the institute of cost accountants of india (icai) · 1.1 the institute of cost accountants of india...

THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI)

GEOTECHNICAL INVESTIGATION REPORT FOR

PROPOSED PROJECT ‘INSTITUTIONAL BUILDING FOR ICAI’ AT

CBD BELAPUR, NAVI MUMBAI

OCTOBER 2012 1281-2012-073

BY

THANE (W) - 400 602

FOR

Invest in Investigation

A-1, VIJAY APARTMENTS,

NEAR ARADHANA CINEMA,

L B S MARG, PACHPAKHADI,

THANE (W) - 400 602

022 2537 1020, [email protected]

THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI) NAVI MUMBAI



CBD BELAPUR, NAVI MUMBAI 1281-2012-073

BY

THANE (W) - 400 602 Tel : 022 2538 1168

FOR

OCHRE DRILLERS INDIA PVT LTD THANE (W) - 400 602

Tel : 022 2593 9393

OCTOBER 2012

1281-2012-073 Proposed PROJECT ‘Institutional Building for ICAI’ @ CBD Belapur, Navi Mumbai Geotechnical Investigation Report

Page 1

THE INSTITUTE OF COST ACCOUNTANTS OF INDIA (ICAI)




CONTENTS

TABLE OF CONTENT Page 01

1.0 GENERAL Page 02

2.0 SCOPE OF INVESTIGATION Page 03

3.0 METHODOLOGY Page 04

4.0 FINDINGS OF INVESTIGATION Page 08

5.0 GEOTECHNICAL ASSESSMENT Page 12

ENCLOSURES

A) LOCATION PLAN OF BOREHOLES Page A1

B) BOREHOLE LOGS Page B1-B5

C) CORE LOGS Page C1- C10

D) LABORATORY TEST RESULTS Page D1-D5

E) SUB SOIL PROFILES Page E1-E2


Page 2




1.0 GENERAL

1.1 The Institute Of Cost Accountants Of India (ICAI), Navi Mumbai have proposed

construction of Institutional Building for ICAI at CBD Belapur, Navi Mumbai. Proposed

site is located at plot bearing survey No 97 of CBD Belapur at Sector 15, Navi Mumbai.

Proposed building will be RCC framed structure having ground plus up to three upper floors

with one level of basement.

1.2 M/s Shashi Deshmukh & Associates are the consulting architects and M/s Epicons Consultants Pvt Ltd are the RCC consultants for the proposed project. Client

decided to carry out geotechnical investigation work to determine foundation design

parameters. M/s Ochre Drillers India Pvt Ltd, Thane was entrusted with work of

geotechnical investigation.

1.3 Geotechnical investigation consisted of five boreholes for proposed building. M/s Ochre Drillers India Pvt Ltd carried out fieldwork of five boreholes from October 11 to

October 18, 2012. Selected soil, rock and water samples were tested in laboratory.

Laboratory test results were received on October 26, 2012.

1.4 This report has been prepared by the undersigned for M/s Ochre Drillers India Pvt Ltd. Report covers data collected in fieldwork of five investigation boreholes and analysis of

laboratory test results. Report is limited to defining design parameters and specifying safe

bearing capacity. It does not involve any specialist design for any subsurface component or

visits by the undersigned to confirm any of the design parameters.


Page 3

2.0 SCOPE OF INVESTIGATION

2.1 Scope of geotechnical investigation work for proposed building consisted of five

boreholes. Borehole is to be drilled through overburden & minimum 5.00 m in bed rock.

Depth of boreholes is about 15.00 m from existing ground level. Objective of investigation is

to find out the subsoil stratification in project area and collect data for deciding design

parameters of foundation.

2.2 To meet above objectives, following items were included in the scope of work:

I) Conduct standard penetration tests in-situ to obtain shear strength parameters of soil

at interval of 1.00 to 1.50 metres & collect disturbed soil samples in SPT split spoon.

II) Collect undisturbed soil samples from cohesive soil stratum to determine the

engineering properties such as shear strength and compressibility.

III) Determine ground water level in each borehole. It was also required to collect ground

water sample from each borehole for chemical analysis.

IV) Collect and transport selected samples in soil & rock testing laboratory and conduct

relevant tests to determine engineering properties of different subsoil strata.

V) Prepare a geotechnical investigation report based on the data collected from field

and the results of the laboratory tests.

2.3 Fieldwork is summarised in the following table.

TABLE: SUMMARY OF BOREHOLES Bore Hole No

Rock Depth

(m)

Termination Depth

(m)

Ground Water Depth

(m) BH 1 10.00 15.15 3.60 BH 2 9.00 14.38 4.00 BH 3 9.00 14.25 6.00 BH 4 10.00 15.16 1.80 BH 5 8.00 13.16 3.00


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3.0 METHODOLOGY

OBJECTIVE 3.1 Geotechnical investigation was planned to obtain subsoil stratification in proposed

project area and collect soil, rock and ground water samples for laboratory testing to

determine engineering properties such as shear strength, compressibility, along with basic

soil classification of subsurface stratum.

3.2 Locations of boreholes were selected in consultation with client. Data and results

obtained from this investigation will be used in design of foundation of proposed project.

FIELD INVESTIGATION

3.3 For geotechnical investigation work, standard rotary type drilling rig was used. This

rig is coupled with diesel engine and has tripod and all drilling accessories. Drilling rig

deployed is suitable for and has arrangement for driving as well as extracting casing, boring

drilling by mud circulation method, conducting Standard Penetration Test (SPT) collection of

Undisturbed Soil Sample (UDS) and Disturbed or wash Soil Sample (DS).

3.4 Drilling rig was installed at each specified borehole location. Rig was stabilised by

making level ground. Initially casing of adequate diameter to suit boring of 100 mm hole was

lowered and boring was commenced.

3.5 Sampling in each borehole was carried out generally as per the guidelines given in

the IS code. Undisturbed soil samples were to be collected and SPTs were conducted at

regular intervals. Undisturbed soil samples were not collected as cohesive stratum is stiff in

consistency.

3.6 Standard Penetration Tests (SPT) were conducted in boreholes to obtain SPT ‘N’

values i.e. no. of blows of 63.5 kg hammer falling through 75 cm, required to penetrate 30

cm of SPT split spoon. This test was conducted as per IS-2131. SPT ‘N’ values are

correlated with the relative density of non-cohesive soils and consistency of saturated

cohesive soils. This test also collected samples in the split spoon assembly, which are

treated as disturbed samples. SPTs were taken @ 1.00 m to 1.50 m interval.

3.7 SPT ‘N’ values are co-related with relative density of non-cohesive stratum and with

consistency of cohesive stratum. Co-relations are tabulated below.


Page 5

CO-RELATION FOR SATURATED SAND/NON-PLASTIC SILT

Relative Density Penetration Value (Blows/Ft) Very loose 0 to 4 Blows

Loose 5 to 10 Blows Medium 11 to 30 Blows Dense 31 to 50 Blows

Very Dense Above 50 Blows

CO-RELATION FOR SATURATED CLAY/PLASTIC SILT

Consistency Penetration Value (Blows/Ft) Very Soft 0 to 2 Blows

Soft 3 to 4 Blows Medium Stiff 5 to 8 Blows

Stiff 9 to 16 Blows Very Stiff 17 to 32 Blows

Hard Above 32 Blows

3.8 When rock was encountered, size of borehole was changed to Nx (76 mm) diameter.

A core barrel and Nx sized bits are used for 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.

3.9 Rock classification in terms of weathering and state of fractures and strength is

carried out in the following manner. Tabulations given in below explain it briefly.

SCALE OF WEATHERING GRADES OF ROCK MASS

Terms Description Grade Interpretation Fresh No visible sign of rock material weathering; perhaps slight

discoloration on major discontinuity surfaces. I CR > 90 %

Slightly Weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discoloured by weathering.

II CR between 70 % to 90 %

Moderately Weathered

Less than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

III CR between 51 % to 70 %

Highly Weathered

More than half of the rock material is decomposed or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones

IV CR between 11 % to 50 %

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

As per IS 4464


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3.10 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 rock material and the presence of open discontinuities of all

types in the rock mass.

3.11 ‘Interpretation’ in above table has been done by Author of this report based on his

understanding of above table & experience and is NOT a part of original table and

observation of entire of rock mass instead of individual rock pieces.

3.12 Rock quality is further measured by frequency of natural joints in rock mass. Rock

Quality Designation (RQD) is used to define state of fractures or massiveness of rock.

Following table defines the quality of rock mass.

RELATION BETWEEN RQD AND IN-SITU ROCK QUALITY

RQD CLASSIFICATION RQD (%) Excellent 91 to 100

Good 76 to 90 Fair 51 to 75 Poor 26 to 50

Very Poor 00 to 25

3.13 Rock is also classified by strength of intact rock cores collected during drilling. Rock

compressive strength (UCS) is used to define strength of rock. Following table summarizes

classification of rock based on strength.

CLASSIFICATION OF ROCK WRT COMPRESSIVE STRENGTH

ROCK STRENGTH COMPRESSIVE STRENGTH (MPA) Extremely weak < 2.00

Very Weak 2.00 to 10.00 Weak 10.01 to 25.00

Average 25.01 to 50.00 Strong 50.01 to 100.00

Very Strong 100.01 to 250.00 Extremely Strong > 250.00

3.14 Ground water table was observed after dewatering the borehole and waiting for time

gap of 24 hours to allow for recuperation of ground water.


Page 7

Concentration of Sulphates Expressed as SO3

Soil Ground Water

Sr. No

Class

Total SO3 Percent

SO3 * g/L

In g/L

I 1 Less Than 0.20 Less Than 1.0 Less Than 0.30 II 2 0.20 to 0.50 1.0 to 1.90 0.30 to 1.20 III 3 0.50 to 1.00 1.90 to 3.10 1.20 to 2.50 IV 4 1.00 to 2.00 3.10 to 5.00 2.50 to 5.00 V 5 More Than 2.00 More Than 5.00 More Than 5.00

3.15 Boreholes were terminated after drilling in soil and minimum 5.00 m in bed rock.

Boreholes were terminated from 13.16 to 15.16 m depth from existing ground level. On

completion of boreholes, selected soil and rock were taken to laboratory for testing.

IS CODES FOLLOWED 3.16 Field work was executed generally in accordance with IS specifications listed below:

a) IS-1892 : Code of practice for Subsurface Investigation of Foundations. b) IS-1498 : Classification and Identification of soils for General Engineering Purposes.c) IS-2131 : Method for Standard Penetration Test for Soils d) IS-2132 : Code for practice for Thin Walled Tube Sampling of Soils. e) IS-5313 : Guide for Core Drilling Observations.

3.17 Following Laboratory testing was carried out as per relevant IS codes.

a) Grain size distribution and consistency limits on soil samples for engineering

classification as per IS-1498.

b) Crushing strength of rock to decide safe bearing capacity of shallow foundation on

the rock and/ or the safe friction and end bearing resistance for deep foundations

such as piles, as per IS codes IS-9143 and IS-8764.

c) Chemical analysis of soil and ground water to determine pH, S03 & CI contents to

decide any precautionary measures for protecting foundation concrete and

reinforcement, as per IS-2720 (part-26) and IS-3025 (Part 24 and 32).


Page 8

4.0 FINDINGS OF INVESTIGATION

4.1 Logs of five boreholes drilled for proposed ICWAI building were studied. Following

subsoil profile was inferred up to final depth of boreholes.

Stratum One : Filled Up Soil Stratum Two : Yellow Medium Stiff to Stiff Silty Clay Stratum Three : Grey Very Soft Marine Clay Stratum Four : Completely Weathered Rock Stratum Five : Highly Weathered Basalt Stratum Six : Moderately Weathered Basalt Stratum Seven : Slightly Weathered Basalt

STRATUM ONE : FILLED UP SOIL 4.2 First stratum of subsoil profile is filled up soil. Thickness of this stratum is 2.00 m in

BH 1, 0.50 m in BH 2 and 3.00 m in BH 3, BH 4 & BH 5. This stratum consists of clay mixed

with yellow silt in varying percentage with boulders. Filling was done to raise the plot and

make it suitable for previous use. Standard penetration test was not conducted in this

stratum.

STRATUM TWO : YELLOW MEDIUM STIFF TO STIFF SILTY CLAY

4.3 Second stratum of subsoil profile is yellow medium stiff to stiff silty clay. This

stratum is present only in two boreholes having thickness of 2.60 m in BH 1 and 1.10 m in

BH 2. This stratum consists of clay mixed with silt in varying percentage with few gravel.

Four Standard Penetration tests were conducted in this stratum. Reported SPT ‘N’ values

are 7, 11, 14 & 8. These SPT ‘N’ values indicate medium stiff to stiff consistency of cohesive

stratum. One soil sample collected from this stratum was tested in laboratory. Results of

same are tabulated below.

Gravel % 01 Sand % 67 Fines % 32 Liquid Limit % 48 Plastic Limit % 27 Plasticity Index % 21 Soil Classifications as per IS-1498 SC

STRATUM THREE : GREY VERY SOFT MARINE CLAY

4.4 Third stratum of subsoil profile is grey very soft Marine clay. Thickness of this

stratum is 5.00 m in BH 1, 7.00 m in BH 2, 5.60 m in BH 3, 6.60 m in BH 4 & 4.60 m in BH 5.


Page 9

This stratum consists of clay mixed with silt in varying percentage with few gravel. Thirty

Standard Penetration tests were conducted in this stratum. Reported SPT ‘N’ values are

from 2 to 4. These SPT ‘N’ values indicate very soft consistency of cohesive stratum.

Thirteen soil sample collected from this stratum was tested in laboratory. Results of same

are tabulated below.

Gravel % 00 to 10 Sand % 00 to 13 Fines % 83 to 99 Liquid Limit % 67 to 88 Plastic Limit % 24 to 43 Plasticity Index % 31 to 63 Soil Classifications as per IS-1498 CH, MH

STRATUM FOUR : COMPLETELY WEATHERED ROCK

4.5 Fourth stratum of subsoil profile is completely weathered rock. Thickness of this

stratum is 0.40 m in all five boreholes. To advance through this hard stratum, drilling was

carried out using Nx drilling bits & core barrel. Visual examination of wash samples collected

revealed that it was completely weathered rock having residual rock structure, which is

locally known as murrum.

STRATUM FIVE : HIGHLY WEATHERED BASALT

4.6 Fifth stratum of subsoil profile is highly weathered Basalt. This stratum is present

only in two boreholes having thickness of 1.00 m in BH 1 & BH 2. Rock core recovery values

in this rock stratum are 31 & 44 percent. These values of rock core recoveries show highly

weathered condition of rock mass. Rock quality designation values are zero & 12 percent.

These values indicate very poor state of fractures in rock stratum. One rock core sample

selected from this stratum was tested in laboratory. Reported saturated crushing strength of

this rock core is 7.40 MPa. This value indicates that rock is weak in strength. Other test

results are as below.

Porosity % 14.81 Water Absorption % 6.19 Dry Density kN/m3 23.90 Saturated Crushing Strength MPa 7.40

STRATUM SIX : MODERATELY WEATHERED BASALT

4.7 Sixth stratum of subsoil profile is moderately weathered Basalt. This stratum is

present in three boreholes having thickness of 1.00 m in BH 2, BH 3 & BH 4. Rock core


Page 10

recovery values in this rock stratum are from 57 to 66 percent. These values of rock core

recoveries show moderately weathered condition of rock mass. Rock quality designation

values are from 13 to 31 percent. These values indicate poor state of fractures in rock

stratum. Three rock core samples selected from this stratum were tested in laboratory.

Reported saturated crushing strengths of these rock cores are 21.70, 11.80 & 75.50 MPa.

These values indicate that rock is average in strength. Other test results are as below.

Porosity % 13.00, 4.23, 21.74 Water Absorption % 5.36, 1.50, 1.38 Dry Density kN/m3 24.30, 28.10, 28.20 Saturated Crushing Strength MPa 21.70, 11.80, 75.50

STRATUM SEVEN : SLIGHTLY WEATHERED BASALT

4.8 Seventh stratum of subsoil profile is slightly weathered Basalt. This is the last

stratum up to the depth of investigation of all boreholes. Drilling was carried out in this

stratum for the thickness of 4.15 m in BH 1, 3.38 m in BH 2, 4.25 m in BH 3, 4.16 m in BH 4

and 5.16 m in BH 5. Rock core recovery values in this rock stratum are from 70 to 98

percent with two lower values of 50 & 68 percent. These values of rock core recoveries show

slightly weathered condition of rock mass. Rock quality designation values are from 38 to 98

percent. These values indicate good state of fractures in rock stratum. Ten rock core

samples selected from this stratum were tested in laboratory. Reported saturated crushing

strengths of these rock cores are from 27.27 to 76.13 MPa. These values indicate that rock

is average to strong in strength. Other test results are as below.

Porosity % 4.30 to 10.70 Water Absorption % 1.58 to 4.15 Dry Density kN/m3 24.40 to 27.30 Saturated Crushing Strength MPa 27.27 to 76.13

WATER LEVEL OBSERVATIONS 4.9 Ground water level was observed in all boreholes during fieldwork and after

completion of boreholes. At the time of investigation, ground water level was observed at

3.60 m in BH 1, 4.00 m in BH 2, 6.00 m in BH 3, 1.80 m in BH 4 and 3.00 m in BH 5 below

existing ground level in boreholes. However, for determination of more reliable ground water

level, long term observations in cased holes or open stand pipe piezometers are desirable.

4.10 Water level fluctuations due to seasonal variations, amount of rainfall, runoff and

other factors were not evident at the time of fieldwork. Trapped or “perched” water could


Page 11

occur within the fill materials and/or above low permeability soil and rock layers. Water level

fluctuations and perched water may be considered while developing design and construction

drawings and specifications for the project.

CHEMICAL ANALYSIS 4.11 Five water samples collected from boreholes were analysed chemically in the

laboratory. Following results are reported.

‘pH’ Value 8.38, 7.64, 7.82, 7.64, 7.58 Alkaline Water Sulphates (ppm) 150, 100, 150, 150, 100 Class I /Table IV/IS 456 Chlorides (ppm) 2800, 650, 700, 500, 300 More than 500 ppm/Table 1/IS 456

Results of chemical analysis indicate that water is not aggressive to concrete but moderately

corrosive to reinforcement steel.


Page 12

5.0 GEOTECHNICAL ASSESSMENT

5.1 The Institute Of Cost Accountants Of India (ICAI), Navi Mumbai have proposed

construction of Institutional Building for ICAI at CBD Belapur, Navi Mumbai. Proposed

site is located at plot bearing survey No 97 of CBD Belapur at Sector 15, Navi Mumbai.

Proposed building will be RCC framed structure having ground plus up to three upper floors

with one level of basement.

FOUNDATION REQUIREMENTS 5.2 Based on the data obtained from this investigation, following aspects of substructure

have been discussed and recommendations have been made. These are listed below:

1) Foundation System. 2) Method of Safe Excavation for Basement Construction. 3) Estimation of Lateral Pressure on Basement Walls. 4) Uplift Pressure on Basement Raft.

FOUNDATION SYSTEM

5.3 It was informed that top of basement raft is at 2.15 m from general ground level. This

means minimum depth of excavation will be 3.00 m from general ground level including

thickness of basement bottom raft plus PCC, water proofing treatment and other services.

Stratum met with at 3.00 m depth from drilling ground level is tabulated as below.

Stratum met with Borehole No

Rock Depth (m)

Final Depth of Borehole (m) @ 3.00 m depth

BH 1 10.00 15.15 Yellow Medium Stiff to Stiff Silty Clay BH 2 9.00 14.38 Grey Very Soft Marine Clay BH 3 9.00 14.25 Grey Very Soft Marine Clay BH 4 10.00 15.16 Grey Very Soft Marine Clay BH 5 8.00 13.16 Grey Very Soft Marine Clay

5.4 Above table indicates that at expected founding level, grey very soft Marine clay is

present in all boreholes. Placing footing foundations in this stratum may cause differential

settlements of footing foundations. Therefore, foundations shall not be placed in this stratum.

5.5 This stratum is followed by bed rock of weathered Basalt stratum. This stratum is

present below 8.00 to 10.00 m below existing ground level. Considering depth of excavation,

dewatering effort and stability of excavated earth slopes, if it is not possible to excavate upto

required founding depth, therefore it is recommended to adopt pile foundations as founding

system for proposed structure. Pile foundations shall have to be socketed sufficiently into


Page 13

weathered Basalt. Following guidelines shall be followed while designing and placing the

pile foundations.

PILE FOUNDATION 5.6 Following guidelines shall be followed in the construction of pile foundation.

A} Pile foundations shall be installed by suitable method. Permanent casings up to rock top level

will be required.

B} Longitudinal reinforcement steel rods shall be bent to ‘L’ shape at bottom. Shorter arm of L at

bottom need not be more than 100 mm in length. This will permit free flow of concrete through

bottom.

C} It is necessary to ensure proper tip zone cleaning by circulating fresh water after lowering the

reinforcement cage. Concreting of piles shall be done from bottom upward only by tremie.

D} Concreting shall be carried out on the same working day and bore shall not kept full of water/

Bentonite for more than 6 hours.

DESIGN PARAMETERS 5.7 Following guidelines shall be followed in design of pile foundation.

A} Safe Pile capacity for piles shall not exceed 4500 kN/m2 times the pile cross sectional area.

Expected diameters of piles shall be 500 mm, 600 mm, 750 mm & 900 mm.

B} Safe End bearing stress = 3000 kN/m2.

C} Safe Friction stress in weathered Basalt = 125.00 kN/m2.

D} Minimum rock socket length in weathered Basalt will be three times pile diameter.

E} Safe vertical pile capacity and lateral load carrying capacity are tabulated below.

Safe Pile Capacity kN (T) Pile dia (mm)

Vertical Lateral 500 880 (88) 11.60 (1.16) 600 1270 (127) 16.00 (1.60) 750 1990 (199) 23.60 (2.36) 900 2860 (286) 32.50 (3.25)

F} Tentative Lengths of pile corresponding to each pile diameter as tabulated as below. Final

length of pile shall be calculated after deducting pile cut off level (basement hnine + raft thickness)

from pile lengths reported in table below.

Pile dia (mm) Rock Depth 500 600 750 900 Borehole No (m) Minimum Pile Length (m) From existing Ground Level

BH 1 10.00 11.50 11.80 12.25 12.70 BH 2 9.00 10.50 10.80 11.25 11.70 BH 3 9.00 10.50 10.80 11.25 11.70 BH 4 10.00 11.50 11.80 12.25 12.70 BH 5 8.00 9.50 9.80 10.25 10.70


Page 14

PILE TERMINATION CRITERION 5.8 While carrying out pile foundation by rotary hydraulic method following observation

shall be made in rock stratum. Rotary Piling machine of 180 kN-m torque capacity will be

required for this site. Following guidelines shall be followed for terminating piles in field

operation. A) Unit penetration interval say 1000 mm shall be maintained constant.

B) Time required to achieve standard penetration of 1000 mm shall be recorded.

C) RPM of Kelly bar measure physically (for 1 full minute).

D) Pressure gauge reading of applied hydraulic pressure shall be limited to 20 MPa.

E) Kelly bar RPM shall be about 10/11 at the time of terminating of pile.

F) Record of every 1000 mm penetration shall be maintained jointly by contractor & supervising

authority.

G) Rock sample collected in every penetration shall be stored and labelled.

H) After correlating with nearby borehole on meeting rock, minimum three times pile diameter

shall be provided in rock. Out of this about one diameter length of socket is required in good

rock. To ensure this, one diameter socket will be provided in rock requiring pressure of 20

MPa.

5.9 It is desirable to carry out routine pile load test/s shall be carried out as per IS-2911

(Part IV) for confirmation of pile capacity. Maximum test load should be one and half times

the safe load. On the other hand, it is also necessary to make comprehensive check on

quality. Therefore it is recommended to carry out pile integrity tests on every pile installed for

this project.

Method of Safe Excavation For Basement 5.10 If open excavation is carried out, minimum slope of 1V:1.5H shall be provided for

long term stability in overburden soil and in rock excavation slope of 8V:1H is recommended.

This does not consider stacking of excavated spoils or construction materials by the side of

excavated pit. Such a thing cannot be avoided while working on field. Adjacent existing

structures and approach roads shall also have to be protected during this excavation.

5.11 If it is not possible to carryout open excavations, it is recommended provide suitable

retaining system. Technically safe and suitable scheme shall be adopted. Design of retaining

scheme for basement excavation will be taken as separate consultancy assignment.

Lateral Pressure on Basement Walls


Page 15

5.12 Top layer of overburden will exert active lateral earth pressure on basement walls.

Therefore, earth pressure in active condition shall be considered in addition to hydrostatic

pressure in design of basement walls. Therefore, following recommended design parameters

for evaluating the lateral pressures are tabulated below.

Stratum Depth (m)

Saturated Density Cohesion Angle of

Internal Friction From To (kN/m2) (kN/m2) (Deg)

1. Filled up Soil 0.00 3.00 18.00 00.00 30 5.13 Hydrostatic pressure on basement walls shall be considered up to full excavation

depth. For this calculation water table is recommended at existing ground level, considering

heavy rain spell in monsoon season.

Uplift Pressure

5.14 It is recommended to consider ground water table at ground level. Total depth of

excavation is 3.00 m, which means net uplift pressure on bottom basement raft will be 30.00

kN/m2 (3.00 T/m2). Stability checks shall be carried out at different stages of constructions,

considering full uplift pressure. Value of the uplift force per unit area can be defined after the

analysis and suitable measures against uplift can be provided for.

5.15 It is also suggested to observe ground water head by drilling observation well.

Observation well shall be drilled just out side the excavation line of basement. Head of water

in the observation well shall be measured for predetermined time interval using piezometers.

Daily record of the water head shall be maintained on site. This will provide realistic estimate

of water head.

DURABILITY 5.16 Based on the results of chemical analysis of water, it is clear that ground water is not aggressive but moderately corrosive to reinforcement steel. Therefore, it is

recommended:

1. Use Pozzolana Portland Cement for all work till plinth beam

2. Use minimum cement content of 350 kg/m3 of concrete with minimum grade of

concrete M30.

3. Adopt minimum clear cover of 75 mm to the reinforcement steel.

4. Provide approved anti corrosive treatment to reinforcement steel.

October 27, 2012

CORE LOG

Drill Run

Length

Total Length of Core

Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality

DesignationDescription

Wash Water Colour

Water Loss

Core Loss Remarks

From To (cm) From To (cm) (cm) (M/J) (Deg) (%) (%) (%) (%)

0.00 9.60 Overburden

9.60 10.00 40 1 3 15 1 5 J V 38 Nil Piece No 1 to 3 Grey Nil2 3 J V Completely3 7 J V Weathered Rock

10.00 11.00 100 4 12 32 4 12 J V 32 12 Piece No 4 to 12 Grey Nil5 3 J V Highly6 3 J V Weathered Basalt7 1 J V8 3 J V9 2 J V

10 1 J V11 4 J V12 3 J V

11.00 12.00 100 13 19 76 13 18 J H 76 59 Piece No 13 to 16 Grey Nil14 3 J V Slightly15 5 J V Weathered Basalt16 10 J H

Bore Hole Dia. : 100mm/ Nx Date of Commence: 17/10/2012

Client : The Institute Of Cost Accountants Of India (ICAI)

Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai

Water Table : 3.60 m BGL Date of Completion : 18/10/2012

Depth (m)

No of Core Pieces

Bore Hole No : BH 1 A-1, Vijay Apartments, Pachpakhadi, Thane (W) Tel : 022 - 2537 1020

Page C1

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks






Depth (m)

No of Core Pieces


17 9 J H Piece No 17 to 2818 13 J H Slightly19 18 J H Weathered Basalt

12.00 13.00 100 20 23 98 20 34 J H 98 98 Grey Nil21 19 J V22 25 J H23 20 J H

13.00 14.00 100 24 26 96 24 28 J H 96 96 Grey Nil25 29 J H26 39 J H

14.00 15.15 115 27 28 89 27 44 J H 77 77 Grey Nil28 45 J H

Borehole BH 1 terminated at 15.15 m B.G.L

Page C2

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks



9.00 10.00 100 1 9 44 1 7 J V 44 Nil Piece No 1 to 9 Grey Nil2 5 J V Highly3 5 J V Weathered Basalt4 7 J V5 4 J V6 4 J V7 4 J V8 3 J V9 5 J V

10.00 11.00 100 10 19 66 10 5 J V 66 13 Piece No 10 to 19 Grey Nil11 5 J V Moderately12 6 J V Weathered Basalt13 6 J V14 4 J V15 4 J V16 6 J V17 8 J V18 9 J V19 13 J V





Depth (m)

No of Core Pieces


Page C3

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks






Depth (m)

No of Core Pieces


11.00 12.00 100 20 21 92 20 70 J V 92 92 Piece No 20 to 30 Grey Nil21 22 J V Slighlty

Weathered Basalt12.00 13.00 100 22 26 93 22 6 J V 93 87 Grey Nil

23 13 J V24 25 J V25 31 J H26 18 J H

13.00 14.38 138 27 30 96 27 11 J H 70 70 Grey Nil28 42 J H29 24 J H30 19 J H


Page C4

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks



9.00 10.00 100 1 7 57 1 7 J V 57 31 Piece No 1 to 7 Grey Nil2 3 J V Highly3 4 J V Weathered Basalt4 6 J V5 6 J V6 20 J H7 11 J V

10.00 11.00 100 8 14 76 8 13 J V 76 60 Piece No 8 to 14 Grey Nil9 5 J V Moderately

10 2 J V Weathered Basalt11 9 J V12 21 J H13 16 J H14 10 J V





Depth (m)

No of Core Pieces


Page C5

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks






Depth (m)

No of Core Pieces


11.00 12.00 100 15 19 85 15 5 J V 85 80 Piece No 15 to 28 Grey Nil16 24 J H Slightly17 19 J H Weathered Basalt18 15 J H19 22 J H

12.00 13.00 100 20 22 83 20 39 J V 83 83 Grey Nil21 18 J V22 26 J V

13.00 14.25 125 23 28 97 23 22 J V 78 70 Grey Nil24 18 J H25 16 J H26 20 J H27 9 J H28 12 J H


Page C6

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks



10.00 11.00 100 1 8 63 1 8 J V 63 17 Piece No 1 to 8 Grey Nil2 8 J V Moderately3 6 J V Weathered Basalt4 5 J V5 7 J V6 17 J V7 6 J V8 6 J V

11.00 12.00 100 9 15 72 9 14 J H 72 38 Piece No 9 to 15 Grey Nil10 9 J V Slightly11 13 J V Weathered Basalt12 9 J V13 8 J V14 8 J V15 11 J V





Depth (m)

No of Core Pieces


Page C7

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks






Depth (m)

No of Core Pieces


12.00 13.00 100 16 17 82 16 34 J H 82 82 Piece No 16 to 23 Grey Nil17 48 J H Slightly

Weathered Basalt13.00 14.00 100 18 19 87 18 57 J H 87 87 Grey Nil

19 30 J H

14.00 15.16 116 20 23 59 20 5 J V 51 47 Grey Nil21 13 J V22 20 J H23 21 J H


Page C8

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks



8.00 9.00 100 1 8 72 1 12 J V 72 58 Piece No 1 to 17 Grey Nil2 14 J H Slightly3 3 J V Weathered Basalt 4 3 J V5 6 J V6 2 J V7 10 J V8 22 J H

9.00 10.00 100 9 13 80 9 9 J V 80 71 Grey Nil10 14 J V11 22 J H12 19 J H13 16 J H

10.00 11.00 100 14 17 80 14 15 J H 80 71 Grey Nil15 22 J H16 9 J H17 34 J H





Depth (m)

No of Core Pieces


Page C9

CORE LOG

Drill Run

Length


Recovered

Piece No

Piece Length

Nature of

Fracture

Angle of Joint with

Vertical

Rock Core

Recovery

Rock Quality


Wash Water Colour

Water Loss

Core Loss Remarks






Depth (m)

No of Core Pieces


11.00 12.00 100 18 22 86 18 20 J H 86 79 Piece No 18 to 25 Grey Nil19 13 J V Slightly20 30 J H Weathered Basalt 21 7 J V22 16 J V

12.00 13.16 116 23 25 92 23 33 J H 79 79 Grey Nil24 34 J H25 25 J H


Page C10

Client : The Institute Of Cost Accountants Of India (ICAI) Contractor : M/s Ochre Drillers India Pvt Ltd, ThaneProject : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai

WET

gm

/cm

3

DR

Y gm

/cm

3

GR

AVE

L %

SAN

D %

SILT

%

CLA

Y %

LIQ

UID

%

PLA

STIC

%

PLA

STIC

ITY

IND

EX, I

p %

SHR

INK

AG

E %

Swel

ling

Pres

sure

K

g/cm

2

Free

Sw

ell

Inde

x %

CO

MP.

IND

EX

Cc (

Lab)

INIT

AL

VOID

R

ATI

O %

BH 1 2.00 - 2.60 SPT 1 67 48 27 21 SC 2.81

BH 1 5.00 - 5.60 SPT 0 4 79 36 43 CH 2.78

BH 1 7.00 - 7.60 SPT 0 3 79 34 45 CH 2.74

BH 1 9.00 - 9.60 SPT 0 4 74 37 37 MH 2.76

BH 2 3.00 - 3.60 SPT 0 0 81 30 51 CH 2.65

BH 2 7.00 - 7.60 SPT 0 1 87 27 60 CH 2.65

CHEM Tuu :- TRIAXIAL TEST UNCONSOLIDATED UNDRAINED SP :- SWELLING PRESSURE OR SWEELING f :- ANGLE OF INTERNAL FRICTION

COMP Tcu :- TRIAXIAL TEST CONSOLIDATED UNDRAINED POTENTIAL TEST Cc :-

DS :- Tcd :- TRIAXIAL TEST CONSOLIDATED DRAINED RM :- REMOULDED f' :-K :- NP :- NON PLASTIC VL :- LABORATORY VANE SHEAR TEST

FS :- SL :- SHRINKAGE LIMIT TEST UC :- UNCONFINED COMPRESSION TEST Cc' :-

Prepd. By. :- Shirish

EFFECTIVE ANGLE OF INTERNAL FRICTION

FREE SWELL TEST

PERMEABILITY TEST

DIRECT SHEAR

EFFECTIVE COHESION

1281

CONSISTENCY LIMITS

SOIL

C

LASS

IFIC

ATI

ON

(I.

S)

SOIL TEST DATA SHEET

BO

RE

HO

LE

/

PI

T N

O.

SAM

PLE

TYPE

UD

/ D

DENSITY

NA

TUR

AL

MO

ISTU

RE

CO

NTE

NT,

w %

MECHANICAL ANALYSIS

DEP

TH

( m )

CONSOLIDATION

TEST

CHEMICAL ANALYSIS

UNDRAINED COHESION

96

COMPACTION TEST

98

99

REM

AR

KS

SPEC

IFIC

GR

AVI

TY

96

97

32

Job. No. :-

Page D1


WET

gm

/cm

3

DR

Y gm

/cm

3

GR

AVE

L %

SAN

D %

SILT

%

CLA

Y %

LIQ

UID

%

PLA

STIC

%

PLA

STIC

ITY

IND

EX, I

p %

SHR

INK

AG

E %

Swel

ling

Pres

sure

K

g/cm

2

Free

Sw

ell

Inde

x %

CO

MP.

IND

EX

Cc (

Lab)

INIT

AL

VOID

R

ATI

O %

BH 3 3.00 - 3.60 SPT 4 13 72 36 36 CH 2.31

BH 3 5.00 - 5.60 SPT 0 2 82 35 47 CH 2.78

BH 3 8.00 - 8.60 SPT 0 3 74 36 38 MH 2.77

BH 4 4.00 - 4.60 SPT 0 1 80 35 45 CH 2.72

BH 4 7.00 - 7.60 SPT 0 1 83 43 40 CH 2.77

BH 4 9.00 - 9.60 SPT 0 3 67 36 31 MH 2.79

BH 5 3.00 - 3.60 SPT 6 5 88 26 63 CH 2.65

BH 5 7.00 - 7.60 SPT 10 2 86 24 61 CH 2.66

CHEM Tuu :- TRIAXIAL TEST UNCONSOLIDATED UNDRAINED SP :- SWELLING PRESSURE OR SWEELING f :- ANGLE OF INTERNAL FRICTION

COMP Tcu :- TRIAXIAL TEST CONSOLIDATED UNDRAINED POTENTIAL TEST Cc :-

DS :- Tcd :- TRIAXIAL TEST CONSOLIDATED DRAINED RM :- REMOULDED f' :-K :- NP :- NON PLASTIC VL :- LABORATORY VANE SHEAR TEST

FS :- SL :- SHRINKAGE LIMIT TEST UC :- UNCONFINED COMPRESSION TEST Cc' :-

REM

AR

KS

SPEC

IFIC

GR

AVI

TY

CHEMICAL ANALYSIS

UNDRAINED COHESIONCOMPACTION TEST

98

96

83

96

SOIL TEST DATA SHEET

BO

RE

HO

LE

/

PI

T N

O.

SAM

PLE

TYPE

UD

/ D

DENSITY

NA

TUR

AL

MO

ISTU

RE

CO

NTE

NT,

w %

MECHANICAL ANALYSIS

DEP

TH

( m )

CONSOLIDATION

TEST

98

Job. No. :-

89

88

EFFECTIVE COHESION

1281

CONSISTENCY LIMITS

SOIL

C

LASS

IFIC

ATI

ON

(I.

S)

98

Prepd. By. :- Shirish

EFFECTIVE ANGLE OF INTERNAL FRICTION

FREE SWELL TEST

PERMEABILITY TEST

DIRECT SHEAR

Page D2


Sr. No.

Bore Hole No.

Core No.

Diameter cm

Height cm

H : D (1:H/D)

Failure Load

Tonnes

Uniaxial Compressive

Strength Kg / cm2

Porosity %

Water Absorption

%

Dry Density

gm / cm3

Point Load Index

Kg / cm2Remarks

1 BH 1 4 10.00 - 11.00 5.10 9.70 1.90 74 14.81 6.19 2.39

2 BH 1 21 12.00 - 13.00 5.40 10.70 1.98 407 10.70 4.15 2.58

3 BH 1 28 14.00 - 15.15 5.50 11.00 2.00 289 10.05 4.13 2.44

4 BH 2 19 10.00 - 11.00 5.40 10.60 1.96 217 13.00 5.36 2.43

5 BH 2 30 13.00 - 14.38 5.30 10.70 2.02 582 9.54 3.84 2.48

6 BH 3 6 9.00 - 10.00 5.40 10.70 1.98 118 4.23 1.50 2.81

7 BH 3 21 12.00 - 13.00 5.40 10.80 2.00 342 8.36 3.35 2.50

8 BH 3 24 13.00 - 14.25 5.40 11.00 2.04 623 6.52 2.52 2.58

9 BH 4 7 10.00 - 11.00 5.30 10.90 2.06 755 21.74 1.38 2.82

10 BH 4 16 12.00 - 13.00 5.40 11.10 2.06 582 6.96 2.57 2.71

11 BH 4 22 14.00 - 15.16 5.50 10.80 1.96 748 6.08 2.35 2.59* indicates the sample failed along joints** All Samples were Soaked for 24 Hours Before the Test

Job No :-Prepd By :-

TEST RESULTS OF ROCK CORES

1281Shirish

Depth m

Page D3


Sr. No.

Bore Hole No.

Core No.

Diameter cm

Height cm

H : D (1:H/D)

Failure Load

Tonnes

Uniaxial Compressive

Strength Kg / cm2

Porosity %

Water Absorption %

Dry Density

gm / cm3

Point Load Index

Kg / cm2Remarks

12 BH 5 9 8.00 - 9.00 5.50 11.00 2.00 273 7.77 2.94 2.64

13 BH 5 16 10.00 - 11.00 5.30 10.80 2.04 536 4.30 1.58 2.73

14 BH 5 24 12.00 - 13.00 5.10 10.60 2.08 761 7.14 2.74 2.61

* indicates the sample failed along joints** All Samples were Soaked for 24 Hours Before the Test

Job No :-Prepd By :-

TEST RESULTS OF ROCK CORES

1281Shirish

Depth m

Page D4

Client : The Institute Of Cost Accountants Of India (ICAI)Project : Proposed Project Institutional Building for ICAI at CBD Belapur, Navi Mumbai

Contractor : M/s Ochre Drillers India Pvt Ltd, Thane

Serial No Bore Hole No Depth pH' Value Sulphates as SO3

- Chlorides as Cl-

(m) (ppm) (ppm)

1 BH 1 3.90 8.38 150 2800

2 BH 2 3.00 7.64 100 650

3 BH 3 0.00 7.82 150 700

4 BH 4 1.80 7.64 150 500

5 BH 5 3.00 7.58 100 300

Job No :- 1281Prepd By :- Shirish

Chemical Analysis of Water

Page D5

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