.5 70 6

10

15

7 6 70 6

Refer above table Net SBC for a depth 4.50 to 6.50m level (70t/m2).


RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 15 1 10 13.31 20.34 1.59

2 15 1.5 10 13.77 20.33 1.65

3 15 2 10 14.23 20.61 1.71

4 15 2.5 10 14.69 20.90 1.76

5 15 3 10 15.15 21.19 1.82

6 15 3.5 10 50 6 6

7 15 4 10 50 6 6

NOTE :



PSA PACKAGE AND BATTERY LIMIT PIPE RACK

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 12.10 3.63

2 1 2 12.0 4.5

3 1 2.5 12.0 5.39

4 1 3 12.06 6.32

5 1 3.5 12.15 7.27

6 1 4 12.24 8.22

7 1 4.5 12.35 9.19

8 1 5 12.46 10.17

9 1 5.5 12.58 11.17

10

8

1 6 12.71 12.20

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 13.57 3.45

2 1.5 2 13.34 4.43

3 1.5 2.5 13.37 5.47

4 1.5 3 13.27 6.42

5 1.5 3.5 13.31 7.42

6 1.5 4 13.37 8.43

7 1.5 4.5 13.46 9.47

8 1.5 5 13.55 10.51

9 1.5 5.5 13.66 11.58

10

8

1.5 6 13.77 12.65


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 100 6

2 2 2 100 6

3 2 2.5 100 6

4 2 3 100 6

5 2 3.5 100 6

6 2 4 100 6

7 2 4.5 100 6

8 2 5 100 6

9 2 5.5 100 6

10

8

2 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 100 6

2 2.5 2 100 6

3 2.5 2.5 100 6

4 2.5 3 100 6

5 2.5 3.5 100 6

6 2.5 4 100 6

7 2.5 4.5 100 6

8 2.5 5 100 6

9 2.5 5.5 100 6

10

8

2.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 100 6

2 3 2 100 6

3 3 2.5 100 6

4 3 3 100 6

5 3 3.5 100 6

6 3 4 100 6

7 3 4.5 100 6

8 3 5 100 6

9 3 5.5 100 6

10

8

3 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

8

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

8

4 6 100 6

NOTE :



FIRE HEATER 2

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 100 6

2 1 2 100 6

3 1 2.5 100 6

4 1 3 100 6

5 1 3.5 100 6

6 1 4 100 6

7 1 4.5 100 6

8 1 5 100 6

9 1 5.5 100 6

10

7

1 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 100 6

2 1.5 2 100 6

3 1.5 2.5 100 6

4 1.5 3 100 6

5 1.5 3.5 100 6

6 1.5 4 100 6

7 1.5 4.5 100 6

8 1.5 5 100 6

9 1.5 5.5 100 6

10

7

1.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 100 6

2 2 2 100 6

3 2 2.5 100 6

4 2 3 100 6

5 2 3.5 100 6

6 2 4 100 6

7 2 4.5 100 6

8 2 5 100 6

9 2 5.5 100 6

10

7

2 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 100 6

2 2.5 2 100 6

3 2.5 2.5 100 6

4 2.5 3 100 6

5 2.5 3.5 100 6

6 2.5 4 100 6

7 2.5 4.5 100 6

8 2.5 5 100 6

9 2.5 5.5 100 6

10

7

2.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 100 6

2 3 2 100 6

3 3 2.5 100 6

4 3 3 100 6

5 3 3.5 100 6

6 3 4 100 6

7 3 4.5 100 6

8 3 5 100 6

9 3 5.5 100 6

10

7

3 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

7

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

7

4 6 100 6

NOTE :



PIPE RACK STRUCTURE E, F AND G

Type Foundation:


the proposed site



table below:

Sr.

No. BH No. Depth (m) Footing size SBC (t/m2)

Settlement,

mm

1 1 1.5 x 1.5 70 6

2 1 2 x 2 70 6

3 1 2.5 x 2.5 70 6

4 1 3 x 3 70 6

5 1 3.5 x 3.5 70 6

6 1 4 x 4 70 6

7 1 4.5 x 4.5 70 6

8 1 5 x 5 70 6

9 1 5.5 x 5.5 70 6

10

9

1 6 x 6 70 6

Sr.

No. BH No. Depth (m) Footing size SBC (t/m2)

Settlement,

mm

1 1.5 1.5 x 1.5 70 6

2 1.5 2 x 2 70 6

3 1.5 2.5 x 2.5 70 6

4 1.5 3 x 3 70 6

5 1.5 3.5 x 3.5 70 6

6 1.5 4 x 4 70 6

7 1.5 4.5 x 4.5 70 6

8 1.5 5 x 5 70 6

9 1.5 5.5 x 5.5 70 6

10

9

1.5 6 x 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 70 6

2 2 2 70 6

3 2 2.5 70 6

4 2 3 70 6

5 2 3.5 70 6

6 2 4 70 6

7 2 4.5 70 6

8 2 5 70 6

9 2 5.5 70 6

10

9

2 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 100 6

2 2.5 2 100 6

3 2.5 2.5 100 6

4 2.5 3 100 6

5 2.5 3.5 100 6

6 2.5 4 100 6

7 2.5 4.5 100 6

8 2.5 5 100 6

9 2.5 5.5 100 6

10

9

2.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 100 6

2 3 2 100 6

3 3 2.5 100 6

4 3 3 100 6

5 3 3.5 100 6

6 3 4 100 6

7 3 4.5 100 6

8 3 5 100 6

9 3 5.5 100 6

10

9

3 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

9

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

9

4 6 100 6

NOTE :



STRUCTURE B

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 24 8

2 1 2 25 11

3 1 2.5 25.5 13.5

4 1 3 26 16

5 1 3.5 26.7 19

6 1 4 27 21

7 1 4.5 28 24

8 1 5 26.5 25

9 1 5.5 25 25

10

6

1 6 23.5 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 29 8

2 1.5 2 29 11

3 1.5 2.5 29.5 14

4 1.5 3 30 17

5 1.5 3.5 30.5 20

6 1.5 4 31 23

7 1.5 4.5 30 25

8 1.5 5 28 25

9 1.5 5.5 26 25

10

6

1.5 6 24.5 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 70 6

2 2 2 70 6

3 2 2.5 70 6

4 2 3 70 6

5 2 3.5 70 6

6 2 4 70 6

7 2 4.5 70 6

8 2 5 70 6

9 2 5.5 70 6

10

6

2 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 70 6

2 2.5 2 70 6

3 2.5 2.5 70 6

4 2.5 3 70 6

5 2.5 3.5 70 6

6 2.5 4 70 6

7 2.5 4.5 70 6

8 2.5 5 70 6

9 2.5 5.5 70 6

10

6

2.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 70 6

2 3 2 70 6

3 3 2.5 70 6

4 3 3 70 6

5 3 3.5 70 6

6 3 4 70 6

7 3 4.5 70 6

8 3 5 70 6

9 3 5.5 70 6

10

6

3 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

6

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

6

4 6 100 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 6 3 10 70 6 8.4

2 6 3 15 70 6 8.4

NOTE :



STRUCTURE C

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14.16 4.45

2 1 2 13.83 5.40

3 1 2.5 13.63 6.36

4 1 3 13.51 7.33

5 1 3.5 13.43 8.28

6 1 4 13.38 9.23

7 1 4.5 13.34 10.18

8 1 5 13.32 11.12

9 1 5.5 13.30 12.05

10

02

1 6 13.29 12.98

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15.07 3.98

2 1.5 2 14.55 4.99

3 1.5 2.5 14.25 5.98

4 1.5 3 14.05 6.96

5 1.5 3.5 13.92 7.92

6 1.5 4 13.83 8.88

7 1.5 4.5 13.76 9.83

8 1.5 5 13.71 10.78

9 1.5 5.5 13.68 11.75

10

02

1.5 6 13.65 12.65


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 30 6

2 2 2 30 6

3 2 2.5 30 6

4 2 3 30 6

5 2 3.5 30 6

6 2 4 30 6

7 2 4.5 30 6

8 2 5 30 6

9 2 5.5 30 6

10

02

2 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 30 6

2 2.5 2 30 6

3 2.5 2.5 30 6

4 2.5 3 30 6

5 2.5 3.5 30 6

6 2.5 4 30 6

7 2.5 4.5 30 6

8 2.5 5 30 6

9 2.5 5.5 30 6

10

02

2.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 30 6

2 3 2 30 6

3 3 2.5 30 6

4 3 3 30 6

5 3 3.5 30 6

6 3 4 30 6

7 3 4.5 30 6

8 3 5 30 6

9 3 5.5 30 6

10

02

3 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 30 6

2 3.5 2 30 6

3 3.5 2.5 30 6

4 3.5 3 30 6

5 3.5 3.5 30 6

6 3.5 4 30 6

7 3.5 4.5 30 6

8 3.5 5 30 6

9 3.5 5.5 30 6

10

02

3.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 30 6

2 4 2 30 6

3 4 2.5 30 6

4 4 3 30 6

5 4 3.5 30 6

6 4 4 30 6

7 4 4.5 30 6

8 4 5 30 6

9 4 5.5 30 6

10

02

4 6 30 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 2 2 10 30 6 3.6

2 2 2 15 30 6 3.6

NOTE :



PIPE RACK STRUCTURE D

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 30 6

2 1 2 30 6

3 1 2.5 30 6

4 1 3 30 6

5 1 3.5 30 6

6 1 4 30 6

7 1 4.5 30 6

8 1 5 30 6

9 1 5.5 30 6

10

11

1 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 30 6

2 1.5 2 30 6

3 1.5 2.5 30 6

4 1.5 3 30 6

5 1.5 3.5 30 6

6 1.5 4 30 6

7 1.5 4.5 30 6

8 1.5 5 30 6

9 1.5 5.5 30 6

10

11

1.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 30 6

2 2 2 30 6

3 2 2.5 30 6

4 2 3 30 6

5 2 3.5 30 6

6 2 4 30 6

7 2 4.5 30 6

8 2 5 30 6

9 2 5.5 30 6

10

11

2 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 30 6

2 2.5 2 30 6

3 2.5 2.5 30 6

4 2.5 3 30 6

5 2.5 3.5 30 6

6 2.5 4 30 6

7 2.5 4.5 30 6

8 2.5 5 30 6

9 2.5 5.5 30 6

10

11

2.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 30 6

2 3 2 30 6

3 3 2.5 30 6

4 3 3 30 6

5 3 3.5 30 6

6 3 4 30 6

7 3 4.5 30 6

8 3 5 30 6

9 3 5.5 30 6

10

11

3 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 30 6

2 3.5 2 30 6

3 3.5 2.5 30 6

4 3.5 3 30 6

5 3.5 3.5 30 6

6 3.5 4 30 6

7 3.5 4.5 30 6

8 3.5 5 30 6

9 3.5 5.5 30 6

10

11

3.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 30 6

2 4 2 30 6

3 4 2.5 30 6

4 4 3 30 6

5 4 3.5 30 6

6 4 4 30 6

7 4 4.5 30 6

8 4 5 30 6

9 4 5.5 30 6

10

11

4 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 30 6

2 5 2 30 6

3 5 2.5 30 6

4 5 3 30 6

5 5 3.5 30 6

6 5 4 30 6

7 5 4.5 30 6

8 5 5 30 6

9 5 5.5 30 6

10

11

5 6 30 6


RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 11 2 10 30 6 3.6

2 11 2 15 30 6 3.6

NOTE :



FLARE PIPE RACK

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14.16 4.45

2 1 2 13.83 5.40

3 1 2.5 13.63 6.36

4 1 3 13.51 7.33

5 1 3.5 13.43 8.28

6 1 4 13.38 9.23

7 1 4.5 13.34 10.18

8 1 5 13.32 11.12

9 1 5.5 13.30 12.05

10

02

1 6 13.29 12.98

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15.07 3.98

2 1.5 2 14.55 4.99

3 1.5 2.5 14.25 5.98

4 1.5 3 14.05 6.96

5 1.5 3.5 13.92 7.92

6 1.5 4 13.83 8.88

7 1.5 4.5 13.76 9.83

8 1.5 5 13.71 10.78

9 1.5 5.5 13.68 11.75

10

02

1.5 6 13.65 12.65


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 30 6

2 2 2 30 6

3 2 2.5 30 6

4 2 3 30 6

5 2 3.5 30 6

6 2 4 30 6

7 2 4.5 30 6

8 2 5 30 6

9 2 5.5 30 6

10

02

2 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 30 6

2 2.5 2 30 6

3 2.5 2.5 30 6

4 2.5 3 30 6

5 2.5 3.5 30 6

6 2.5 4 30 6

7 2.5 4.5 30 6

8 2.5 5 30 6

9 2.5 5.5 30 6

10

02

2.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 30 6

2 3 2 30 6

3 3 2.5 30 6

4 3 3 30 6

5 3 3.5 30 6

6 3 4 30 6

7 3 4.5 30 6

8 3 5 30 6

9 3 5.5 30 6

10

02

3 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 30 6

2 3.5 2 30 6

3 3.5 2.5 30 6

4 3.5 3 30 6

5 3.5 3.5 30 6

6 3.5 4 30 6

7 3.5 4.5 30 6

8 3.5 5 30 6

9 3.5 5.5 30 6

10

02

3.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 30 6

2 4 2 30 6

3 4 2.5 30 6

4 4 3 30 6

5 4 3.5 30 6

6 4 4 30 6

7 4 4.5 30 6

8 4 5 30 6

9 4 5.5 30 6

10

02

4 6 30 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 2 2 10 30 6 3.6

2 2 2 15 30 6 3.6

NOTE :



E - W PIPE RACK

Type Foundation:


the proposed site

Net Safe Bearing Capacity (For R to J grid)


table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14 17

2 1 2 13 20

3 1 2.5 13 22

4 1 3 13 25

5 1 3.5 13 25

6 1 4 12 23

7 1 4.5 12 25

8 1 5 11 24

9 1 5.5 11 25

10

10

1 6 10 24

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15 17

2 1.5 2 14 19

3 1.5 2.5 14 22

4 1.5 3 14 22

5 1.5 3.5 14 23

6 1.5 4 14 25

7 1.5 4.5 13 25

8 1.5 5 12 25

9 1.5 5.5 12 25

10

10

1.5 6 11 24


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 16 17

2 2 2 15 19

3 2 2.5 15 19

4 2 3 14 19

5 2 3.5 14 21

6 2 4 14 23

7 2 4.5 14 25

8 2 5 13 24

9 2 5.5 13 25

10

10

2 6 12 24

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 17 16

2 2.5 2 16 15

3 2.5 2.5 15 16

4 2.5 3 15 19

5 2.5 3.5 15 20

6 2.5 4 15 22

7 2.5 4.5 15 24

8 2.5 5 15 25

9 2.5 5.5 14 25

10

10

2.5 6 13 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 18 12

2 3 2 17 14

3 3 2.5 16 15

4 3 3 16 17

5 3 3.5 16 19

6 3 4 15 19

7 3 4.5 15 21

8 3 5 15 24

9 3 5.5 15 25

10

10

3 6 14 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 19 10

2 3.5 2 17 11

3 3.5 2.5 16 12

4 3.5 3 16 15

5 3.5 3.5 16 17

6 3.5 4 16 19

7 3.5 4.5 16 22

8 3.5 5 16 24

9 3.5 5.5 15 24

10

10

3.5 6 14 24


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 20 9

2 4 2 18 11

3 4 2.5 18 13

4 4 3 17 15

5 4 3.5 17 17

6 4 4 16 18

7 4 4.5 16 20

8 4 5 16 22

9 4 5.5 16 25

10

10

4 6 15 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 20 4

2 5 2 18.7 5

3 5 2.5 17.8 6

4 5 3 17 7

5 5 3.5 16.60 8

6 5 4 16.30 9

7 5 4.5 16 10

8 5 5 16 11

9 5 5.5 16 12

10

10

5 6 15.6 12


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 6 1.5 40 6

2 6 2 40 6

3 6 2.5 40 6

4 6 3 40 6

5 6 3.5 40 6

6 6 4 40 6

7 6 4.5 40 6

8 6 5 40 6

9 6 5.5 40 6

10

10

6 6 40 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 10 4 10 19 14.6 2.2

2 10 6 10 40 6 4.8

NOTE :



E - W PIPE RACK

Type Foundation:


the proposed site

Net Safe Bearing Capacity (For A to G grid)


table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 35 6

2 1 2 35 6

3 1 2.5 35 6

4 1 3 35 6

5 1 3.5 35 6

6 1 4 35 6

7 1 4.5 35 6

8 1 5 35 6

9 1 5.5 35 6

10

11

1 6 35 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 35 6

2 1.5 2 35 6

3 1.5 2.5 35 6

4 1.5 3 35 6

5 1.5 3.5 35 6

6 1.5 4 35 6

7 1.5 4.5 35 6

8 1.5 5 35 6

9 1.5 5.5 35 6

10

11

1.5 6 35 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 35 6

2 2 2 35 6

3 2 2.5 35 6

4 2 3 35 6

5 2 3.5 35 6

6 2 4 35 6

7 2 4.5 35 6

8 2 5 35 6

9 2 5.5 35 6

10

11

2 6 35 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 35 6

2 2.5 2 35 6

3 2.5 2.5 35 6

4 2.5 3 35 6

5 2.5 3.5 35 6

6 2.5 4 35 6

7 2.5 4.5 35 6

8 2.5 5 35 6

9 2.5 5.5 35 6

10

11

2.5 6 35 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 35 6

2 3 2 35 6

3 3 2.5 35 6

4 3 3 35 6

5 3 3.5 35 6

6 3 4 35 6

7 3 4.5 35 6

8 3 5 35 6

9 3 5.5 35 6

10

11

3 6 35 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 35 6

2 3.5 2 35 6

3 3.5 2.5 35 6

4 3.5 3 35 6

5 3.5 3.5 35 6

6 3.5 4 35 6

7 3.5 4.5 35 6

8 3.5 5 35 6

9 3.5 5.5 35 6

10

11

3.5 6 35 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 35 6

2 4 2 35 6

3 4 2.5 35 6

4 4 3 35 6

5 4 3.5 35 6

6 4 4 35 6

7 4 4.5 35 6

8 4 5 35 6

9 4 5.5 35 6

10

11

4 6 35 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 11 4 10 35 6 4.2

NOTE :



COMPRESSOR HOUSE 1

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 11.7 3

2 1 2 12 4

3 1 2.5 13.5 6

4 1 3 14.3 7

5 1 3.5 15.2 9.5

6 1 4 16 11

7 1 4.5 17 13

8 1 5 18 16

9 1 5.5 19 18

10

16

1 6 20 21

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 16 4

2 1.5 2 17 6

3 1.5 2.5 18 8

4 1.5 3 19 10

5 1.5 3.5 20 12

6 1.5 4 21 14

7 1.5 4.5 21.5 17

8 1.5 5 22.5 19

9 1.5 5.5 23 22

10

16

1.5 6 24 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 21 6

2 2 2 22 8

3 2 2.5 23 10

4 2 3 23 12

5 2 3.5 24 15

6 2 4 25 17

7 2 4.5 26 20

8 2 5 27 23

9 2 5.5 26.5 25

10

16

2 6 25 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 26 7

2 2.5 2 27 10

3 2.5 2.5 27 12

4 2.5 3 28 15

5 2.5 3.5 29 18

6 2.5 4 30 21

7 2.5 4.5 31 24

8 2.5 5 29 25

9 2.5 5.5 27 25

10

16

2.5 6 26 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 40 6

2 3 2 40 6

3 3 2.5 40 6

4 3 3 40 6

5 3 3.5 40 6

6 3 4 40 6

7 3 4.5 40 6

8 3 5 40 6

9 3 5.5 40 6

10

16

3 6 40 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 40 6

2 3.5 2 40 6

3 3.5 2.5 40 6

4 3.5 3 40 6

5 3.5 3.5 40 6

6 3.5 4 40 6

7 3.5 4.5 40 6

8 3.5 5 40 6

9 3.5 5.5 40 6

10

16

3.5 6 40 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 40 6

2 4 2 40 6

3 4 2.5 40 6

4 4 3 40 6

5 4 3.5 40 6

6 4 4 40 6

7 4 4.5 40 6

8 4 5 40 6

9 4 5.5 40 6

10

16

4 6 40 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 16 3 10 40 6 4.8

2 16 3 15 40 6 4.8

NOTE :



COMPRESSOR HOUSE 2

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 12.10 3.63

2 1 2 12.0 4.5

3 1 2.5 12.0 5.39

4 1 3 12.06 6.32

5 1 3.5 12.15 7.27

6 1 4 12.24 8.22

7 1 4.5 12.35 9.19

8 1 5 12.46 10.17

9 1 5.5 12.58 11.17

10

8

1 6 12.71 12.20

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 13.57 3.45

2 1.5 2 13.34 4.43

3 1.5 2.5 13.37 5.47

4 1.5 3 13.27 6.42

5 1.5 3.5 13.31 7.42

6 1.5 4 13.37 8.43

7 1.5 4.5 13.46 9.47

8 1.5 5 13.55 10.51

9 1.5 5.5 13.66 11.58

10

8

1.5 6 13.77 12.65


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 100 6

2 2 2 100 6

3 2 2.5 100 6

4 2 3 100 6

5 2 3.5 100 6

6 2 4 100 6

7 2 4.5 100 6

8 2 5 100 6

9 2 5.5 100 6

10

8

2 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 100 6

2 2.5 2 100 6

3 2.5 2.5 100 6

4 2.5 3 100 6

5 2.5 3.5 100 6

6 2.5 4 100 6

7 2.5 4.5 100 6

8 2.5 5 100 6

9 2.5 5.5 100 6

10

8

2.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 100 6

2 3 2 100 6

3 3 2.5 100 6

4 3 3 100 6

5 3 3.5 100 6

6 3 4 100 6

7 3 4.5 100 6

8 3 5 100 6

9 3 5.5 100 6

10

8

3 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

8

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

8

4 6 100 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 8 3 10 100 6 12

2 8 3 15 100 6 12

NOTE :



COMPRESSOR HOUSE 3

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14 17

2 1 2 13 20

3 1 2.5 13 22

4 1 3 13 25

5 1 3.5 13 25

6 1 4 12 23

7 1 4.5 12 25

8 1 5 11 24

9 1 5.5 11 25

10

10

1 6 10 24

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15 17

2 1.5 2 14 19

3 1.5 2.5 14 22

4 1.5 3 14 22

5 1.5 3.5 14 23

6 1.5 4 14 25

7 1.5 4.5 13 25

8 1.5 5 12 25

9 1.5 5.5 12 25

10

10

1.5 6 11 24


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 16 17

2 2 2 15 19

3 2 2.5 15 19

4 2 3 14 19

5 2 3.5 14 21

6 2 4 14 23

7 2 4.5 14 25

8 2 5 13 24

9 2 5.5 13 25

10

10

2 6 12 24

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 17 16

2 2.5 2 16 15

3 2.5 2.5 15 16

4 2.5 3 15 19

5 2.5 3.5 15 20

6 2.5 4 15 22

7 2.5 4.5 15 24

8 2.5 5 15 25

9 2.5 5.5 14 25

10

10

2.5 6 13 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 18 12

2 3 2 17 14

3 3 2.5 16 15

4 3 3 16 17

5 3 3.5 16 19

6 3 4 15 19

7 3 4.5 15 21

8 3 5 15 24

9 3 5.5 15 25

10

10

3 6 14 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 19 10

2 3.5 2 17 11

3 3.5 2.5 16 12

4 3.5 3 16 15

5 3.5 3.5 16 17

6 3.5 4 16 19

7 3.5 4.5 16 22

8 3.5 5 16 24

9 3.5 5.5 15 24

10

10

3.5 6 14 24


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 20 9

2 4 2 18 11

3 4 2.5 18 13

4 4 3 17 15

5 4 3.5 17 17

6 4 4 16 18

7 4 4.5 16 20

8 4 5 16 22

9 4 5.5 16 25

10

10

4 6 15 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 20 4

2 5 2 18.7 5

3 5 2.5 17.8 6

4 5 3 17 7

5 5 3.5 16.60 8

6 5 4 16.30 9

7 5 4.5 16 10

8 5 5 16 11

9 5 5.5 16 12

10

10

5 6 15.6 12


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 6 1.5 40 6

2 6 2 40 6

3 6 2.5 40 6

4 6 3 40 6

5 6 3.5 40 6

6 6 4 40 6

7 6 4.5 40 6

8 6 5 40 6

9 6 5.5 40 6

10

10

6 6 40 6

RAFT FOUNDATION


and is given below

SL

NO

BH NO Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 10 4 10 19 14.6 2.2

2 10 6 10 40 6 4.8

NOTE :



REFRIGRATION PACKAGE

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 24 8

2 1 2 25 11

3 1 2.5 25.5 13.5

4 1 3 26 16

5 1 3.5 26.7 19

6 1 4 27 21

7 1 4.5 28 24

8 1 5 26.5 25

9 1 5.5 25 25

10

6

1 6 23.5 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 29 8

2 1.5 2 29 11

3 1.5 2.5 29.5 14

4 1.5 3 30 17

5 1.5 3.5 30.5 20

6 1.5 4 31 23

7 1.5 4.5 30 25

8 1.5 5 28 25

9 1.5 5.5 26 25

10

6

1.5 6 24.5 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 70 6

2 2 2 70 6

3 2 2.5 70 6

4 2 3 70 6

5 2 3.5 70 6

6 2 4 70 6

7 2 4.5 70 6

8 2 5 70 6

9 2 5.5 70 6

10

6

2 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 70 6

2 2.5 2 70 6

3 2.5 2.5 70 6

4 2.5 3 70 6

5 2.5 3.5 70 6

6 2.5 4 70 6

7 2.5 4.5 70 6

8 2.5 5 70 6

9 2.5 5.5 70 6

10

6

2.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 70 6

2 3 2 70 6

3 3 2.5 70 6

4 3 3 70 6

5 3 3.5 70 6

6 3 4 70 6

7 3 4.5 70 6

8 3 5 70 6

9 3 5.5 70 6

10

6

3 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

6

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

6

4 6 100 6

RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 6 3 10 70 6 8.4

2 6 3 15 70 6 8.4

NOTE :



OSBL AREA

FIELD OPERATOR ROOM

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 12 3

2 1 2 13 5

3 1 2.5 13.5 6

4 1 3 14 8

5 1 3.5 15 10

6 1 4 16 11

7 1 4.5 17 13

8 1 5 18 16

9 1 5.5 19 18

10

17

1 6 20 21

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 16 3

2 1.5 2 17 6

3 1.5 2.5 18 8

4 1.5 3 19 10

5 1.5 3.5 20 12

6 1.5 4 21 14

7 1.5 4.5 22 17

8 1.5 5 22.5 19

9 1.5 5.5 23 22

10

17

1.5 6 24 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 21 6

2 2 2 22 8

3 2 2.5 23 10

4 2 3 23 12

5 2 3.5 24 15

6 2 4 25 17

7 2 4.5 26 20

8 2 5 27 23

9 2 5.5 26.5 25

10

17

2 6 25 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 26 7

2 2.5 2 27 10

3 2.5 2.5 27 12

4 2.5 3 28 15

5 2.5 3.5 29 18

6 2.5 4 30 21

7 2.5 4.5 31 24

8 2.5 5 29 25

9 2.5 5.5 27 25

10

17

2.5 6 26 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 31 9

2 3 2 32 11

3 3 2.5 32 14

4 3 3 33 17

5 3 3.5 33.5 21

6 3 4 34 24

7 3 4.5 32 25

8 3 5 30 25

9 3 5.5 27.5 25

10

17

3 6 26 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 37 10

2 3.5 2 37 13

3 3.5 2.5 37 17

4 3.5 3 37.5 20

5 3.5 3.5 38 24

6 3.5 4 36 25

7 3.5 4.5 25 25

8 3.5 5 30.5 25

9 3.5 5.5 28 25

10

17

3.5 6 26.5 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 30 6

2 4 2 30 6

3 4 2.5 30 6

4 4 3 30 6

5 4 3.5 30 6

6 4 4 30 6

7 4 4.5 30 6

8 4 5 30 6

9 4 5.5 30 6

10

17

4 6 30 6

NOTE :



SUBSTATION AND SATTELITE RACK ROOM

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 13 4

2 1 2 13 5

3 1 2.5 13 6

4 1 3 13 7

5 1 3.5 13 8

6 1 4 13 9

7 1 4.5 13 10

8 1 5 13 11

9 1 5.5 13 12

10

22

1 6 13 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14 4

2 1.5 2 14 5

3 1.5 2.5 14 6

4 1.5 3 14 7

5 1.5 3.5 14 8

6 1.5 4 14 9

7 1.5 4.5 14 10

8 1.5 5 14 11

9 1.5 5.5 14 12

10

22

1.5 6 14 13


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 30 6

2 2 2 30 6

3 2 2.5 30 6

4 2 3 30 6

5 2 3.5 30 6

6 2 4 30 6

7 2 4.5 30 6

8 2 5 30 6

9 2 5.5 30 6

10

22

2 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 30 6

2 2.5 2 30 6

3 2.5 2.5 30 6

4 2.5 3 30 6

5 2.5 3.5 30 6

6 2.5 4 30 6

7 2.5 4.5 30 6

8 2.5 5 30 6

9 2.5 5.5 30 6

10

22

2.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 40 6

2 3 2 40 6

3 3 2.5 40 6

4 3 3 40 6

5 3 3.5 40 6

6 3 4 40 6

7 3 4.5 40 6

8 3 5 40 6

9 3 5.5 40 6

10

22

3 6 40 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 40 6

2 3.5 2 40 6

3 3.5 2.5 40 6

4 3.5 3 40 6

5 3.5 3.5 40 6

6 3.5 4 40 6

7 3.5 4.5 40 6

8 3.5 5 40 6

9 3.5 5.5 40 6

10

22

3.5 6 40 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 40 6

2 4 2 40 6

3 4 2.5 40 6

4 4 3 40 6

5 4 3.5 40 6

6 4 4 40 6

7 4 4.5 40 6

8 4 5 40 6

9 4 5.5 40 6

10

22

4 6 40 6

NOTE :


As per BH 23 then may be localised loose pockets they must be replaced with big boulders and

plain cement concrete with proper compaction.


COOLING TOWER

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14.4 4

2 1 2 14 5

3 1 2.5 13.9 6

4 1 3 13.8 7

5 1 3.5 13.7 8

6 1 4 13.7 9

7 1 4.5 13.7 10

8 1 5 13.69 11

9 1 5.5 13.69 12

10

20

1 6 13.69 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15 4

2 1.5 2 14.9 5

3 1.5 2.5 14.6 6

4 1.5 3 14.4 7

5 1.5 3.5 14.3 8

6 1.5 4 14.2 9

7 1.5 4.5 14.2 10

8 1.5 5 14.17 11

9 1.5 5.5 14.15 12

10

20

1.5 6 14.14 13


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 16 4

2 2 2 15.69 5

3 2 2.5 15.31 6

4 2 3 15 7

5 2 3.5 14.9 8

6 2 4 14.79 9

7 2 4.5 14.71 10

8 2 5 14.65 11

9 2 5.5 14.61 12

10

20

2 6 14.5 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 17 4

2 2.5 2 16.5 5

3 2.5 2.5 16 6

4 2.5 3 15.69 7

5 2.5 3.5 15.5 8

6 2.5 4 15.3 9

7 2.5 4.5 15.2 10

8 2.5 5 15.1 11

9 2.5 5.5 15 12

10

20

2.5 6 15 13


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 18 4

2 3 2 17 5

3 3 2.5 16.5 6

4 3 3 16.3 7

5 3 3.5 16 8

6 3 4 15.9 9

7 3 4.5 15.7 10

8 3 5 15.6 11

9 3 5.5 15.5 12

10

20

3 6 15.5 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 19 4

2 3.5 2 18 5

3 3.5 2.5 17.4 6.5

4 3.5 3 16.9 7.5

5 3.5 3.5 16.6 8.5

6 3.5 4 16.4 9.5

7 3.5 4.5 16.2 10.5

8 3.5 5 16.1 11.5

9 3.5 5.5 16 12.5

10

20

3.5 6 15.9 13.5


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 20 4.6

2 4 2 18.9 5.7

3 4 2.5 18 6.6

4 4 3 17.5 7.6

5 4 3.5 17.2 8.6

6 4 4 16.9 9.6

7 4 4.5 16.7 10.6

8 4 5 16.5 11.6

9 4 5.5 16.5 12.6

10

20

4 6 16.4 13.6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 70 6

2 5 2 70 6

3 5 2.5 70 6

4 5 3 70 6

5 5 3.5 70 6

6 5 4 70 6

7 5 4.5 70 6

8 5 5 70 6

9 5 5.5 70 6

10

20

5 6 70 6


RAFT FOUNDATION


and is given below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 20 1 10 13.9 21 1.67

2 20 1.5 10 14.2 21 1.70

3 20 2 10 14.6 21 1.75

4 20 2.5 10 15 21 1.80

5 20 3 10 15.4 21 1.85

6 20 3.5 10 15.7 21 1.88

7 20 4 10 16.10 21.5 1.93

NOTE :


Net SBC for Raft foundation is calculated at different locations at various depths and is given

below

SL

NO BH NO

Depth

m

Width of the

Raft

m

Net SBC

t/m2

Settlement

mm

Subgrade

Modulus

(Kg/cm3)

1 20 1 15 11.5 25 1.38

2 20 1.5 15 12 25 1.44

3 20 2 15 12.5 25 1.50

4 20 2.5 15 12.5 25 1.50

5 20 3 15 13 25 1.56

6 20 3.5 15 13 25 1.56

7 20 4 15 13.5 25 1.62

NOTE :



BOREHOLE WISE SAFE BEARING CAPACITY

Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14 4

2 1 2 13.8 5

3 1 2.5 13.6 6

4 1 3 13.5 7

5 1 3.5 13.4 8

6 1 4 13.3 9

7 1 4.5 13.3 10

8 1 5 13.3 11

9 1 5.5 13.3 12

10

01

1 6 13.3 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 70 6

2 1.5 2 70 6

3 1.5 2.5 70 6

4 1.5 3 70 6

5 1.5 3.5 70 6

6 1.5 4 70 6

7 1.5 4.5 70 6

8 1.5 5 70 6

9 1.5 5.5 70 6

10

01

1.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 70 6

2 2 2 70 6

3 2 2.5 70 6

4 2 3 70 6

5 2 3.5 70 6

6 2 4 70 6

7 2 4.5 70 6

8 2 5 70 6

9 2 5.5 70 6

10

01

2 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 70 6

2 2.5 2 70 6

3 2.5 2.5 70 6

4 2.5 3 70 6

5 2.5 3.5 70 6

6 2.5 4 70 6

7 2.5 4.5 70 6

8 2.5 5 70 6

9 2.5 5.5 70 6

10

01

2.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 70 6

2 3 2 70 6

3 3 2.5 70 6

4 3 3 70 6

5 3 3.5 70 6

6 3 4 70 6

7 3 4.5 70 6

8 3 5 70 6

9 3 5.5 70 6

10

01

3 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 70 6

2 3.5 2 70 6

3 3.5 2.5 70 6

4 3.5 3 70 6

5 3.5 3.5 70 6

6 3.5 4 70 6

7 3.5 4.5 70 6

8 3.5 5 70 6

9 3.5 5.5 70 6

10

01

3.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 70 6

2 4 2 70 6

3 4 2.5 70 6

4 4 3 70 6

5 4 3.5 70 6

6 4 4 70 6

7 4 4.5 70 6

8 4 5 70 6

9 4 5.5 70 6

10

01

4 6 70 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 15 5

2 1 2 15 6

3 1 2.5 15 7

4 1 3 14.7 8

5 1 3.5 14.6 9

6 1 4 14.5 10

7 1 4.5 14.5 11

8 1 5 14.5 12

9 1 5.5 14.5 13

10

03

1 6 14.5 14

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 100 6

2 1.5 2 100 6

3 1.5 2.5 100 6

4 1.5 3 100 6

5 1.5 3.5 100 6

6 1.5 4 100 6

7 1.5 4.5 100 6

8 1.5 5 100 6

9 1.5 5.5 100 6

10

03

1.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 100 6

2 2 2 100 6

3 2 2.5 100 6

4 2 3 100 6

5 2 3.5 100 6

6 2 4 100 6

7 2 4.5 100 6

8 2 5 100 6

9 2 5.5 100 6

10

03

2 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 100 6

2 2.5 2 100 6

3 2.5 2.5 100 6

4 2.5 3 100 6

5 2.5 3.5 100 6

6 2.5 4 100 6

7 2.5 4.5 100 6

8 2.5 5 100 6

9 2.5 5.5 100 6

10

03

2.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 100 6

2 3 2 100 6

3 3 2.5 100 6

4 3 3 100 6

5 3 3.5 100 6

6 3 4 100 6

7 3 4.5 100 6

8 3 5 100 6

9 3 5.5 100 6

10

03

3 6 100 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 100 6

2 3.5 2 100 6

3 3.5 2.5 100 6

4 3.5 3 100 6

5 3.5 3.5 100 6

6 3.5 4 100 6

7 3.5 4.5 100 6

8 3.5 5 100 6

9 3.5 5.5 100 6

10

03

3.5 6 100 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 100 6

2 4 2 100 6

3 4 2.5 100 6

4 4 3 100 6

5 4 3.5 100 6

6 4 4 100 6

7 4 4.5 100 6

8 4 5 100 6

9 4 5.5 100 6

10

03

4 6 100 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 30 6

2 1 2 30 6

3 1 2.5 30 6

4 1 3 30 6

5 1 3.5 30 6

6 1 4 30 6

7 1 4.5 30 6

8 1 5 30 6

9 1 5.5 30 6

10

04

1 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 30 6

2 1.5 2 30 6

3 1.5 2.5 30 6

4 1.5 3 30 6

5 1.5 3.5 30 6

6 1.5 4 30 6

7 1.5 4.5 30 6

8 1.5 5 30 6

9 1.5 5.5 30 6

10

04

1.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 30 6

2 2 2 30 6

3 2 2.5 30 6

4 2 3 30 6

5 2 3.5 30 6

6 2 4 30 6

7 2 4.5 30 6

8 2 5 30 6

9 2 5.5 30 6

10

04

2 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 30 6

2 2.5 2 30 6

3 2.5 2.5 30 6

4 2.5 3 30 6

5 2.5 3.5 30 6

6 2.5 4 30 6

7 2.5 4.5 30 6

8 2.5 5 30 6

9 2.5 5.5 30 6

10

04

2.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 30 6

2 3 2 30 6

3 3 2.5 30 6

4 3 3 30 6

5 3 3.5 30 6

6 3 4 30 6

7 3 4.5 30 6

8 3 5 30 6

9 3 5.5 30 6

10

04

3 6 30 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 30 6

2 3.5 2 30 6

3 3.5 2.5 30 6

4 3.5 3 30 6

5 3.5 3.5 30 6

6 3.5 4 30 6

7 3.5 4.5 30 6

8 3.5 5 30 6

9 3.5 5.5 30 6

10

04

3.5 6 30 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 30 6

2 4 2 30 6

3 4 2.5 30 6

4 4 3 30 6

5 4 3.5 30 6

6 4 4 30 6

7 4 4.5 30 6

8 4 5 30 6

9 4 5.5 30 6

10

04

4 6 30 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 13.19 4.08

2 1 2 12.89 4.96

3 1 2.5 12.72 5.85

4 1 3 12.62 6.75

5 1 3.5 12.56 7.64

6 1 4 12.51 8.53

7 1 4.5 12.49 9.41

8 1 5 12.47 10.29

9 1 5.5 12.46 11.16

10

05

1 6 12.46 12.04

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14.06 3.65

2 1.5 2 13.60 4.59

3 1.5 2.5 13.33 5.52

4 1.5 3 13.16 6.43

5 1.5 3.5 13.05 7.33

6 1.5 4 12.97 8.23

7 1.5 4.5 12.92 9.12

8 1.5 5 12.88 10

9 1.5 5.5 12.86 10.89

10

05

1.5 6 12.84 11.79


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 70 6

2 2 2 70 6

3 2 2.5 70 6

4 2 3 70 6

5 2 3.5 70 6

6 2 4 70 6

7 2 4.5 70 6

8 2 5 70 6

9 2 5.5 70 6

10

05

2 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 70 6

2 2.5 2 70 6

3 2.5 2.5 70 6

4 2.5 3 70 6

5 2.5 3.5 70 6

6 2.5 4 70 6

7 2.5 4.5 70 6

8 2.5 5 70 6

9 2.5 5.5 70 6

10

05

2.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 70 6

2 3 2 70 6

3 3 2.5 70 6

4 3 3 70 6

5 3 3.5 70 6

6 3 4 70 6

7 3 4.5 70 6

8 3 5 70 6

9 3 5.5 70 6

10

05

3 6 70 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 70 6

2 3.5 2 70 6

3 3.5 2.5 70 6

4 3.5 3 70 6

5 3.5 3.5 70 6

6 3.5 4 70 6

7 3.5 4.5 70 6

8 3.5 5 70 6

9 3.5 5.5 70 6

10

05

3.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 70 6

2 4 2 70 6

3 4 2.5 70 6

4 4 3 70 6

5 4 3.5 70 6

6 4 4 70 6

7 4 4.5 70 6

8 4 5 70 6

9 4 5.5 70 6

10

05

4 6 70 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 10 5

2 1 2 11 7

3 1 2.5 11.8 9

4 1 3 12.5 11

5 1 3.5 13.4 12

6 1 4 14.1 13

7 1 4.5 15 15

8 1 5 15.7 17

9 1 5.5 16.5 20

10

18

1 6 17.3 22

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 14.5 7

2 1.5 2 15.1 9

3 1.5 2.5 15.8 12

4 1.5 3 16.5 13

5 1.5 3.5 17.3 14

6 1.5 4 18 16

7 1.5 4.5 19 18.5

8 1.5 5 19.7 21

9 1.5 5.5 20 23

10

18

1.5 6 21 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 18.8 9

2 2 2 19.3 11

3 2 2.5 20 12

4 2 3 21 14

5 2 3.5 21.4 16

6 2 4 22 19

7 2 4.5 23 21

8 2 5 24 23

9 2 5.5 23.5 25

10

18

2 6 22.5 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 23 11

2 2.5 2 23.6 12

3 2.5 2.5 24.1 14

4 2.5 3 24.8 16

5 2.5 3.5 25.4 18

6 2.5 4 26.1 21

7 2.5 4.5 26.9 23

8 2.5 5 27 25

9 2.5 5.5 25 25

10

18

2.5 6 24 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 28 10

2 3 2 28 12

3 3 2.5 26.4 15

4 3 3 29 17

5 3 3.5 30 20

6 3 4 30.2 23

7 3 4.5 30.5 25

8 3 5 28.5 25

9 3 5.5 26.5 25

10

18

3 6 25 25

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 32 9

2 3.5 2 32.5 12

3 3.5 2.5 32.8 15

4 3.5 3 33 18

5 3.5 3.5 33.8 21

6 3.5 4 34 25

7 3.5 4.5 32 25

8 3.5 5 29.5 25

9 3.5 5.5 27.5 25

10

18

3.5 6 26 25


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 37.5 10

2 4 2 37 13

3 4 2.5 37 16

4 4 3 37.5 20

5 4 3.5 38 23

6 4 4 37 25

7 4 4.5 33.5 25

8 4 5 31 25

9 4 5.5 29 25

10

18

4 6 27 25


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14.4 4

2 1 2 14 5

3 1 2.5 13.9 6

4 1 3 13.8 7

5 1 3.5 13.7 8

6 1 4 13.7 9

7 1 4.5 13.7 10

8 1 5 13.69 11

9 1 5.5 13.69 12

10

19

1 6 13.69 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15 4

2 1.5 2 14.9 5

3 1.5 2.5 14.6 6

4 1.5 3 14.4 7

5 1.5 3.5 14.3 8

6 1.5 4 14.2 9

7 1.5 4.5 14.2 10

8 1.5 5 14.17 11

9 1.5 5.5 14.15 12

10

19

1.5 6 14.14 13


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 16 4

2 2 2 15.69 5

3 2 2.5 15.31 6

4 2 3 15 7

5 2 3.5 14.9 8

6 2 4 14.79 9

7 2 4.5 14.71 10

8 2 5 14.65 11

9 2 5.5 14.61 12

10

19

2 6 14.5 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 17 4

2 2.5 2 16.5 5

3 2.5 2.5 16 6

4 2.5 3 15.69 7

5 2.5 3.5 15.5 8

6 2.5 4 15.3 9

7 2.5 4.5 15.2 10

8 2.5 5 15.1 11

9 2.5 5.5 15 12

10

19

2.5 6 15 13


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 18 4

2 3 2 17 5

3 3 2.5 16.5 6

4 3 3 16.3 7

5 3 3.5 16 8

6 3 4 15.9 9

7 3 4.5 15.7 10

8 3 5 15.6 11

9 3 5.5 15.5 12

10

19

3 6 15.5 13

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 19 4

2 3.5 2 18 5

3 3.5 2.5 17.4 6.5

4 3.5 3 16.9 7.5

5 3.5 3.5 16.6 8.5

6 3.5 4 16.4 9.5

7 3.5 4.5 16.2 10.5

8 3.5 5 16.1 11.5

9 3.5 5.5 16 12.5

10

19

3.5 6 15.9 13.5


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 20 4.6

2 4 2 18.9 5.7

3 4 2.5 18 6.6

4 4 3 17.5 7.6

5 4 3.5 17.2 8.6

6 4 4 16.9 9.6

7 4 4.5 16.7 10.6

8 4 5 16.5 11.6

9 4 5.5 16.5 12.6

10

19

4 6 16.4 13.6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 5 1.5 70 6

2 5 2 70 6

3 5 2.5 70 6

4 5 3 70 6

5 5 3.5 70 6

6 5 4 70 6

7 5 4.5 70 6

8 5 5 70 6

9 5 5.5 70 6

10

19

5 6 70 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 60 6

2 1 2 60 6

3 1 2.5 60 6

4 1 3 60 6

5 1 3.5 60 6

6 1 4 60 6

7 1 4.5 60 6

8 1 5 60 6

9 1 5.5 60 6

10

21

1 6 60 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 60 6

2 1.5 2 60 6

3 1.5 2.5 60 6

4 1.5 3 60 6

5 1.5 3.5 60 6

6 1.5 4 60 6

7 1.5 4.5 60 6

8 1.5 5 60 6

9 1.5 5.5 60 6

10

21

1.5 6 60 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 60 6

2 2 2 60 6

3 2 2.5 60 6

4 2 3 60 6

5 2 3.5 60 6

6 2 4 60 6

7 2 4.5 60 6

8 2 5 60 6

9 2 5.5 60 6

10

21

2 6 60 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 60 6

2 2.5 2 60 6

3 2.5 2.5 60 6

4 2.5 3 60 6

5 2.5 3.5 60 6

6 2.5 4 60 6

7 2.5 4.5 60 6

8 2.5 5 60 6

9 2.5 5.5 60 6

10

21

2.5 6 60 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 60 6

2 3 2 60 6

3 3 2.5 60 6

4 3 3 60 6

5 3 3.5 60 6

6 3 4 60 6

7 3 4.5 60 6

8 3 5 60 6

9 3 5.5 60 6

10

21

3 6 60 6

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 70 6

2 3.5 2 70 6

3 3.5 2.5 70 6

4 3.5 3 70 6

5 3.5 3.5 70 6

6 3.5 4 70 6

7 3.5 4.5 70 6

8 3.5 5 70 6

9 3.5 5.5 70 6

10

21

3.5 6 70 6


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 70 6

2 4 2 70 6

3 4 2.5 70 6

4 4 3 70 6

5 4 3.5 70 6

6 4 4 70 6

7 4 4.5 70 6

8 4 5 70 6

9 4 5.5 70 6

10

21

4 6 70 6


Type Foundation:


the proposed site



table below:

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1 1.5 14 7

2 1 2 13.6 9

3 1 2.5 13.5 12

4 1 3 13.5 14

5 1 3.5 13.4 16

6 1 4 13.4 17

7 1 4.5 13.4 19

8 1 5 13.4 20

9 1 5.5 13.5 21

10

23

1 6 13.5 22

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 1.5 1.5 15 8

2 1.5 2 14.6 10

3 1.5 2.5 14.4 12

4 1.5 3 14.2 14

5 1.5 3.5 14.1 16

6 1.5 4 14.1 18

7 1.5 4.5 14 19

8 1.5 5 14 20

9 1.5 5.5 14 21

10

23

1.5 6 14 22


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2 1.5 16.1 8

2 2 2 15.5 10

3 2 2.5 15.2 12

4 2 3 15 14

5 2 3.5 14.9 16

6 2 4 14.8 17

7 2 4.5 14.8 18

8 2 5 14.7 20

9 2 5.5 14.7 21

10

23

2 6 14.7 21

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 2.5 1.5 17.3 8

2 2.5 2 16.5 10

3 2.5 2.5 16 13

4 2.5 3 15.8 15

5 2.5 3.5 15.6 16

6 2.5 4 15.5 17

7 2.5 4.5 15.4 18

8 2.5 5 15.3 20

9 2.5 5.5 15.3 20

10

23

2.5 6 15.3 20


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3 1.5 18 9

2 3 2 17.5 11

3 3 2.5 17 13

4 3 3 16.6 15

5 3 3.5 16.4 16

6 3 4 16.2 17

7 3 4.5 16.1 18

8 3 5 16.1 18

9 3 5.5 16 18

10

23

3 6 16 20

Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 3.5 1.5 19.7 9

2 3.5 2 18.5 11

3 3.5 2.5 17.9 14

4 3.5 3 17.4 15

5 3.5 3.5 17.1 16

6 3.5 4 17 17

7 3.5 4.5 16.8 17

8 3.5 5 16.7 17

9 3.5 5.5 16.6 18

10

23

3.5 6 16.5 19


Sr.


Width of the

footing (m)

Net SBC

(t/m2)

Settlement,

mm

1 4 1.5 21 10

2 4 2 20 12

3 4 2.5 19 13

4 4 3 18.3 14

5 4 3.5 18 16

6 4 4 17.7 16

7 4 4.5 17.5 16

8 4 5 17.3 17

9 4 5.5 17.3 18

10

23

4 6 17.1 19


REFERENCES

IS : 2131 - Standard Penetration Test

IS : 2720 Part – II - Determination of Moisture Content of soil.

IS : 2720 Part – III - Determination of Specific Gravity of Soil.

IS : 2720 Part – V - Determination of Liquid Limit and Plastic Limit of Soil.

IS : 2720 Part – VI - Determination of Shrinkage Limit of Soil.

IS : 2720 Part – IV - Grain Size Analysis of Soil.

IS : 2720 Part – XXVII - Determination of Sulphate Content of Soil.

IS : 2720 Part – XXVI - Determination of pH Value of Soil.

IS : 3025 Part – 24 - Determination of Sulphate Content of Water.

IS : 3025 Part – 32 - Determination of Chloride Content of Water.

IS : 1498 – 1970 - Indian Classification system.

BIS13030 : 1991 - Determination of Water Absorption and Porosity on Rock

BIS 13030 : 1991 - Determination of Unit weight of Rock.

BIS 9143 : 1979 - Determination of Unconfined Compressive Strength of Rock core

Dr. N. V. Nayak - Foundation Manual


CLIENT: BHARAT PETROLEUM CORPORATION LTD. PROJECT: Geotechnical investigation for CCR project at Mahul, Mumbai

LOCATION:

CR

N

15 30 45 600.00

0.50 DS1 CH 58.59 15.2 28.92 2.68 0.27 9.6

1.00 SPT1 CH 54.37 14.1 26.50 2.70 >50 R

1.50 0.27 604 1.62

2.00 0.27 604 1.62

2.50 46 27 0.27 604 1.62

3.00

3.50

4.00 54 26

4.50

5.00

5.50 84 79

6.00

6.50

7.00 81 67

7.50

8.00

8.50 89 83

9.00 0.21 377 1.45

9.50 0.21 377 1.45

10.00 95 80 0.21 377 1.45

10.50

11.00

11.50 98 73

12.00 0.25 436 1.10

12.50 0.25 436 1.10

13.00 91 91 0.25 436 1.10

Water Table Depth: 3.20m Start Date: 30 5

End Date: 4 6

Co-ordinates:

Noble Geo-Structs

Ground R.L.: - Project No. Casing: 1.25m

APPENDIX A

UC

S,

kg

/cm

2

Po

rosit

y %

LL

, %

Log of Borings No. BH-1

Description Approximate Surface Elevation: Existing Surface

Elevation

Dep

th, m

Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

Gra

ph

ic

Lo

g

G

2010

The insitu boundary layers shown are approximate. The actual limits may be more gradual. REMARKS: Rotary Drilling; NX Size Double Tube Core Barrel

Sam

ple

r

Typ

e

SL

, %

Cla

ssific

ation

φφ φφ, d

eg

ree

c, kg

/cm

2

RQ

DPI, %

B 1102

THE BOREHOLE IS TERMINATED AT DEPTH 13.00m BELOW G.L.

Brownish soil with murrum

Slightly weathered amygdaloidal basalt

grey

Fresh basalt grey I

II

R.L

. m

2010



LOCATION: 363 Tank

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 57.24 13.0 29.51 2.68 0.28 8.49

1.50 SPT1 CH 58.85 13.1 30.10 2.69 >50 R

2.00

2.50

3.00 Nil Nil

3.50

4.00

4.50 Nil Nil

5.00

5.50

6.00 Nil Nil

6.50

7.00

7.50 Nil Nil

8.00

8.50

9.00 Nil Nil

9.50 0.48 1015 1.04

10.00 0.48 1015 1.04

10.50 77 8

11.00 0.26 604 0.76

11.50 0.45 1056 0.70

12.00 87 59 0.45 1056 0.70


End Date: 28 5

Co-ordinates:

Noble Geo-Structs

Ground R.L.: - Project No. Casing: 3.2 m

2010

2010

B 1102

Fresh basalt grey



I

Soil with murrum

Completely weathered basalt, grey

LL

, %

SL

, %

Cla

ssific

atio

n

V

G

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo

g Description Approximate Surface Elevation: Existing Surface

Elevation

Sam

ple

r

Typ

e

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, %

Po

rosit

y %

RQ

D

c, k

g/c

m2

φφ φφ, d

eg

ree



LOCATION:

CR

N

15 30 45 600.00

0.50 DS1 CH 60.09 14.4 32.28 2.69 0.29 11.3

1.00 SPT1 CH 59.30 13.9 26.74 2.67 >50 R

1.50

2.00

2.50 73 44

3.00 0.24 627 1.16

3.50 0.24 627 1.16

4.00 65 46 0.24 627 1.16

4.50

5.00

5.50 77 47

6.00 0.28 754 1.09

6.50 0.28 754 1.09

7.00 97 66 0.28 754 1.09

7.50

8.00

8.50 89 33

9.00 0.28 604 0.76

9.50 0.28 604 0.76

10.00 97 81 0.28 604 0.76


End Date: 3 6

Co-ordinates:

Noble Geo-Structs



Brownish soil with boulders

Fresh fractured basalt grey I

2010

2010


B 1102

APPENDIX A

UC

S,

kg

/cm

2

Po

ros

ity

%

LL

, %



Elevation

De

pth

, m

Gra

ph

ic

Lo

g

G

R.L

. m

PI,

%

Sa

mp

ler

Ty

pe

SL

, %

Cla

ss

ific

atio

n

Wa

ter

Co

nte

nt

/ A

bs

orp

tio

n %

c,

kg

/cm

2

φφ φφ, d

eg

ree

RQ

D



LOCATION:

CR

N

15 30 45 600.00

0.50 DS1 CH 59.30 14.8 30.05 2.69 0.30 10.3

1.00 SPT1 CH 57.43 12.9 29.21 2.68 >50 R

1.50

2.00 Nil Nil

2.50

3.00

3.50 Nil Nil

4.00

4.50

5.00 Nil Nil

5.50

6.00

6.50 Nil Nil

7.00

7.50 Nil Nil

8.00 0.16 754 1.45

8.50 0.16 754 1.45

9.00 93 19 0.16 754 1.45

9.50 0.09 873 1.52

10.00 0.09 873 1.52

10.50 91 82 0.09 873 1.52

11.00 0.11 582 1.12

11.50 0.11 582 1.12

12.00 98 93 0.11 582 1.12


End Date: 28 5

Co-ordinates:

Noble Geo-Structs


Completely weathered amygdaloidal

basalt grey

Fresh basalt grey I

V

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

c, k

g/c

m2

φφ φφ, d

eg

ree

RQ

D

G

B 1102


2010

2010


PI, %

Sam

ple

r

Typ

e

SL

, %

Cla

ssific

atio

n

R.L

. m


APPENDIX A

UC

S,

kg

/cm

2

Po

rosit

y %

LL

, %



Elevation

Dep

th, m

Gra

ph

ic

Lo

g



LOCATION:

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 55.96 14.3 29.22 2.69 0.24 10.6

1.50 SPT1 CH 56.72 13.2 29.36 2.69 >50 R

2.00 0.34 905 0.71

2.50 0.34 905 0.71

3.00 43 28 0.34 905 0.71

3.50

4.00

4.50 41 29

5.00 0.23 1175 0.70

5.50 0.23 1175 0.70

6.00 43 38 0.23 1175 0.70

6.50 0.24 754 1.09

7.00 0.24 754 1.09

7.50 23 15 0.24 754 1.09


End Date: 17 5

Co-ordinates:

Noble Geo-Structs


Highly weathered basalt, grey



UC

S,

kg

/cm

2

2010

2010

B 1102

Yellowish brown soil mixed with

boulder

Slightly weathered basalt, grey

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo

g


Elevation

Sa

mp

ler

Ty

pe

Po

ros

ity

%

RQ

D Wa

ter

Co

nte

nt

/ A

bs

orp

tio

n %

SL

, %

PI,

%

c,

kg

/cm

2

φφ φφ, d

eg

ree

G

II

IVC

lassific

atio

n

LL

, %



LOCATION:

CR

N

15 30 45 600.00

0.50 DS1 SM NP NP NP 2.69 0.05 31.6

1.00

1.50 SPT1 CH 59.51 13.9 28.74 2.70 >50 R

2.00 0.61 604 1.66

2.50 0.61 604 1.66

3.00 58 27 0.61 604 1.66

3.50

4.00

4.50 61 48

5.00

5.50

6.00 65 21

6.50 0.27 754 1.06

7.00 0.27 754 1.06

7.50 93 61 0.27 754 1.06

8.00 1.01 905 0.93

8.50 1.01 905 0.93

9.00 94 88 1.01 905 0.93


End Date: 22 5

Co-ordinates:

Noble Geo-Structs


APPENDIX A

UC

S,

kg

/cm

2

Po

ros

ity

%

LL

, %



Elevation

De

pth

, m

Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

Gra

ph

ic

Lo

g

G

2010


Sa

mp

ler

Ty

pe

SL

, %

Cla

ssific

atio

n

φφ φφ, d

eg

ree

c,

kg

/cm

2

RQ

DPI,

%

B 1102



Slightly weathered amygdaloidal basalt

grey, brownII

IFresh amygdaloidal basalt grey, brown

R.L

. m

2010



LOCATION: 363 Tank

CR

N

15 30 45 600.00

0.30 DS1 CH 53.69 15.3 26.75 2.70 0.24 12.1

0.50 SPT1 CH 55.71 13.4 30.47 2.68 >50 R

1.00 0.16 604 1.47

1.50 0.16 604 1.47

2.00 75 39 0.16 604 1.47

2.50

3.00

3.50 93 79

4.00

4.50

5.00 97 73

5.50 0.08 754 1.09

6.00 0.08 754 1.09

6.50 96 74 0.08 754 1.09

7.00

7.50

8.00 86 86

8.50

9.00

9.50 90 52

10.00 0.29 604 1.10

10.50 0.29 604 1.10

11.00 99 78 0.29 604 1.10


End Date: 16 6

Co-ordinates:

Noble Geo-Structs

Ground R.L.: - Project No. Casing: 0.5 mB 1102



2010

2010

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, % G

Brownish silty clay with gravel

Fresh fractured basalt with white

infillings greyI

LL

, %

SL

, %

c, k

g/c

m2

φφ φφ, d

eg

ree

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Cla

ssific

ation

Po

rosit

y %

RQ

D



LOCATION: Aru pumphouse

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 45.47 16.3 21.93 2.69 0.12 20.6

1.50 SPT1 CH 49.03 13.5 21.22 2.69 >50 R 0.22 604 1.12

2.00 0.22 604 1.12

2.50 0.22 604 1.12

3.00 64 35

3.50

4.00

4.50 62 29

5.00

5.50

6.00 83 46 0.42 582 1.14

6.50 0.42 582 1.14

7.00 0.42 582 1.14

7.50 93 89 0.42 582 1.14

8.00

8.50

9.00 63 48 0.45 754 1.11

9.50 0.45 754 1.11

10.00 0.45 754 1.11

10.50 88 72 0.45 754 1.11


End Date: 10 5

Co-ordinates:

Noble Geo-Structs


2010

2010

B 1102

FRESH AMYGDALOIDAL BASAT brown I



soil with boulder

FRESH FRACTURED BASAT brown I

LL

, %

SL

, %

Sa

mp

ler

Ty

pe

Cla

ssific

ation

Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI,

% G

APPENDIX A


Dep

th,

m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

ros

ity %

RQ

D

c,

kg

/cm

2

φφ φφ, d

eg

ree



LOCATION: 11 no Pump House

CR

N

15 30 45 600.00

0.40 DS1 CH 55.25 13.5 27.27 2.69 0.30 7.12

0.50 SPT1 CH 56.62 14.6 27.52 2.70 >50 R

1.00 0.19 733 1.09

1.50 0.19 733 1.09

2.00 51 22 0.19 733 1.09

2.50

3.00

3.50 65 9

4.00

4.50

5.00 81 28

5.50 0.28 1269 0.68

6.00 0.28 1269 0.68

6.50 80 75 0.28 1269 0.68

7.00

7.50

8.00 78 69

8.50

9.00

9.50 88 39

10.00 0.12 754 0.73

10.50 0.12 754 0.73

10.90 84 75 0.12 754 0.73


End Date: 31 5

Co-ordinates:

Noble Geo-Structs

Ground R.L.: - Project No. Casing: m

Fresh amygdaloidal basalt with white

infillings, grey



UC

S,

kg

/cm

2

2010

2010

B 1102

Soil with Boulder

Slightly weathered fractured basalt,

grey

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Po

rosit

y %

RQ

D Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

SL

, %

PI, %

c, k

g/c

m2

φφ φφ, d

eg

ree

G

II

IC

lassific

atio

n

LL

, %



LOCATION: 18

CR

N

15 30 45 600.00

0.50

1.00 DS1

1.50 UDS1 CH 52.41 15.1 24.43 2.70 0.28 10.3

2.00

2.50

3.00 SPT1 CH 53.76 14.6 24.66 2.69 6 9 13 18 22

3.50

4.00

4.50 SPT2 >50 R

5.00

5.50

6.00 SPT3 >50 R

6.50

7.00

7.50 14 Nil

8.00 0.80 222 1.47

8.50 0.80 222 1.47

9.00 43 26 0.80 222 1.47

9.50

10.00

10.50 42 21

11.00 0.75 310 1.10

11.50 0.75 310 1.10

12.00 59 49 0.75 310 1.10

Filled up material

Yellowish silty clay

Sa

mp

ler

Ty

pe

Slightly weathered basalt grey II

Highly weathered fractured basalt grey IV

c,

kg

/cm

2

φφ φφ, d

eg

ree

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo

g


Elevation

Po

ros

ity

%

Cla

ssific

atio

n

LL

, %

SL

, %

G

PI,

%

RQ

D Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2



LOCATION: 18

CR

N

15 30 45 60

Sa

mp

ler

Ty

pe

c,

kg

/cm

2

φφ φφ, d

eg

ree

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

ros

ity

%

Cla

ssific

atio

n

LL

, %

SL

, %

G

PI,

%

RQ

D Wa

ter

Co

nte

nt

/ A

bs

orp

tio

n %

UC

S,

kg

/cm

2

12.50

13.00

13.50 65 59

14.00 0.43 676 1.08

14.50 0.43 676 1.08

15.00 85 77 0.43 676 1.08


End Date: 22 5

Co-ordinates:

Noble Geo-Structs


Fresh amygdaloidal basalt grey I

B 1102



2010

2010



LOCATION: Open Plot Nala

CR

N

15 30 45 600.00

0.50

1.00

1.50 SPT1 >50 R

2.00

2.50

3.00 SPT2 >50 R

3.50

4.00

4.50 SPT3 >50 R

5.00

5.50

6.00 SPT4 >50 R

6.50 0.38 1015 1.08

7.00 0.38 1015 1.08

7.50 82 7 0.38 1015 1.08

8.00 0.15 1132 1.43

8.50 0.15 1132 1.43

9.00 85 64 0.15 1132 1.43

9.50

10.00

10.50 87 81

11.00 0.25 1056 1.06

11.50 0.25 1056 1.06

12.00 93 88 0.25 1056 1.06


End Date: 21 6

Co-ordinates:

Noble Geo-Structs


2010

2010

B 1102

Fresh fractured basalt, grey I



Filled up material

Completely weathered basalt, grey V

LL

, %

SL

, %

Sam

ple

r

Typ

e

Cla

ssific

atio

n

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, % G

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

rosit

y %

RQ

D

c, k

g/c

m2

φφ φφ, d

eg

ree



LOCATION: Road 18 and 20

CR

N

15 30 45 600.00

0.50

1.00 DS1

1.50 UDS1 CH 68.10 12.6 35.05 2.70 0.33 6.27

2.00

2.50

3.00

3.50 SPT1 CH 58.14 13.6 28.69 2.69 >50 R

4.00 0.14 873 1.09

4.50 0.14 873 1.09

5.00 39 9 0.14 873 1.09

5.50 0.13 1132 1.06

6.00 0.13 1132 1.06

6.50 31 18 0.13 1132 1.06

7.00

7.50

8.00 31 27

8.50

9.00

9.50 67 65

10.00 90 40 0.17 727 1.10


End Date: 3 5

Co-ordinates:

Noble Geo-Structs


FILL MATERIAL

SILTY CLAY brown

Sa

mp

ler

Ty

pe

2010

Moderately Weathered Fractured Basalt

grey III

c,

kg

/cm

2

φφ φφ, d

eg

ree

G

PI,

%

2010

B 1102

Fresh Fractured Basalt grey I



APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo

g


Elevation

Po

ros

ity

%

Cla

ssific

atio

n

LL

, %

SL

, %

RQ

D Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2



LOCATION: Old Spare Yard

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 42.56 16.2 18.54 2.69 0.21 15.7

1.50 SPT1 CH 55.96 14.2 29.22 2.70 >50 R

2.00

2.50 25 Nil

3.00 0.65 1091 0.80

3.50 0.65 1091 0.80

4.00 41 Nil 0.65 1091 0.80

4.50 0.38 905 1.17

5.00 0.38 905 1.17

5.50 86 45 0.38 905 1.17

6.00

6.50 0.24 754 0.71

7.00 0.24 754 0.71

7.05 54 50 0.24 754 0.71


End Date: 13 5

Co-ordinates:

Noble Geo-Structs



2010

2010

B 1102



Wa

ter

Co

nte

nt

/ A

bs

orp

tio

n %

UC

S,

kg

/cm

2


c,

kg

/cm

2

φφ φφ, d

eg

ree

LL

, %

SL

, %

Sa

mp

ler

Ty

pe

Cla

ssif

ica

tio

n

Fresh basalt grey I

Fill Material

Highly weathered basalt grey IV

PI,

% G

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

ros

ity

%

RQ

D



LOCATION:

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 49.80 15.5 20.35 2.69

1.50 UDS CH 58.09 13.8 34.93 2.70 0.31 10.2

2.00

2.50

3.00 SPT1 CH 57.94 13.9 30.30 2.68 >50 R

3.50

4.00

4.50 SPT2 >50 R

5.00

5.50 12 Nil

6.00

6.50

7.00 13 Nil

7.50

8.00

8.50 7 Nil

9.00

9.50

10.00 13 Nil

10.50

11.00

11.50 0.37 1096 1.01

12.00 0.37 1096 1.01

12.10 96 68 0.37 1096 1.01


End Date: 16 5

Co-ordinates:

Noble Geo-Structs


IV


2010

2010


I

V

Filled up Material

Highly Weathered Basalt grey

Highly Weathered Basalt grey IV

Completely Weathered Basalt grey

Fresh basalt grey

Cla

ssific

ation

LL

, %

SL

, %

PI, % G

c, kg

/cm

2

RQ

D

φφ φφ, d

eg

ree

UC

S,

kg

/cm

2

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Po

rosit

y %



LOCATION: Road 18 and 20

CR

N

15 30 45 600.00

0.50

1.00 DS1

1.50 UDS CH 58.09 13.8 38.42 2.70 0.27 10.6

2.00

2.50

3.00

3.50 SPT1 CH 58.14 13.6 28.69 2.69 >50 R

4.00

4.50

5.00 29 13

5.50 0.24 627 1.126.00 0.24 627 1.126.50 61 41 0.24 627 1.127.00

7.50

8.00 54 39

8.50

9.00

9.50 39 14

10.00 0.13 1091 1.07

10.50 0.13 1091 1.07

11.00 0.13 1091 1.07

11.50 0.13 1091 1.07

12.00 57 53 0.13 1091 1.07


End Date: 4 5

Co-ordinates:

Noble Geo-Structs


SLIGHTLY WEATHERED BASALT grey

brownII

FILL material

SILTY CLAY brown

Sam

ple

r

Typ

e

B 1102



2010

2010

FRESH BASAT grey I

MODERATELY WEATHERED BASALT

brown III

c, k

g/c

m2

φφ φφ, d

eg

ree

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

rosit

y %

Cla

ssific

atio

n

LL

, %

SL

, %

G

PI, %

RQ

D Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2



LOCATION:

CR

N

15 30 45 600.00

0.50 DS1 CH 50.90 12.8 25.73 2.67 0.20 14.2

1.00

1.50 SPT1 CH 57.61 15 29.89 2.67 >50 R

2.00

2.50 SPT2 >50 R

3.00

3.50

4.00 15 Nil

4.50 0.31 453 1.88

5.00 0.31 453 1.88

5.50 55 31 0.31 453 1.88

6.00

6.50

7.00 85 73

7.50 0.26 940 1.19

8.00 0.26 940 1.19

8.50 82 75 0.26 940 1.19

9.00

9.50

10.00 89 79

10.50 0.23 627 1.35

11.00 0.23 627 1.35

11.50 83 79 0.23 627 1.35

12.00 78 78


End Date: 9 6

Co-ordinates:

Noble Geo-Structs




2010

2010


Fresh basalt grey

I

Fresh amygdaloidal basalt grey

Murrum


LL

, %

SL

, %

Sam

ple

r

Typ

e

Cla

ssific

atio

n

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, % G

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Po

rosit

y %

RQ

D

c, k

g/c

m2

φφ φφ, d

eg

ree



LOCATION: RMP Control room

CR

N

15 30 45 600.00

0.50

1.00 DS CH 59.02 13.8 32.37 2.70

1.50 UDS1 SM NP NP NP NP 0.00 32.0

2.00

2.50

3.00

3.50 SPT1 SM NP NP NP NP >50 R

4.00

4.50

5.00 Nil Nil

5.50 0.41 590 1.446.00 0.41 590 1.446.50 74 55 0.41 590 1.447.00

7.50

8.00 77 60

8.50 0.27 480 1.489.00 0.27 480 1.489.50 95 66 0.27 480 1.4810.00

10.50

11.00 93 89

11.50 0.20 510 1.0912.00 0.20 510 1.0912.50 87 83 0.20 510 1.09


End Date: 30 6

Co-ordinates:

Noble Geo-Structs


APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Cla

ssific

ation

Po

rosit

y %

RQ

D

Filled up material

Yellowish murrum

Completely weathered basalt, grey V

LL

, %

SL

, %

c, kg

/cm

2

φφ φφ, d

eg

ree

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, % G

2010

B 1102

Fresh amygdaloidal basalt, grey



2010

I



LOCATION: RMP Control Room

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 60.45 14.2 30.49 2.69

1.50 UDS1 SM NP NP NP NP 0.0 31.2

2.00

2.50

3.00 SPT1 SM NP NP NP NP >50 R

3.50

4.00

4.50

5.00

5.50 25 Nil

6.00 0.45 453 1.49

6.50 0.45 453 1.49

7.00 39 21 0.45 453 1.49

7.50

8.00

8.50 83 79

9.00 0.24 302 1.20

9.50 0.24 302 1.20

10.00 96 96 0.24 302 1.20

10.50 0.31 377 1.52

11.00 0.31 377 1.52

11.50 77 67 0.31 377 1.52


End Date: 19 7

Co-ordinates:

Noble Geo-Structs


APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

RQ

D

Po

rosit

y %

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

Filled up material

Yellowish murrum

c, k

g/c

m2

φφ φφ, d

eg

ree

Cla

ssific

ation

LL

, %

Fresh amygdaloidal basalt grey, red IS

L, %

G

PI, %

Moderately weathered basalt, grey III

B 1102



2010

2010



LOCATION: Bituman

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 58.62 14.0 27.94 2.68 0.25 12.8

1.50 SPT1 CH 59.56 13.7 30.25 2.69 >50 R

2.00

2.50

3.00 SPT2 >50 R

3.50

4.00

4.50 SPT3 >50 R

5.00

5.50

6.00 18 Nil

6.50 0.36 604 1.54

7.00 0.36 604 1.54

7.50 72 59 0.36 604 1.54

8.00 0.23 528 1.03

8.50 0.23 528 1.03

9.00 83 75 0.23 528 1.03


End Date: 19 8

Co-ordinates:

Noble Geo-Structs


Yellowish murrum

B 1102



2010

2010

Highly weathered basalt, grey IV

IFresh amygdaloidal fractured basalt

grey

Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

Filled up material

c,

kg

/cm

2

φφ φφ, d

eg

ree

Cla

ssific

atio

n

LL

, %

SL

, %

G

PI,

%

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sa

mp

ler

Ty

pe

RQ

D

Po

ros

ity

%



LOCATION: Cooling tower

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 56.57 13.7 28.03 2.67

1.50 UDS1 CH 57.59 13.0 30.50 2.70 0.26 11.5

2.00

2.50

3.00 SPT1 CH 59.83 15.1 28.72 2.68 >50 R

3.50

4.00

4.50

5.00 0.17 453 1.12

5.50 0.17 453 1.12

6.00 49 32 0.17 453 1.12

6.50

7.00

7.50 61 33

8.00 0.36 754 1.07

8.50 0.36 754 1.07

9.00 84 55 0.36 754 1.07

9.50

10.00

10.50 97 91

11.00 90 90 0.53 604 1.10


End Date: 13 7

Co-ordinates:

Noble Geo-Structs


Filled up material

Yellowish soil with murrum

Sa

mp

ler

Ty

pe

2010

Slightly weathered amygdaloidal

fractured basalt greyII

c,

kg

/cm

2

φφ φφ,

de

gre

e

G

PI,

%

2010

B 1102

Fresh amygdaloidal fractured basalt

greyI



APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo

g


Elevation

Po

ros

ity

%

Cla

ssific

atio

n

LL

, %

SL

, %

RQ

D Wa

ter

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2



LOCATION: TDU

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 60.95 14.8 31.16 2.69 0.29 9.27

1.50 SPT1 >50 R

2.00 0.14 453.00 1.49

2.50 0.14 453.00 1.49

3.00 39 34 0.14 453 1.49

3.50

4.00

4.50 53 21

5.00 0.20 377 1.50

5.50 0.20 377 1.50

6.00 84 75 0.20 377 1.50

6.50

7.00

7.50 96 94

8.00 0.26 377 1.14

8.50 0.26 377 1.14

9.00 98 77 0.26 377 1.14


End Date: 19 7

Co-ordinates:

Noble Geo-Structs


Fresh fractured basalt grey

B 1102



2010

2010

I

Moderately weathered basalt, grey

Slightly weathered fractured basalt, grey

III

II

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

Filled up material

c,

kg

/cm

2

φφ φφ, d

eg

ree

SL

, %

G

PI, %

RQ

D

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo

g


Elevation

Sam

ple

r

Typ

e

Po

rosit

y %

Cla

ssific

atio

n

LL

, %



LOCATION: TDU

CR

N

15 30 45 600.00

0.50

1.00 DS1 CH 58.25 14.3 27.01 2.68 0.24 13.1

1.50 SPT1 CH 57.79 14.0 30.19 2.69 >50 R

2.00

2.50 Nil Nil

3.00

3.50

4.00 23 Nil

4.50 0.38 754 1.45

5.00 0.38 754 1.45

5.50 40 14 0.38 754 1.45

6.00

6.50

7.00 57 9

7.50 0.17 604 1.47

8.00 0.17 604 1.47

8.50 94 51 0.17 604 1.47

9.00

9.50

10.00 99 94

10.50 0.31 754 1.08

11.00 0.31 754 1.08

11.50 98 57 0.31 754 1.08


End Date: 21 6

Co-ordinates:

Noble Geo-Structs


Fresh basalt grey, black I




2010

2010

RQ

DPI, %

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%


UC

S,

kg

/cm

2

Filled up material (with soil & boulders)

Brownish murrum

Completely weathered basalt grey V

c, k

g/c

m2

φφ φφ, d

eg

ree

SL

, %

G

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Po

rosit

y %

Cla

ssific

ation

LL

, %



LOCATION: TDU

CR

N

15 30 45 600.00

0.50

1.00 DS

1.50 UDS1 CH 55.91 14.7 25.69 2.72 0.22 14.2

2.00

2.50

3.00 SPT1 CH 58.59 13.7 29.80 2.68 >50 R

3.50

4.00

4.50 SPT2 >50 R

5.00

5.50

6.00 SPT3 >50 R

6.50

7.00

7.50 SPT4 >50 R

8.00 0.31 1132 1.068.50 0.31 1132 1.069.00 49 21 0.31 1132 1.069.50

10.00

10.50 57 32

11.00 0.41 754 1.41

11.50 0.41 754 1.41

12.00 58 Nil 0.41 754 1.41

Wate

r

Co

nte

nt

/

Ab

so

rpti

on

%

UC

S,

kg

/cm

2

PI, % G

Filled up material

Yellowish hard loam

Slightly weathered fractured basalt, grey II

LL

, %

SL

, %

c, k

g/c

m2

φφ φφ, d

eg

ree

APPENDIX A


Dep

th, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sam

ple

r

Typ

e

Cla

ssific

atio

n

Po

rosit

y %

RQ

D



LOCATION: TDU

CR

N

15 30 45 60

Wa

ter

Co

nte

nt

/ A

bs

orp

tio

n %

UC

S,

kg

/cm

2

PI,

% G

LL

, %

SL

, %

c,

kg

/cm

2

φφ φφ, d

eg

ree

APPENDIX A


De

pth

, m

R.L

. m

Gra

ph

ic

Lo


Elevation

Sa

mp

ler

Ty

pe

Cla

ssific

atio

n

Po

ros

ity

%

RQ

D

12.50

13.00

13.50 85 76

14.00 0.11 905 1.06

14.50 0.11 905 1.06

15.00 95 79 0.11 905 1.06

15.50

16.00

16.50 94 91

17.00

17.50

18.00 91 91


End Date: 24 6

Co-ordinates:

Noble Geo-Structs


2010

B 1102

Fresh amygdaloidal basalt, grey



2010

I


CLIENT : BHARAT PETROLEUM CORPORATION LTD.

PROJECT : Geotechnical investigation for CCR project at Mahul, Mumbai

Gravel,

(%)

Sand,

(%)

Silt,

(%)

Clay,

(%)

L. L.,

(%)

P. L.,

(%)

S. L.,

(%)

P. I.,

(%)

1 1 SPT1 1.00 1.22 11.76 35.69 51.33 54.37 27.87 14.09 26.50 2.70 - -

2 1 DS1 0.50 2.41 14.73 33.77 49.10 58.59 29.67 15.16 28.92 2.68 - -

3 2 DS1 1.00 2.45 23.16 30.31 44.08 57.24 27.73 13.01 29.51 2.68 - -

4 2 SPT1 1.50 2.73 22.19 30.69 44.39 58.85 28.75 13.12 30.10 2.69 - -

5 3 SPT1 1.00 1.56 15.42 33.72 49.30 59.30 32.56 13.86 26.74 2.67 - -

6 3 DS1 0.50 0.44 14.50 34.77 50.29 60.09 27.81 14.43 32.28 2.69 - -

7 4 DS1 0.50 0.44 16.34 34.02 49.20 59.30 29.25 14.78 30.05 2.69 - -

8 4 SPT1 1.00 1.18 19.96 32.13 46.73 57.43 28.22 12.91 29.21 2.68 - -

9 5 DS1 1.00 3.06 27.66 28.33 40.96 55.96 26.74 14.25 29.22 2.69 - -

10 5 SPT1 1.50 1.85 21.82 31.21 45.13 56.72 27.36 13.24 29.36 2.69 - -

Specific

Gravity

Natural

Moisture

Content

(%)

Void

Ratio

Dry

Density

(g/cc)

Wet

Density

(g/cc)

Summary of Test results

Appendix A 2 Test Results

TypesSR.

No.

Boreh

ole

No.

Depth

(m)

Grain Size Analysis Atterberg's Limits




Gravel,

(%)

Sand,

(%)

Silt,

(%)

Clay,

(%)

L. L.,

(%)

P. L.,

(%)

S. L.,

(%)

P. I.,

(%)

Specific

Gravity

Natural

Moisture

Content

(%)

Void

Ratio

Dry

Density

(g/cc)

Wet

Density

(g/cc)


TypesSR.

No.

Boreh

ole

No.

Depth

(m)


11 6 SPT1 1.50 1.13 16.66 33.72 48.50 59.51 30.77 13.88 28.74 2.70 - -

12 6 DS1 0.50 9.14 62.84 11.46 16.57 NP NP NP NP 2.69 - -

13 7 SPT1 0.50 2.36 16.01 33.27 48.37 55.71 25.24 13.41 30.47 2.68 - -

14 7 DS1 0.30 0.46 15.76 34.36 49.43 53.69 26.94 15.29 26.75 2.70 - -

15 8 SPT1 1.50 2.39 27.18 28.79 41.64 49.03 27.81 13.45 21.22 2.69 - -

16 8 DS1 1.00 1.15 15.46 34.09 49.30 45.47 23.54 16.27 21.93 2.69 - -

17 9 DS1 0.40 2.95 25.47 29.26 42.32 55.25 27.98 13.49 27.27 2.69 - -

18 9 SPT1 0.50 1.63 25.83 29.75 42.79 56.62 29.10 14.57 27.52 2.70 - -

19 10 UDS1 1.50 2.00 18.35 32.66 46.99 52.41 27.98 15.09 24.43 2.70 20.55 1.58 1.90 0.71

20 10 SPT1 3.00 3.00 20.50 31.27 45.23 53.76 29.10 14.58 24.66 2.69 - -




Gravel,

(%)

Sand,

(%)

Silt,

(%)

Clay,

(%)

L. L.,

(%)

P. L.,

(%)

S. L.,

(%)

P. I.,

(%)

Specific

Gravity

Natural

Moisture

Content

(%)

Void

Ratio

Dry

Density

(g/cc)

Wet

Density

(g/cc)


TypesSR.

No.

Boreh

ole

No.

Depth

(m)


21 12 UDS1 1.50 1.60 25.04 30.08 43.28 68.10 33.05 12.56 35.05 2.70 21.11 1.57 1.90 0.72

22 12 SPT1 3.50 2.27 23.74 30.25 43.74 58.14 29.45 13.56 28.69 2.69 - -

23 13 SPT1 1.50 2.85 22.12 30.77 44.26 55.96 26.74 14.20 29.22 2.70 - -

24 13 DS1 1.00 11.86 52.81 14.45 20.89 42.56 24.02 16.20 18.54 2.69 - -

25 14 UDS1 1.50 2.15 19.39 32.18 46.29 58.09 23.16 13.78 34.93 2.70 16.91 1.58 1.85 0.71

26 14 DS1 1.00 6.63 55.55 15.46 22.36 49.80 29.45 15.52 20.35 2.69 - -

27 14 SPT 1 3.00 1.58 19.15 32.30 46.97 57.94 27.64 13.86 30.30 2.68 - -

28 15 UDS1 1.50 2.15 21.91 31.14 44.80 58.09 19.67 13.78 38.42 2.70 15.05 1.65 1.90 0.63

29 15 SPT1 3.50 0.44 13.38 35.23 50.96 58.14 29.45 13.56 28.69 2.69 - -

30 16 SPT1 1.50 1.41 12.97 34.78 50.85 57.61 27.72 15.04 29.89 2.67 - -




Gravel,

(%)

Sand,

(%)

Silt,

(%)

Clay,

(%)

L. L.,

(%)

P. L.,

(%)

S. L.,

(%)

P. I.,

(%)

Specific

Gravity

Natural

Moisture

Content

(%)

Void

Ratio

Dry

Density

(g/cc)

Wet

Density

(g/cc)


TypesSR.

No.

Boreh

ole

No.

Depth

(m)


31 16 DS1 1.00 2.10 16.43 33.09 48.38 50.90 25.17 12.84 25.73 2.67 - -

32 17 UDS1 1.50 17.50 44.30 15.57 22.63 NP NP NP NP 2.68 34.65 1.40 1.88 0.92

33 17 SPT1 3.50 16.00 45.71 15.60 22.69 NP NP NP NP 2.68 - -

34 17 DS1 1.00 2.50 23.21 30.47 43.83 59.02 26.65 13.75 32.37 2.70 - -

35 18 UDS1 1.50 15.00 39.30 18.62 27.08 NP NP NP NP 2.68 32.36 1.42 1.88 0.89

36 18 SPT1 3.00 17.50 39.71 17.38 25.41 NP NP NP NP 2.67 - -

37 18 DS1 1.00 0.39 19.01 32.95 47.65 60.45 29.96 14.21 30.49 2.69 - -

38 19 DS1 1.00 14.80 15.48 28.41 41.32 58.62 30.68 14.03 27.94 2.68 - -

39 19 SPT1 1.50 4.65 34.22 24.99 36.14 59.56 29.31 13.68 30.25 2.69 - -

40 20 UDS1 1.50 2.35 14.47 34.11 49.07 57.59 27.09 12.99 30.50 2.70 17.83 1.57 1.85 0.72




Gravel,

(%)

Sand,

(%)

Silt,

(%)

Clay,

(%)

L. L.,

(%)

P. L.,

(%)

S. L.,

(%)

P. I.,

(%)

Specific

Gravity

Natural

Moisture

Content

(%)

Void

Ratio

Dry

Density

(g/cc)

Wet

Density

(g/cc)


TypesSR.

No.

Boreh

ole

No.

Depth

(m)


41 20 SPT1 3.00 1.80 21.93 31.08 45.19 59.83 31.11 15.10 28.72 2.68 - -

42 20 DS1 1.00 2.94 17.38 32.36 47.31 56.57 28.54 13.67 28.03 2.67 - -

43 21 DS1 1.00 2.53 15.51 33.51 48.46 60.95 29.79 14.80 31.16 2.69 - -

44 22 SPT1 1.50 1.74 21.50 31.38 45.38 57.79 27.60 13.99 30.19 2.69 - -

45 22 DS1 1.00 1.24 16.37 33.57 48.82 58.25 31.24 14.27 27.01 2.68 - -

46 23 UDS1 1.50 0.40 18.69 33.39 47.53 55.91 30.22 14.70 25.69 2.72 27.25 1.50 1.91 0.81

47 23 SPT1 3.00 1.85 16.51 33.27 48.37 58.59 28.79 13.68 29.80 2.68 - -




GRAIN SIZE ANALYSIS

BH. No. Depth, m Gravels % Sand % Silt % Clay % L.L.% P.L. % S.L. % P.I. % Sp.Gravity NMC % DD g/cc

BH-1/SPT1 1.00 1.22 11.76 35.69 51.33 54.37 27.87 14.09 26.50 2.70 - -

BH-1/DS1 0.50 2.41 14.73 33.77 49.10 58.59 29.67 15.16 28.92 2.68 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-1/SPT1

BH-1/DS1

CLAY SILT SAND GRAVEL




GRAIN SIZE ANALYSIS


BH-2/DS1 1.00 2.45 23.16 30.31 44.08 57.24 27.73 13.01 29.51 2.68 - -

BH-2/SPT1 1.50 2.73 22.19 30.69 44.39 58.85 28.75 13.12 30.10 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-2/DS1

BH-2/SPT1





GRAIN SIZE ANALYSIS


BH-3/SPT1 1.00 1.56 15.42 33.72 49.30 59.30 32.56 13.86 26.74 2.67 - -

BH-3/DS1 0.50 0.44 14.50 34.77 50.29 60.09 27.81 14.43 32.28 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-3/SPT1

BH-3/DS1





GRAIN SIZE ANALYSIS


BH-4/DS1 0.50 0.44 16.34 34.02 49.20 59.30 29.25 14.78 30.05 2.69 - -

BH-4/SPT1 1.00 1.18 19.96 32.13 46.73 57.43 28.22 12.91 29.21 2.68 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-4/DS1

BH-4/SPT1





GRAIN SIZE ANALYSIS


BH-5/DS1 1.00 3.06 27.66 28.33 40.96 55.96 26.74 14.25 29.22 2.69 - -

BH-5/SPT1 1.50 1.85 21.82 31.21 45.13 56.72 27.36 13.24 29.36 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-5/DS1

BH-5/SPT1





GRAIN SIZE ANALYSIS


BH-6/SPT1 1.50 1.13 16.66 33.72 48.50 59.51 30.77 13.88 28.74 2.70 - -

BH-6/DS1 0.50 9.14 62.84 11.46 16.57 NP NP NP NP 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-6/SPT1

BH-6/DS1





GRAIN SIZE ANALYSIS


BH-7/SPT1 0.50 2.36 16.01 33.27 48.37 55.71 25.24 13.41 30.47 2.68 - -

BH-7/DS1 0.30 0.46 15.76 34.36 49.43 53.69 26.94 15.29 26.75 2.70 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-7/SPT1

BH-7/DS1





GRAIN SIZE ANALYSIS


BH-8/SPT1 1.50 2.39 27.18 28.79 41.64 49.03 27.81 13.45 21.22 2.69 - -

BH-8/DS1 1.00 1.15 15.46 34.09 49.30 45.47 23.54 16.27 21.93 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-8/SPT1

BH-8/DS1





GRAIN SIZE ANALYSIS


BH-9/DS1 0.40 2.95 25.47 29.26 42.32 55.25 27.98 13.49 27.27 2.69 - -

BH-9/SPT1 0.50 1.63 25.83 29.75 42.79 56.62 29.10 14.57 27.52 2.70 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-9/DS1

BH-9/SPT1





GRAIN SIZE ANALYSIS


BH-10/UDS1 1.50 2.00 18.35 32.66 46.99 52.41 27.98 15.09 24.43 2.70 20.55 1.58

BH-10/SPT1 3.00 3.00 20.50 31.27 45.23 53.76 29.10 14.58 24.66 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-10/UDS1

BH-10/SPT1





GRAIN SIZE ANALYSIS


BH-12/UDS1 1.50 1.60 25.04 30.08 43.28 68.10 33.05 12.56 35.05 2.70 21.11 1.57

BH-12/SPT1 3.50 2.27 23.74 30.25 43.74 58.14 29.45 13.56 28.69 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-12/UDS1

BH-12/SPT1





GRAIN SIZE ANALYSIS


BH-13/SPT1 1.50 2.85 22.12 30.77 44.26 55.96 26.74 14.20 29.22 2.70 - -

BH-13/DS1 1.00 11.86 52.81 14.45 20.89 42.56 24.02 16.20 18.54 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-13/SPT1

BH-13/DS1





GRAIN SIZE ANALYSIS


BH-14/UDS1 1.50 2.15 19.39 32.18 46.29 58.09 23.16 13.78 34.93 2.70 16.91 1.58

BH-14/DS1 1.00 6.63 55.55 15.46 22.36 49.80 29.45 15.52 20.35 2.69 - -

BH-14/SPT1 3.00 1.58 19.15 32.30 46.97 57.94 27.64 13.86 30.30 2.68 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pas

sin

g,%

BH-14/UDS1

BH-14/DS1

BH-14/SPT1





GRAIN SIZE ANALYSIS


BH-15/UDS1 1.50 2.15 21.91 31.14 44.80 58.09 19.67 13.78 38.42 2.70 15.05 1.65

BH-15/SPT1 3.50 0.44 13.38 35.23 50.96 58.14 29.45 13.56 28.69 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-15/UDS1

BH-15/SPT1





GRAIN SIZE ANALYSIS


BH-16/SPT1 1.50 1.41 12.97 34.78 50.85 57.61 27.72 15.04 29.89 2.67 - -

BH-16/DS1 1.00 2.10 16.43 33.09 48.38 50.90 25.17 12.84 25.73 2.67 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-16/SPT1

BH-16/DS1





GRAIN SIZE ANALYSIS


BH-17/UDS1 1.50 17.50 44.30 15.57 22.63 NP NP NP NP 2.68 34.65 1.40

BH-17/SPT1 3.50 16.00 45.71 15.60 22.69 NP NP NP NP 2.68 - -

BH-17/DS1 1.00 2.50 23.21 30.47 43.83 59.02 26.65 13.75 32.37 2.70 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pas

sin

g,%

BH-17/UDS1

BH-17/SPT1

BH-17/DS1





GRAIN SIZE ANALYSIS


BH-18/UDS1 1.50 15.00 39.30 18.62 27.08 NP NP NP NP 2.68 32.36 1.42

BH-18/SPT1 3.00 17.50 39.71 17.38 25.41 NP NP NP NP 2.67 - -

BH-18/DS1 1.00 0.39 19.01 32.95 47.65 60.45 29.96 14.21 30.49 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pas

sin

g,%

BH-18/UDS1

BH-18/SPT1

BH-18/DS1





GRAIN SIZE ANALYSIS


BH-19/DS1 1.00 14.80 15.48 28.41 41.32 58.62 30.68 14.03 27.94 2.68 - -

BH-19/SPT1 1.50 4.65 34.22 24.99 36.14 59.56 29.31 13.68 30.25 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-19/DS1

BH-19/SPT1





GRAIN SIZE ANALYSIS


BH-20/UDS1 1.50 2.35 14.47 34.11 49.07 57.59 27.09 12.99 30.50 2.70 17.83 1.57

BH-20/SPT1 3.00 1.80 21.93 31.08 45.19 59.83 31.11 15.10 28.72 2.68 - -

BH-20/DS1 1.00 2.94 17.38 32.36 47.31 56.57 28.54 13.67 28.03 2.67 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pas

sin

g,%

BH-20/UDS1

BH-20/SPT1

BH-20/DS1





GRAIN SIZE ANALYSIS


BH-21/DS1 1.00 2.53 15.51 33.51 48.46 60.95 29.79 14.80 31.16 2.69 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pas

sin

g,%

BH-21/DS1





GRAIN SIZE ANALYSIS


BH-22/SPT1 1.50 1.74 21.50 31.38 45.38 57.79 27.60 13.99 30.19 2.69 - -

BH-22/DS1 1.00 1.24 16.37 33.57 48.82 58.25 31.24 14.27 27.01 2.68 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-22/SPT1

BH-22/DS1





GRAIN SIZE ANALYSIS


BH-23/UDS1 1.50 0.40 18.69 33.39 47.53 55.91 30.22 14.70 25.69 2.72 27.25 1.50

BH-23/SPT1 3.00 1.85 16.51 33.27 48.37 58.59 28.79 13.68 29.80 2.68 - -

0

20

40

60

80

100

0.001 0.01 0.1 1 10 100 sieve size,mm

pe

rce

nt

pa

ss

ing

,%

BH-23/UDS1

BH-23/SPT1



Client : BHARAT PETROLEUM CORPORATION LTD.

Project : Geotechnical investigation for CCR project at Mahul, Mumbai

Sr.

No.

BH

No.

Piece

No.

Depth

(m)

Density

(g/cc)

Water

Absorption

(%)

Specific

Gravity

Porosity

(%)

UCS

(kg/cm2)

Point load

Index

kg/cm2

1 1 15 1.00 to 2.50 2.65 0.27 2.69 1.62 604

2 1 42 8.50 to 10.00 2.71 0.21 2.75 1.45 377

3 1 64 11.50 to 13.50 2.55 0.25 2.58 1.10 436 20

4 2 5 9.00 to 10.50 2.85 0.48 2.88 1.04 1015

5 2 27 10.50 to 12.00 2.62 0.26 2.64 0.76 604 27

6 2 33 10.50 to 12.00 2.83 0.45 2.85 0.70 1056

7 3 13 2.50 to 4.00 2.61 0.24 2.64 1.16 627

8 3 36 5.50 to 7.00 2.85 0.28 2.88 1.09 754

9 3 72 8.50 to 10.00 2.87 0.28 2.89 0.76 604 27

10 4 27 7.50 to 9.00 2.72 0.16 2.76 1.45 754

11 4 32 9.00 to 10.50 2.87 0.09 2.91 1.52 873 40

12 4 43 10.50 to 12.00 2.64 0.11 2.67 1.12 582

13 5 5 1.50 to 3.00 2.80 0.34 2.82 0.71 905

14 5 13 4.50 to 6.00 2.85 0.23 2.87 0.70 1175 53

15 5 19 6.00 to 7.50 2.73 0.24 2.76 1.09 754

ROCK PROPERTIES




Sr.

No.

BH

No.

Piece

No.

Depth

(m)

Density

(g/cc)

Water

Absorption

(%)

Specific

Gravity

Porosity

(%)

UCS

(kg/cm2)

Point load

Index

kg/cm2

ROCK PROPERTIES

16 6 9 1.50 to 3.00 2.51 0.61 2.55 1.66 604

17 6 35 6.00 to 7.50 2.80 0.27 2.83 1.06 754

18 6 45 7.50 to 9.00 2.66 1.01 2.69 0.93 905 41

19 7 10 0.50 to 2.00 2.69 0.16 2.73 1.47 604

20 7 45 5.00 to 6.50 2.71 0.08 2.74 1.09 754

21 7 75 9.50 to 11.00 2.70 0.29 2.73 1.10 604 27

22 8 8 1.50 to 3.00 2.65 0.22 2.68 1.12 604

23 8 42 6.00 to 7.50 2.60 0.42 2.63 1.14 582 26

24 8 57 9.00 to 10.50 2.68 0.45 2.71 1.11 754

25 9 10 0.50 to 2.00 2.72 0.19 2.75 1.09 733

26 9 47 5.00 to 6.50 2.90 0.28 2.92 0.68 1269 58

27 9 79 9.50 to 10.90 2.73 0.12 2.75 0.73 754

28 10 7 7.50 to 9.00 2.68 0.80 2.72 1.47 222

29 10 22 10.50 to 12.00 2.70 0.75 2.73 1.10 310

30 10 39 13.50 to 15.00 2.75 0.43 2.78 1.08 676 31




Sr.

No.

BH

No.

Piece

No.

Depth

(m)

Density

(g/cc)

Water

Absorption

(%)

Specific

Gravity

Porosity

(%)

UCS

(kg/cm2)

Point load

Index

kg/cm2

ROCK PROPERTIES

31 11 17 6.00 to 7.50 2.75 0.38 2.78 1.08 1015

32 11 27 7.50 to 9.00 2.76 0.15 2.8 1.43 1132

33 11 40 10.50 to 12.00 2.80 0.25 2.83 1.06 1056 48

34 12 8 3.50 to 5.90 2.73 0.14 2.76 1.09 873

35 12 17 5.00 to 6.50 2.80 0.13 2.83 1.06 1132 51

36 12 33 9.50 to 10.00 2.69 0.17 2.72 1.10 727

37 13 23 3.05 to 4.55 2.85 0.65 2.87 0.80 1091

38 13 36 4.55 to 6.05 2.73 0.38 2.76 1.17 905 41

39 13 41 6.05 to 7.05 2.81 0.24 2.83 0.71 754

40 14 24 11.50 to 12.10 2.83 0.37 2.86 1.01 1096 50

41 14 25 11.50 to 12.10 2.67 0.23 2.69 0.87 754

42 15 11 4.90 to 6.40 2.66 0.24 2.69 1.12 627

43 15 30 9.40 to 11.90 2.76 0.14 2.79 1.08 905 41

44 15 36 9.40 to 11.90 2.78 0.13 2.81 1.07 1091

45 16 13 4.00 to 5.50 2.63 0.31 2.68 1.88 453




Sr.

No.

BH

No.

Piece

No.

Depth

(m)

Density

(g/cc)

Water

Absorption

(%)

Specific

Gravity

Porosity

(%)

UCS

(kg/cm2)

Point load

Index

kg/cm2

ROCK PROPERTIES

46 16 29 7.00 to 8.50 2.80 0.26 2.83 1.19 940

47 16 44 10.00 to 11.50 2.70 0.23 2.74 1.35 627 28

48 17 8 5.00 to 6.50 2.74 0.41 2.78 1.44 590

49 17 26 8.00 to 9.50 2.67 0.27 2.71 1.48 480

50 17 41 11.00 to 12.50 2.72 0.20 2.75 1.09 510 23

51 18 12 5.50 to 7.00 2.64 0.45 2.68 1.49 453

52 18 21 8.50 to 10.00 2.58 0.24 2.61 1.20 302

53 18 24 10.00 to 11.50 2.60 0.31 2.64 1.52 377 17

54 19 7 6.00 to 7.50 2.78 0.36 2.82 1.54 604

55 19 16 6.00 to 7.50 2.68 0.22 2.71 1.11 453

56 19 19 7.50 to 9.00 2.76 0.23 2.79 1.03 528 24

57 20 5 4.50 to 6.00 2.65 0.17 2.68 1.12 453

58 20 26 7.50 to 9.00 2.77 0.36 2.80 1.07 754

59 20 39 10.50 to 11.00 2.70 0.53 2.73 1.10 604 27

60 21 3 1.50 to 3.00 2.64 0.14 2.68 1.49 453




Sr.

No.

BH

No.

Piece

No.

Depth

(m)

Density

(g/cc)

Water

Absorption

(%)

Specific

Gravity

Porosity

(%)

UCS

(kg/cm2)

Point load

Index

kg/cm2

ROCK PROPERTIES

61 21 16 4.50 to 6.00 2.62 0.20 2.66 1.50 377

62 21 33 7.50 to 9.00 2.61 0.26 2.64 1.14 377 17

63 22 11 4.00 to 5.50 2.72 0.38 2.76 1.45 754

64 22 37 7.00 to 8.50 2.68 0.17 2.72 1.47 604

65 22 55 10.00 to 11.50 2.74 0.31 2.77 1.08 754 34

66 23 10 7.50 to 9.00 2.80 0.31 2.83 1.06 1132

67 23 49 13.50 to 15.00 2.79 0.11 2.82 1.06 905 41

68 23 61 10.50 to 12.00 2.71 0.41 2.75 1.41 754




Sr. No. BH No. Sample ID Depth (m) pHChloride

%

Sulphate

%

1 1 DS1 0.50 7.2 0.0586 0.0214

2 2 SPT1 1.50 7.6 0.0692 0.0253

3 3 DS1 0.50 7.4 0.0533 0.0350

4 4 DS1 0.50 7.8 0.6869 0.0312

5 5 SPT1 1.50 7.2 0.0586 0.0273

6 6 DS1 0.50 6.8 0.0426 0.0214

7 7 DS1 0.30 7.4 0.0746 0.0292

8 8 DS1 1.00 7.6 0.0373 0.0234

9 9 SPT1 0.50 7.4 0.0479 0.0331

10 10 UDS1 1.50 7.8 0.0682 0.0323

11 11 SPT1 1.50 7.6 0.0655 0.0310

12 12 UDS1 1.50 7.6 0.0586 0.0331

13 13 DS1 1.00 7.2 0.0533 0.0292

14 14 UDS1 1.50 7.3 0.0639 0.0350

15 15 UDS1 1.50 7.8 0.0746 0.0370

16 16 DS1 0.50 7.2 0.0634 0.0255

17 17 UDS1 1.50 6.8 0.0447 0.0329

18 18 UDS1 1.50 7.6 0.0527 0.0366

19 19 DS1 1.00 6.8 0.0586 0.0339

20 20 UDS1 1.50 7.4 0.0559 0.0315

21 21 DS1 1.00 7.8 0.0415 0.0232

22 22 DS1 1.00 7.2 0.0474 0.0360

23 23 UDS1 1.50 7.6 0.0533 0.0362

Chemical Analysis of Soil




Sr.

No.BH No. Depth (m) pH

Chloride

ppm

Sulphate

ppm

1 1 3.20 7.6 284 177

2 2 1.75 7.2 213 195

3 3 1.90 6.8 238 159

4 4 1.55 7.8 249 179

5 5 1.60 7.4 266 248

6 6 1.60 7.6 195 159

7 7 1.50 6.8 209 212

8 8 2.70 7.8 178 195

9 9 1.90 7.6 320 283

10 10 7.10 7.4 316 250

11 11 4.50 7.2 298 262

12 12 2.60 7.8 249 212

13 13 1.90 7.8 320 230

14 14 5.20 7.8 284 177

15 15 3.40 7.8 231 266

16 16 0.90 7.2 241 218

17 17 2.50 6.8 273 235

18 18 2.50 7.6 320 246

19 19 1.30 7.8 288 209

20 20 3.50 7.4 213 204

21 21 2.10 7.8 327 193

22 22 1.50 7.6 192 214

23 23 3.00 7.2 231 225

Chemical Analysis of Water




Sr. No. Bh. No. Sample Depth (m) c (kg/cm2) φφφφ (degree)

1 1 DS1 0.50 0.27 9.60

2 2 DS1 1.00 0.28 8.49

3 3 DS1 0.50 0.29 11.34

4 4 DS1 0.50 0.30 10.26

5 5 DS1 1.00 0.24 10.55

6 6 DS1 0.50 0.05 31.61

7 7 DS1 0.30 0.24 12.12

8 8 DS1 1.00 0.12 20.56

9 9 DS1 0.40 0.30 7.12

10 10 UDS1 1.50 0.28 10.28

11 12 UDS1 1.50 0.33 6.27

12 13 DS1 1.00 0.21 15.65

13 14 UDS1 1.50 0.31 10.22

14 15 UDS1 1.50 0.27 10.56

15 16 DS1 0.50 0.20 14.17

16 17 UDS1 1.50 0.00 32.02

17 18 UDS1 1.50 0.00 31.18

18 19 DS1 1.00 0.25 12.84

19 20 UDS1 1.50 0.26 11.46

20 21 DS1 1.00 0.29 9.27

21 22 DS1 1.00 0.24 13.11

22 23 UDS1 1.50 0.22 14.17

Triaxial Shear Test (CD)




Sr. No. Bh. No. Sample Depth (m) c (kg/cm2) φφφφ (degree)

1 1 DS1 0.50 0.31 8.12

2 2 DS1 1.00 0.33 7.32

3 3 DS1 0.50 0.30 10.12

4 4 DS1 0.50 0.31 9.16

5 5 DS1 1.00 0.29 8.49

6 6 DS1 0.50 0.10 29.32

7 7 DS1 0.30 0.28 11.67

8 8 DS1 1.00 0.13 18.46

9 9 DS1 0.40 0.35 6.47

10 10 UDS1 1.50 0.26 11.02

11 12 UDS1 1.50 0.31 8.24

12 13 DS1 1.00 0.15 17.22

13 14 UDS1 1.50 0.29 9.53

14 15 UDS1 1.50 0.25 11.66

15 16 DS1 0.50 0.22 13.67

16 17 UDS1 1.50 0.00 31.12

17 18 UDS1 1.50 0.00 30.20

18 19 DS1 1.00 0.30 9.12

19 20 UDS1 1.50 0.30 9.52

20 21 DS1 1.00 0.31 8.33

21 22 DS1 1.00 0.25 11.67

22 23 UDS1 1.50 0.24 12.52

Triaxial Shear Test (UU)




Sr. No. Bh. No. SampleDepth

(m)

Free Swell

(%)

Swelling

Pressure

(kg/cm2)

1 1 DS1 0.50 20 Nil

2 2 DS1 1.00 40 Nil

3 3 DS1 0.50 30 Nil

4 4 DS1 0.50 30 Nil

5 5 DS1 1.00 20 Nil

6 6 DS1 0.50 30 Nil

7 7 DS1 0.30 40 Nil

8 8 DS1 1.00 20 Nil

9 9 DS1 0.40 30 Nil

10 10 UDS1 1.50 20 Nil

11 12 UDS1 1.50 20 Nil

12 13 DS1 1.00 40 Nil

13 14 UDS1 1.50 20 Nil

14 15 UDS1 1.50 40 Nil

15 16 DS1 0.50 30 Nil

16 17 UDS1 1.50 40 Nil

17 18 UDS1 1.50 20 Nil

18 19 DS1 1.00 30 Nil

19 20 UDS1 1.50 40 Nil

20 21 DS1 1.00 30 Nil

21 22 DS1 1.00 20 Nil

22 23 UDS1 1.50 40 Nil

Swelling Pressure




Sr. No. Bh. No. Sample Depth (m) Cc value

1 2 DS1 1.00 0.26

2 13 DS1 1.00 0.29

Consolidation Test




Sr. No. Bh. No. Sample Depth (m) φφφφ (degree) K0 Kp Ka

1 1 DS1 0.50 8.12 0.86 1.33

2 2 DS1 1.00 7.32 0.87 1.29

3 3 DS1 0.50 10.12 0.82 1.43

4 4 DS1 0.50 9.16 0.84 1.38

5 5 DS1 1.00 8.49 0.85 1.35

6 6 DS1 0.50 29.32 - - 0.34

7 7 DS1 0.30 11.67 0.80 1.51

8 8 DS1 1.00 18.46 0.68 1.93

9 9 DS1 0.40 6.47 0.89 1.25

10 10 UDS1 1.50 11.02 0.81 1.47

11 12 UDS1 1.50 8.24 0.86 1.33

12 13 DS1 1.00 17.22 0.70 1.84

13 14 UDS1 1.50 9.53 0.83 1.40

14 15 UDS1 1.50 11.66 0.80 1.51

15 16 DS1 0.50 13.67 0.76 1.62

16 17 UDS1 1.50 31.12 - - 0.32

17 18 UDS1 1.50 30.2 - - 0.33

18 19 DS1 1.00 9.12 0.84 1.38

19 20 UDS1 1.50 9.52 0.83 1.40

20 21 DS1 1.00 8.33 0.86 1.34

21 22 DS1 1.00 11.67 0.80 1.51

22 23 UDS1 1.50 12.52 0.78 1.55

Co efficient of earth pressure


SAFE BEARING CAPACITY IS EVALUATED FROM SHEAR FAILURE CRITERION.

BH= 8

square s

c= = 1.3 t/sqm

O= ANGLE OF SHEARING RESISTANCE CS = 18 degrees

Df= DEPTH OF FOUNDATION = 1.5 m

r = SATURATED DENSITY = 0.90 t/m3

fs= FACTOR OF SAFETY = 2.5

W'= WATER TABLE CORRECTION = 0.5

α inclination angle = 0

q= OVER BURDEN PRESSURE =r*Df = 1.35 t/m2

B= WIDTH OF FOUNDATION = 6 m

L= LENGTH OF FOUNDATION = ---

√Nφ= tan (π / 4 + φ / 2) = 1.37638192

Nc= = 13.1

Nq= BEARING CAPACITY FACTORS = 5.26

Nγ= BEARING CAPACITY FACTORS = 4.07

Sc= SHAPE FACTOR = 1.3

Sq= SHAPE FACTOR =1+(B/L)*0.2 = 1.2

Sγ= SHAPE FACTOR =1-0.4*(B/L) = 0.8

dc dq dg ic iq ig

1.04 1.018164 1.018164 1 1 1

qult= cNc scdcic + q(Nq - 1) sqdqiq + 0.5 Bγ Nysydyiy W' =

cNc scdcic 1.3 13.1 1.3 1.04 1 22.943246

q(Nq - 1) sqdqiq 1.35 4.26 1.2 1.018 1 7.0265504

0.5 Bγ Nysydyiy W' 0.5 6 0.90 4.07 0.8 0.5 4.4754398

1.018164 1 34.445236

qult= 34.45 T/sqm

WITH FS = 2.5 qns safe= 13.7780946

qns safe= Net Safe Bearing Capcity for 12.65 mm settlement 13.77 T/sqm

Safe Bearing Capacity Calculations



BH= 20

square s

c= = 3 t/sqm


Df= DEPTH OF FOUNDATION = 4 m








√Nφ= tan (π / 4 + φ / 2) = 1.17084957

Nc= = 7.92






dc dq dg ic iq ig

1.05 1 1 1 1 1


cNc scdcic 3 7.92 1.3 1.05 1 32.294978

q(Nq - 1) sqdqiq 3.60 1.25 1.2 1 1 5.4

0.5 Bγ Nysydyiy W' 0.5 15 0.90 1.03 0.8 0.5 2.781

1 1 40.475978

qult= 40.48 T/sqm

WITH FS = 2.5 qns safe= 16.1903913





BH= 22

square s

c= = 2.5 t/sqm


Df= DEPTH OF FOUNDATION = 1.5 m








√Nφ= tan (π / 4 + φ / 2) = 1.213097

Nc= = 8.8






dc dq dg ic iq ig

1.04 1.020608 1.020608 1 1 1


cNc scdcic 2.5 8.8 1.3 1.04 1 29.778801

q(Nq - 1) sqdqiq 1.35 1.71 1.2 1.021 1 2.8272894

0.5 Bγ Nysydyiy W' 0.5 6 0.90 1.44 0.8 0.5 1.5872502

1.020608 1 34.193341

qult= 34.19 T/sqm

WITH FS = 2.5 qns safe= 13.6773363






Depth BH 8 BH 13 BH 12 BH 7

m

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50 Legend5.00

5.50 Filled up material6.00 Soft clay

6.50 Stiff clay7.00 Very stiff clay

7.50 Loam8.00 Loam with bolders

8.50 Comletely weathered basalt 9.00 Highly weathered basalt

9.50 Moderately weathered basalt10.00 Slightly weathered basalt

10.50 Fresh basalt 11.00

CROSS PROFILE FOR ISBL AREACROSS PROFILE FOR ISBL AREACROSS PROFILE FOR ISBL AREACROSS PROFILE FOR ISBL AREA




Depth BH 11 BH 9

m

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50 Legend5.00







11.50

12.00





Depth BH 3 BH 2 BH 5 BH 14

m

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50 Legend7.00






12.50 Fresh basalt





Depth BH 16 BH 1 BH 4 BH 6 BH 10 BH 15

m0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50 Legend5.00

5.50 Filled up material6.00 Soft clay6.50 Stiff clay7.00 Very stiff clay

7.50 Loam8.00 Loam with bolders8.50 Comletely weathered basalt 9.00 Highly weathered basalt 9.50 Moderately weathered basalt

10.00 Slightly weathered basalt 10.50 Fresh basalt

11.00

11.50

12.00

12.50

13.00

13.50

14.00

14.50

15.00





Depth BH 21 BH 22 BH 19

m

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50 Legend5.00







11.50

12.00

CROSS PROFILE FOR ISBL OSBLCROSS PROFILE FOR ISBL OSBLCROSS PROFILE FOR ISBL OSBLCROSS PROFILE FOR ISBL OSBL




Depth BH 23 BH 20

m0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00 Legend6.50

7.00 Filled up material7.50 Soft clay8.00 Stiff clay8.50 Very stiff clay9.00 Loam9.50 Loam with bolders10.00 Comletely weathered basalt 10.50 Highly weathered basalt 11.00 Moderately weathered basalt11.50 Slightly weathered basalt 12.00 Fresh basalt 12.50

13.00

13.50

14.00

14.50

15.00

15.50

16.00

16.50

17.00

17.50

18.00

CROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREA




Depth BH 17 BH 18

m

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50 Legend5.00







11.50

12.00

12.50

CROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREACROSS PROFILE FOR OSBL AREA

Geotechnical Investigation Work at BPCL, Mahul Noble Geo-Structs Project No. B 1102 August 10, 2010

EARTH RESISTIVITY TEST (ERT)

EARTH RESISTIVITY TEST (ERT)

Electrical Resistivity tests (ERT) were carried out in the premises of Bharat Petroleum

Corporation Limite, Mahul Village, Mumbai. Vertical Electrical Sounding were carried out

at 6 locations for a depth of 15mtrs in order to ascertain the subsurface geology of the

site.

These tests were carried out in accordance to the methodology specified in IS: 3043.

PRINCIPLE

Observations are made to obtain information on the variation of the physical field in the

vertical section at a given location (sounding). The variation in the physical field is

interpreted in terms of subsurface inhomogenieties which include variation in lithology,

quantity and quality of water. The electrical properties of most rocks are primarily

dependent on the amount of water in the rock. Saturated rocks have lower resistivities

than unsaturated and dry rocks. The higher the porosity of the saturated rock, the lower

its resistivity. The basis of making an electrical sounding is that the further away from a

current source the measurement of the potential the deeper the probing will be.


CONCLUSIONS:

1. The major formation in the area is basalt. Primary porosity is seen. Secondary

porosity is also seen developed due to fracturing during deposition. The area has thick

soil cover. The area is productive as it contains large openings in definite pervious

horizons, besides being susceptible to weathering.

2. The system of the study area can be visualised as a multi-layered system. The top

most layer which consists of thick soil cover with an average thickness ranging from 3mtr

at ERT-4 to 8mtr at ERT-2. The second layer consists of semi-weathered basalt which

then grades into the basalt.

3. In this area, groundwater occurs in the pore spaces of basalt, under confined and

semi confined conditions. It also occurs in the secondary porosity formed by weathering

of basalt. The groundwater is mainly recharged due to precipitation and seepages. This

is so because the basalt is very compact and also hardens with depth. Groundwater

potential is higher in the water table condition aquifers.

4. Analysis of sounding data reveals that the curves are of Q-type. In these types of

formations there is an gradual drop in resistivity values which indicates that there is

increase in saturation as depth is increasing. It also indicates the presence of water table

condition aquifers at about 3m. It also indicates that the formation grades into compact

basalt with increase in depth.


ERT - 1 ERT - 2

(Spare yard) (ERU Pump house, next to tank No. 362)

Electrode

spacing

a(m)

K = 2 ¶a(m)Resistance

R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

Electrode

spacing

a(m)


R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

1 6.28 5.21 32.72 1 6.28 0.725 4.55

2 12.56 1.84 23.11 2 12.56 0.283 3.55

3 18.84 1.01 19.03 3 18.84 0.334 6.29

4 25.12 0.654 16.43 4 25.12 0.248 6.23

5 31.40 0.555 17.43 5 31.40 0.173 5.43

6 37.68 0.492 18.54 6 37.68 0.167 6.29

7 43.96 0.380 16.70 7 43.96 0.125 5.50

8 50.24 0.318 15.98 8 50.24 0.105 5.28

9 56.52 0.282 15.94 9 56.52 0.076 4.30

10 62.80 0.239 15.01 10 62.80 0.068 4.27

11 69.08 0.231 15.96 11 69.08 0.056 3.87

12 75.36 0.225 16.96 12 75.36 0.053 3.99

13 81.64 0.225 18.37 13 81.64 0.048 3.92

14 87.92 0.225 19.78 14 87.92 0.042 3.69

15 94.20 0.211 19.88 15 94.20 0.037 3.49


ERT - 3 ERT - 4

Electrode

spacing

a(m)


R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

Electrode

spacing

a(m)


R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

1 6.28 9.55 59.97 1 6.28 3.40 21.35

2 12.56 3.15 39.56 2 12.56 1.60 20.10

3 18.84 1.50 28.26 3 18.84 0.877 16.52

4 25.12 0.838 21.05 4 25.12 0.684 17.18

5 31.40 0.665 20.88 5 31.40 0.594 18.65

6 37.68 0.580 21.85 6 37.68 0.460 17.33

7 43.96 0.496 21.80 7 43.96 0.373 16.40

8 50.24 0.323 16.23 8 50.24 0.329 16.53

9 56.52 0.268 15.15 9 56.52 0.308 17.41

10 62.80 0.242 15.20 10 62.80 0.279 17.52

11 69.08 0.229 15.82 11 69.08 0.252 17.41

12 75.36 0.205 15.45 12 75.36 0.244 18.39

13 81.64 0.189 15.43 13 81.64 0.230 18.78

14 87.92 0.163 14.33 14 87.92 0.210 18.46

15 94.20 0.138 13.00 15 94.20 0.193 18.18


ERT - 5 ERT - 7

(TDU building) (TDU building)

Electrode

spacing

a(m)


R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

Electrode

spacing

a(m)


R(Ω)

Apparent

Resistivity

ρ = (K x R)

(Ωm)

1 6.28 9.90 62.17 1 6.28 9.55 59.97

2 12.56 5.24 65.81 2 12.56 5.29 66.44

3 18.84 3.07 57.84 3 18.84 3.30 62.17

4 25.12 2.00 50.24 4 25.12 2.34 58.78

5 31.40 1.45 45.53 5 31.40 1.69 53.07

6 37.68 1.13 42.58 6 37.68 1.05 39.56

7 43.96 0.850 37.37 7 43.96 0.659 28.97

8 50.24 0.726 36.47 8 50.24 0.464 23.31

9 56.52 0.596 33.69 9 56.52 0.376 21.25

10 62.80 0.495 31.09 10 62.80 0.328 20.60

11 69.08 0.408 28.18 11 69.08 0.280 19.34

12 75.36 0.340 25.62 12 75.36 0.216 16.28

13 81.64 0.300 24.49 13 81.64 0.208 16.98

14 87.92 0.256 22.51 14 87.92 0.202 17.76

15 94.20 0.198 18.65 15 94.20 0.192 18.09








APPENDIX A3

GENERAL NOTES

Table 1. Relation between Soil Properties and Penetration Resistance on Basis

of Standard Penetration Test for Sand/Non Plastic Silt According to

Geotechnique journal Vol XXXVI No.3, Sept. 1986.

Relative Density Penetration Value Relative

Density ID %

Very Loose 0 to 4 0-15

Loose 4 to 10 15-35

Medium 10 to 30 35-65

Dense 30 to 50 65-85

Very Dense 50 and above 85-100

Table 2 Relation Between soil properties and Penetration resistance on basis

of Standard Penetration Test for Clay / Plastic Silt.

Consistency Number. of Blows (SPT)

Very Soft 0 to 2

Soft 2 to 4

Medium 4 to 8

Stiff 8 to 15

Very Stiff 15 to 30

Hard 30 and above


Table 3 Rock quality in terms of Weathering Grades of Rock Mass According to

I.S. 4464.

Terms Description Grade Interpretation

Fresh No visible sign of rock material weathering;

perhaps slight discoloration on major

discontinuity surfaces.

I CR > 60%

Slightly

Weathered

Discoloration indicates weathering of rock

material and discontinuity surfaces. Weathering

may discolour all the rock material.

II CR between 40%

to 60%

Moderately

Weathered

Less than half of the rock material is

decomposed or disintegrated to a soil. Fresh or

discoloured rock is present either as a

continuous framework or as core stones.

III CR between 25%

to 40%

Highly

Weathered

More than half of the rock material is

decomposed or disintegrated to a soil. Fresh or

discoloured rock is present either as a

discontinuous framework or as core stones.

IV CR between 11%

to 25%

Completely

Weathered

All rock material is decomposed and / or

disintegrated to soil. The original mass structure

is still largely intact.

V CR between Zero

to 10%

Residual

Soil

All rock material is converted to soil. The mass

structure and material fabric are destroyed.

There is a large change in volume, but the soil

has not been significantly transported.

VI CR = Zero % But

N > 50

It should be understood that all grades of weathering may not be seen in a given rock mass and

that in some cases a particular grade may be present to a very small extent. Distribution of the

various weathering grades of rock material in the rock mass may be related to the porosity of

the material and the presence of open discontinuities of all types in the rock mass.


Table 4 Ground Water Limits According to IS 456 - 2000

Test Value

pH 6 to 8

CI ppm 500

SO3 ppm 400