2017 Geotechnical Investigation Report

2017

GEOTECHNICAL INVESTIGATION REPORT

NAME OF THE PROJECT: GEOTECHNICAL INVESTIGATION STUDIES WORK FOR ANDHRAPRADESH MEDTECH ZONE (AMTZ), VISHAKHAPATNAM, ANDHRAPRADESH. LOCATION: Manufacturing Unit Borehole No.: BH‐17

Sample Ref. No: IDAX/QC/SOIL/40 Report Ref. No: IDAX/REP/ICRPL‐2017060007/EXP‐GI/2017‐18/455

TESTING AGENCY: IDAX CONSULTING & RESEARCH PVT.LTD. Plot No. - 5016, Duplex-E, Brundaban Enclave, VSS Nagar, Bhubaneswar-751007, Odisha (INDIA). Tel: +91-674-3199991, 2360019, Fax: +91-674-2360019 E-mail: [email protected] Web: www.idaxconsulting.com

Date of Test: 03.07.2017 Date of Submission of Report: 18.07.2017

IDAX CONSULTING & RESEARCH PVT.LTD.

P R E F A C E

IDAX CONSULTING & RESEARCH PVT.LTD. is pleased to submit the geotechnical investigation report for BH-17 at Manufacturing Unit, for Andhrapradesh MedTech Zone (AMTZ), Vishakhapatnam, Andhrapradesh. The objective of this investigation is to ascertain the characteristics of Sub-soil to present necessary information for sub-surface. It was endeavored to study in detail the sub-surface conditions at the project site.

The general soil profiles and the geological stratification have been determined.

The field and laboratory works have been conducted as per relevant IS Codes.

This is to certify that the samples are collected from the proposed site for the Bore Hole – 17 for Andhrapradesh MedTech Zone (AMTZ) at Manufacturing Unit, Vishakhapatnam, Andhrapradesh by IDAX CONSULTING & RESEARCH PVT.LTD. VSS NAGAR, BHUBANESWAR-751007. The laboratory tests have been performed under the supervision of qualified personal, as per the Indian standards and this report is prepared on the basis of these tests results and experts experience.

For IDAX CONSULTING & RESEARCH PVT.LTD.

Engineer – Civil (Soil) (Head - Civil) Er. Pratiksha Ray Er. Deepak Kumar Mallick B. Tech- Civil B. Tech (Hons.) – Civil (IIT Kharagpur)

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CONTENTS

Sl. No. PARTICULARS PAGES

01. INTRODUCTION 03

02. SCOPE OF WORK 03 - 04

03. DETAILS OF FIELD WORK 05

04. LABORATORY TESTS 05 - 07

05. ANALYSIS OF SUB-SOIL INVESTIGATION 07 - 08

06. DETERMINATION OF SAFE BEARING CAPACITY 08

07. DETERMINATION OF ALLOWABLE BEARING CAPACITY 08

08. FOUNDATION & RECOMMENDATION 09

09. LIMITATION 09

10. CLOSURE 09 - 10

 BORE LOG & LAB TEST RESULTS OF BORE HOLE

 ABP CALCULATIONS

 RECORD OF BORING

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1. INTRODUCTION

Intending to provide a safe, sound and economical foundation system for the Sub - Soil Exploration work for BH-17 at Manufacturing Unit, Studies Work for Andhrapradesh MedTech Zone (AMTZ), Vishakhapatnam, Andhrapradesh and the work for conducting detailed soil investigation work has been awarded to Idax Consulting & Research Private Limited, VSS Nagar, Bhubaneswar- 751007.

i. Objectives of Sub-soil Exploration The objective of this Geo-technical investigation is to optimize the Foundation system for proposed Project within the safe bearing capacity of the soil and allowable settlement, it consists of the following

• Determination of type, size and depth of foundation- system by analyzing the soil properties

• To suggest a conclusive recommendation for the type of foundation System to be adopted which would be economically viable and structurally safe for the proposed structures of the projects.

ii. Limitations of Investigation The scope of Geo-technical exploration is confined within limitations of the framework of agreement drawn between AMTZ LIMITED and IDAX CONSULTING & RESEARCH PRIVATE LIMITED, Bhubaneswar-751007. All the field and laboratory experiments have been carried out as per the Technical specification of the client and the relevant Indian Standard Code of practice. However the directions issued by the authority in this respect has been given due emphasis during the sub soil exploration work.

2. SCOPE OF WORK

The scope of work comprises of conducting detail soil investigation, laboratory testing, conducting and estimation of safe bearing capacity for the above proposed work on drilled borehole as shown by the Engineer-in charge.

i. Nature of Investigation Work

The all investigation consists of the following:

 Visual reconnaissance of the site.

 Field Work-Drilling of bore hole up to the required depth.

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 Laboratory experiments, determination of soil parameters.

 Analysis of field and Laboratory data

 Arriving at the conclusive decision on foundation system to be adopted in the present case using Our Engineering judgment, based on the current practice. The detailed Geo-technical investigation work that was carried out consists of two parts.

ii. Field Investigation:

The field investigation consists of the following methods

 Location of One number of bore hole with due consultation with the authority.

 Boring / drilling up to 10.0m depth below N.G.L or refusal.

 Conducting standard penetration test (SPT) & Collection of undisturbed sample (UDS) at the locations prefixed by the Engineer-in-charge.

 Observation of the depth of water table in the Borehole.

 Study of site condition and surroundings with regards to the need of the Project.

 Taking observation of surrounding structure to observe any deficiency in safety.

 Transportation of all soil samples to laboratory for analysis with proper care.

iii. Laboratory Tests:

The Laboratory tests for the sample collected are given below

 Determination of Grain size analysis

 Determination of soil moisture content

 Determination of liquid limit

 Determination of plastic limit

 Determination of specific gravity

 Determination of Allowable Bearing Pressure of Rock.

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3. DETAILS OF FIELD WORK

i. Selection of Borehole:

One Bore-hole was selected by the Engineer in charge in order to obtain comprehensive sub-soil data for this site with a provision of borings up to 10.0m depth as required as per IS:1892 - 1979. For detailed laboratory investigation SPT is conducted @ 1.0 m intervals or at change of soil Strata in different Boreholes and S.P.T soil samples were collected for laboratory analysis. Disturbed representative, soil samples from all the Boreholes were collected at 1.0 m. interval for different tests. ii. Boring:

It is the main part of sub soil investigation work as the soil samples were collected for different tests at different levels. The sub-soil exploration work at the proposed site was carried out manually / mechanically using 150 mm diameter shell and auger manual equipment in soft strata and power operated Mechanical boring in hard strata using diamond cutter , as per IS : 1892 – 1979 .

iii. Standard Penetration Tests:

Standard penetration test plays a major role in sub soil investigation termination of safe bearing capacity of soil in non cohesive type soil, particularly in non-cohesive granular sandy soil and where the UDS could not be collected either due to high liquidity or non cohesive nature of soil .The SPT tests were conducted as per IS: 2131-1981 respectively. The SPT sampler was lower inside the borehole after drilling the required level and is driven by a 63.50 kg Rammer with a free fall of 750 mm. driving 450 mm in One stages 150 mm each and the number of blows for each 150mm penetration for 2nd & 3rd 150 mm drive recorded as “N”. Refusal was considered for N>100. The details of location of test and SPT value [N] are presented in bore log data annexed separately.

iv. Ground Water Table:

During exploration work of the Location, 24hours observation it is found that the water table is at 2.15m depth in BH-17 within the Boring depth from the existing ground level depending on the location of boring. The water table may be fluctuating due to change of season.

4. LABORATORY TESTS

The laboratory-tests were conducted on selected representative disturbed / undisturbed soil samples collected from different Borehole drilled at the proposed site. The tests include Grain size analysis, Natural moisture content, D.F.S, Specific Gravity and Liquid limit, Plastic limit, Plasticity index, Shear test, and Particles size distribution tests on representative soil

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sample were also carried out. All the tests conducted confirming to the requirements of I.S specification. The results of all these tests have been annexed separately.

i. Grain Size Analysis:

The grain size analysis of different soil samples were done as per the requirement of IS: 2720 (Pt-IV) 1985 – method of test for soil, Grain size analysis. The details of the test results are shown test result sheet separately. The results of grain size analysis are used to classify the soil in various depths of boreholes. The results of all these tests have been annexed separately.

ii. Natural Moisture Content:

The natural moisture content was determined from different undisturbed samples of different Boreholes at different depths, as per IS: 2720(Pt-II)-1973: Method of test for soil, determination of Water content.

iii. Determination of Specific Gravity:

The specific gravity of the UDS / DS samples have been determined at different levels as per IS: 2720 (Pt-III) - 1980. It is used for determining void ratio, porosity, saturated density, S.B.C, settlement of foundation system. The results of all these tests have been annexed separately.

iv. Determination of Void Ratio:

The void-ratio of the UDS / DS samples has been determined at different levels and the results are shown separately. It is used for determining specific gravity, optimum moisture content, S.B.C, settlement of foundation system. The results of all these tests have been annexed separately.

v. Determination of Liquid Limit / Plastic Limit:

The liquid and plastic limits of soils were other index properties of soil have also been determined as per the relevant as per IS: 2720(Pt-v)-1985 Code of practice. The liquid and plastic limits of soil samples have been determined in the laboratory and it is used for determining S.B.C, settlement of foundation system etc. The results of all these tests have been annexed separately.

i. Core Recovery:

Rock core samples are kept in the same order as recovered from bore hole run wise (marked arrow on cores in the increasing order of depth). The length of all core samples is

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measured. Core recovery is the ratio of the sum of the lengths of all the cores recovered from drilling per run.

Core Recovery (%) = (Total length of core pieces recovered/Length of run x 100

It is expressed in percentage (%).

ii. RQD:

Rock Quality Designation indicates the quality of the rock. RQD is defined as the ratio of the sum of the total length of the cores of length 10cm and longer recovered from the drilling of the total length of the borehole is 1.5m.

RQD = (Total length of cores in pieces of 10cm length or longer/length of the run) x 100

It is expressed in percentage (%).

iii. Unconfined compressive strength of rock specimens:

As soon as the rock core samples were received in the laboratory, Core Recovery percentages and RQD percentages were determined. Then core samples which were longer than the diameter that was 54mm were selected for preparation of specific specimens as per IS: 9143-1979 in the ratio of length : diameter = 1:1 and correction factors applied ( since limited intact rock core sampling was possible). Then the specimens were tested for unconfined compressive strength.

5. ANALYSIS OF THE SUB-SOIL INVESTIGATION

LOCATION: Vishakhapatnam, Andhrapradesh CO-ORDINATES:- N: 1950347.006, E: 729089.003 RL: 37.0mtr. Borehole No. - 17 was have explored up to a depth of 10.0m the sub soil strata of the Borehole is summarized as follows. LAYER- 1 The layer starts from 0.0m to 3.0m & 5.0m to 8.0m consists of ‘Poorly Graded Clayey Sand’. The soil sample in this layer was tested and results are summarized. The average weight was Gravel- 1%, Sand- 56%, and Silt & Clay- 43%. The engineering classification of the soil is SC as per IS: 1498-1970. LAYER-2 The layer starts from 3.0m to 4.0m consists of ’Poorly Graded Gravel’. The soil sample in this layer was tested and results are summarized. The average weight was Gravel- 53%, Sand- 42%, and Silt & Clay- 5%. The engineering classification of the soil is GP as per IS: 1498-1970.

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LAYER- 3 The layer starts from 4.0m to 5.0m which is followed by ‘Moderately Strong’ Strata. The core recovery at 5.0m is 18% & RQD is Nil, respectively. The engineering classification of the Rock from 4.0m to 5.0m depth is Moderately Strong UCS (in MPa) 12.5 to 50.0 as per IRC: 78-2014. LAYER- 4 The layer starts from 8.0m to 10.0m consists of’ Poorly Graded Sand’. The soil sample in this layer was tested and results are summarized. The average weight was Gravel- 0%, Sand- 96%, and Silt & Clay- 4%. The engineering classification of the soil is SP as per IS: 1498-1970.

6. DETERMINATION OF SAFE BEARING CAPACITY (SBC)

Net Safe Bearing Gross Safe Bearing Depth in mtrs. Capacity in T/m2. Capacity in T/m2. Borehole 1.0 10.29 11.29

2.0 46.24 48.24 BH – 17 3.0 49.11 52.31 4.0 116.94 120.94

7. DETERMINATION OF ALLOWABLE BEARING PRESSURE OF (ABP)

The allowable bearing pressure has been calculated as per IS: 2131 & IS: 8009 (Part-I) at different depth from the existing ground level. The details of the calculation are annexed separately.

Allowable Bearing Pressure in T/m2 Depth in mtrs. 25mm 40mm 75mm 2.0 18.54 29.67 55.63

4.0 27.23 43.58 81.70 Borehole- 17 6.5 33.36 53.37 100.07

8.0 35.47 56.75 106.40

9.0 36.49 58.38 109.47

10.0 46.31 74.10 138.94

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8. FOUNDATION & RECOMMENDATION

Based on our field and laboratory investigation, the following recommendations are made:

i. The stratum encountered in different boreholes at different depths is presented in respective soil profile sheets.

ii. The water table if encountered in the boreholes is also indicated in the soil profile sheets.

iii. The depth of foundation shall be decided based on bearing capacity and uplift resistance required.

iv. The recommended safe bearing capacity for the footing is computed based on footing size as specified for suggested foundations are given below.

v. As per site condition which, visual observations of soil samples at site, field bore log record, local geology of the area, type of sample received, laboratory classification of soil samples and based on the experience of our Geotechnical Expert, it is recommended to provide open foundation.

vi. The recommended safe bearing capacity for the footing is computed based on footing size as specified for suggested foundations are given below. It is feasible to provide open foundations. Open foundations can be placed at a depth of 3.0m below the existing ground level. However for heavily loaded structures the foundation depth can be increased as per the design load.

9. LIMITATION

The soil investigation has been carried out at the location chosen by the client. Recommendations made in the report are hence valid only for these tests locations. However if there is any change in subsoil conditions and properties at places beyond chosen test locations, the soil consultants be contacted for further guidance.

10. CLOSURE

We appreciate the opportunity given to us to submit this draft report. This presented report is based on observations and tests on samples collected from the boreholes as decided by the client. In case any difference is noticed in the field subsoil strata and reported subsoil strata during excavation please contact us before proceeding with further construction.

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NB:

 The above test reports are based on the sample received by our laboratory.

 The test results relates only to the items tested.

 The report shall not be reproduced except in full without the approval of the testing laboratory.

For IDAX CONSULTING & RESEARCH PVT.LTD.

Engineer – Civil (Soil) (Head - Civil) Er. Pratiksha Ray Er. Deepak Kumar Mallick B. Tech- Civil B. Tech (Hons.) – Civil (IIT Kharagpur)

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IDAX CONSULTING & RESEARCH PVT.LTD.

BORE LOG AND LAB TEST RESULT OF BOREHOLE

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BORE HOLE -17

Core Soil Depth N Type of R.Q.D Type of Soil SPT Value "N" Depth Plot Recovery Profile in mtrs. Sample (%) (%) N1 - N2 - N3

0 10 20 30 40 50 60 70 80 90 100 0.00 0.0

1.0 Poorly graded SC clayey sand

2.0 35 12-14-21 SPT Sample WL: 2.15 m

3.0

Poorly graded GP

gravel >50 SPT Sample 4.0 50

Moderately strong 5.0 18% Nil

6.0

SC 63 Poorly graded 22-28-35 SPT Sample clayey sand 7.0

8.0 71 26-31-40 SPT Sample

SP 28-36-42 SPT Sample Poorly graded 9.0 78 sand

10.0 100 >100 SPT Sample

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Project Code: 2017060007_GI Code: Project PVT.LTD. RESEARCH & CONSULTING IDAX TABLE ‐ 1 SUMMARY SHEET RESULT OF SOIL SAMPLE LOCATION: MANUFACTURING UNIT CLIENT: AMTZ LIMITED CO‐ORDINATES:‐ N: 1950347.006 E: 729089.003 RL: 37.0 mtr

Grain size analysis Atterberg’s Limits Density test Shear Parameters

)

egree

)

( C )

.075m m )

and ity

4.75m m )

ity

Index

and

)

gravity

.425m 2

ion

ity

c. c. tent(%

dens ra

tic

dens

/c /c

tion(

.75m

ry ohes

edium

oarse

L O CA T IO N No . Sa m p ling D epth (m ) T y pe of s a m p le SP T V a lue (N ) G rav el in % (2 0 m m C (4 M (2 F ine S and in% (.425m m S ilty & C la y in % (.075m m P a ss in g) D .F .S . In % Liquid Lim it (% ) Plas tic Lim it (% ) Plas C las s ifica tion ofo S il Bu gm D gm N re Sp ecific T y pe of T e s t C Kg/c An gle ofin te rnal fric Void R a tio (e Pe rm eability T e s t in /secm c

0.0 DS - 0.00 1.68 19.87 36.54 41.91 20 33 20 13 SC 13.27 2.61

‐5 1.0 UDS - 0.00 0.00 15.32 41.02 43.66 20 35 22 13 SC 1.905 1.638 16.33 2.60 TA 0.24 8 0.59 0.66x10

2.0 SPT 35 3.65 18.97 32.05 6.33 39.00 15 31 19 12 SC 14.36 2.67

3.0 UDS - 6.05 26.98 19.94 9.35 37.68 10 30 20 10 SC 1.983 1.711 15.87 2.65 DS 0.18 25 0.55

BH No.-17 4.0 SPT >100 53.24 21.05 16.02 4.97 4.72 0 20 NP NP GP 13.57 2.74

6.5 SPT 63 0.00 0.00 11.78 42.36 45.86 20 33 21 12 SC 16.35 2.58

Page 8.0 SPT 71 0.00 15.36 20.74 15.23 48.67 25 35 20 15 SC 18.21 2.64

13 9.0 SPT 78 0.00 0.00 20.47 74.89 4.64 0 24 NP NP SP 15.24 2.55

22 10.0 SPT >100 0.00 5.64 32.74 57.38 4.24 0 21 NP NP SP 15.67 2.55

IDAX CONSULTING & RESEARCH PVT.LTD.

ALLOWABLE BEARING PRESSURE (ABP) AND SAFE BEARING CAPACITY (SBC) OF SOIL

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CALCULATION OF ALLOWABLE BEARING PRESSURE (ABP) FOR SETTLEMENT CRITERIA Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED Location: MANUFACTURING UNIT Project Code: 2017060001-GI Bore Hole No.: 17 Water Table: 2.15 mtrs References Calculations IS:8009 (Part-I) Input Data Width / Diameter of Footing (Assumed) B = 2 mtr. Length of Footing (Assumed) L = 2 mtr. Shape of the Foundation = SQUARE Influence Zone below foundation level = 3.00 mtr. Type of Soil Strata = Elastic/Immediate (For Sandy & Granular Strata) Type of Foundation = Flexible Foundation

Fig-11 Correction Factor for Rigidity Cr = 1.0 Water Table depth below GL = 2.15 mtr. Fig-9 Water Table Factor to be Considered ? = Worst Condition Scenario (Submerged)

Fig-12 Fox's Depth Factor to be Considered ? Cd = YES

Depth to be ignored in Depth Factor Computation for loose soils, poorly

compacted backfill, scour, etc. = 0 mtr.

for

in in in Correction of

m SPT values

I) Fig

ent ent ent

(IS:2131-1981)

ent

settlem . settlem . settlem .

2 2 2

12 12 C

I) C

m m T/m m m T/m m m T/m

settlem

Settlem

value

I), Fig

25 40 75

ooting

as per IS: 8009 (Part

ed)

xC 2

SPT (N) Value

Corrected

) i

S=S

idth

N Value >3 ABP for ABP for ABP for

SPT ConductedSPT Depthat intr. m Field W (Assum Corrected SPT todue over burden pressure (N') Corrected valueSPT as Dilatancyper (N") Corresponding 1kg/cm 9 (S Correction Factor for W ater Table IS:8009per (Part Fox Correction Depth for as per (PartIS:8009 Final m

2.00 35 2 35.00 25.00 9.93 0.54 0.73 13.48 18.54 29.67 55.63 4.00 50 2 50.00 32.50 7.40 0.50 0.62 9.18 27.23 43.58 81.70 6.50 63 2 58.59 36.80 6.46 0.50 0.58 7.49 33.36 53.37 100.07 8.00 71 2 60.35 37.70 6.29 0.50 0.56 7.05 35.47 56.75 106.40 9.00 78 2 62.40 38.70 6.12 0.50 0.56 6.85 36.49 58.38 109.47 10.00 100 2 80.00 47.50 4.91 0.50 0.55 5.40 46.31 74.10 138.94

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Project Code: 2017060007_GI Code: Project PVT.LTD. RESEARCH & CONSULTING IDAX TEST RESULT OF ROCK SPECIMEN As per IS: 1121 Bore Hole No:- 17

Unconfined compressive Strength

)

o f R o c k as

)

S t S er n g t h

m e

c C

S lS . N o .

n g

S U C S

(K N )

Lod a

(T o n )

(M p a )

S S a

A r A r ea ( c m

h i

(T o n / m

T e s t C o n d it io n

u s

( U n s o a ked / S o ak ed )

D e p t h of S a m p l( e m t ) r

C r C r

D i a o f th e S a m p l e (c m )

C l as s i f i c a t i o n

C o n s i d e r i n g Fa c t or o f

Le ng t h of t h e S a m p l e ( c m )

1 4.00 to 5.00 Soaked 5.4 5.4 22.90 33.5 3.35 146.45 183.06 14.64 Moderately Strong

The above test results pertains to the sample received by the Laboratory

Note : Considering Factor of Safety = 8 as per IRC: 78 - 2014.

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CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED Location: MANUFACTURING UNIT Project Code: 2017060007 - GI Bore hole no.: 17 Depth of Sample: 3.00 mtrs Water Table: 2.15 mtrs References Calculations Input Data

Cohesion C = 0.18 Kg/cm2 Depth of Foundation Df = 3.00 mtr.

Angle of internal friction Ф = 25 Degrees

tan-1 ( 0.67 tanФ ) Ф' = 17 Degrees Bulk Density = 1.983 gm/cc Field Moisture Content = 15.87 % Dry Density γd = 1.711 gm/cc Specific Gravity Gs = 2.65

Saturated Density γsat = 2.065 gm/cc Void Ratio e = 0.55

γs 1.065 Submersible Density = gm/cc Width / Diameter of Footing (Assumed) B = 2 mtr. Length of Footing (Assumed) L = 2 mtr. Type of Footing = Square Footing

Condition of Soil = Medium

Overburden Pressure q = (Df x γs) / 1000 = 0.320 Kg/cm2 Bγ =( B x γs) / 1000 = 0.213 Kg/cm2

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ 25 20.720 10.660 10.880 17 12.520 4.924 3.746

IS:6403, Table -2 Shape Factors For Square Footing Water Table Effect Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5

Depth Factors Inclination Factors dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.471 ic = iq = iγ = 1

dq = dγ = 1.235

Dense In case of general shear failure Net Ultimate Bearing Capacity qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW' 2 = 7.132 + 4.574 + 0.572 = 12.278 Kg/cm

Loose In case of Local shear failure Net Ultimate Bearing Capacity q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW' 2 = 2.873 + 1.858 + 0.197 = 4.928 Kg/cm

2 Medium After Interpolating, Net Ultimate Bearing Capacity Qnu = 12.278 Kg/cm

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5

Qs= 5.231 Kg/cm2 = 52.31 Tons/m2

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB 2 Qns= 4.911 Kg/cm2 = 49.11 Tons/m

SBC = 52.31 Tons/m2 NSBC = 49.11 Tons/m2

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CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED Location: MANUFACTURING UNIT Project Code: 2017060007 - GI Bore Hole No.: 17 Depth of Sample: 2.00 mtrs Water Table: 2.15 mtrs References Calculations Input Data Field SPT Value N = 35

Depth of Foundation Df = 2.00 mtr. IS:2131, Fig-1 Corrected SPT value after over burden pressure N' = 45.500 Corrected SPT value after Dilatancy N" = 30.250 IS:6403, Fig-1 Angle of internal friction based on SPT "N" Value Ф = 35.7 Degrees tan-1 ( 0.67 tanФ ) Ф' = 26 Degrees

Submersible density (Assumed) γs = 1.000 gm/cc Width / Diameter of Footing (Assumed) B = 2 mtr.

Length of Footing (Assumed) L = 2 mtr. Type of Footing = Square Footing IS:6403, Fig-1 Condition of Soil = Dense

Overburden Pressure

q = (Df x γs) / 1000 = 0.200 Kg/cm2 Bγ =( B x γs) / 1000 = 0.200 Kg/cm2

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ 36 46.120 33.300 48.030 26 22.628 12.208 13.184

IS:6403, Table -2 Shape Factors For Square Footing Water Table Effect

Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5

Depth Factors Inclination Factors

dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.39 ic = iq = iγ = 1

dq = dγ = 1.195

Dense In case of general shear failure Net Ultimate Bearing Capacity C = 0 qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW' 2 = 0.000 + 9.264 + 2.296 = 11.560 Kg/cm

Loose In case of Local shear failure Net Ultimate Bearing Capacity q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW' 2 = 0.000 + 0.000 + 0.000 = 0.000 Kg/cm

2 Medium Net Ultimate Bearing Capacity Qnu = 11.560 Kg/cm

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5

Qs= 4.824 Kg/cm2 = 48.24 Tons/m2

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB 2 Qns= 4.624 Kg/cm = 46.24 Tons/m2

SBC = 48.24 Tons/m2 NSBC = 46.24 Tons/m2

Project Code: 2017060007_GI Page 18 of 22

IDAX CONSULTING & RESEARCH PVT.LTD.

-1 17 tan ( 0.67 tanФ ) Ф' = Degrees Bulk Density = 1.983 gm/cc Field Moisture Content = 15.87 % Dry Density γd = 1.711 gm/cc Specific Gravity Gs = 2.65

Saturated Density γsat = 2.065 gm/cc Void Ratio e = 0.55

Submersible Density γs = 1.065 gm/cc

Width / Diameter of Footing (Assumed) B = 2 mtr.

Length of Footing (Assumed) L = 2 mtr. Type of Footing = Square Footing Condition of Soil = Medium

Overburden Pressure

2 2 q = (Df x γs) / 1000 = 0.320 Kg/cm Bγ =( B x γs) / 1000 = 0.213 Kg/cm

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ 25 20.720 10.660 10.880 17 12.520 4.924 3.746

IS:6403, Table -2 Shape Factors For Square Footing Water Table Effect

Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5

Depth Factors Inclination Factors

dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.471 ic = iq = iγ = 1

dq = dγ = 1.235

Dense In case of general shear failure Net Ultimate Bearing Capacity

qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW' 2 = 7.132 + 4.574 + 0.572 = 12.278 Kg/cm

Loose In case of Local shear failure Net Ultimate Bearing Capacity q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW' 2 = 2.873 + 1.858 + 0.197 = 4.928 Kg/cm

2 Medium After Interpolating, Net Ultimate Bearing Capacity Qnu = 12.278 Kg/cm

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5 2 2 Qs= 5.231 Kg/cm = 52.31 Tons/m

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB 2 2 Qns= 4.911 Kg/cm = 49.11 Tons/m

2 2 SBC = 52.31 Tons/m NSBC = 49.11 Tons/m

Project Code: 2017060007_GI Page 19 of 22

IDAX CONSULTING & RESEARCH PVT.LTD.

CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED Location: MANUFACTURING UNIT Project Code: 2017060007 - GI Bore Hole No.: 17 Depth of Sample: 4.00 mtrs Water Table: 2.15 mtrs References Calculations Input Data Field SPT Value N = 50

Depth of Foundation Df = 4.00 mtr. IS:2131, Fig-1 Corrected SPT value after over burden pressure N' = 54.000 Corrected SPT value after Dilatancy N" = 34.500 IS:6403, Fig-1 Angle of internal friction based on SPT "N" Value Ф = 36.9 Degrees tan-1 ( 0.67 tanФ ) Ф' = 27 Degrees

Submersible density (Assumed) γs = 1.000 gm/cc Width / Diameter of Footing (Assumed) B = 2 mtr.

Length of Footing (Assumed) L = 2 mtr. Type of Footing = Square Footing IS:6403, Fig-1 Condition of Soil = Dense

Overburden Pressure

q = (Df x γs) / 1000 = 0.400 Kg/cm2 Bγ =( B x γs) / 1000 = 0.200 Kg/cm2

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ 37 51.958 39.480 60.306 27 24.506 13.756 15.488

IS:6403, Table -2 Shape Factors For Square Footing Water Table Effect

Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5

Depth Factors Inclination Factors

dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.801 ic = iq = iγ = 1

dq = dγ = 1.4

Dense In case of general shear failure Net Ultimate Bearing Capacity C = 0 qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW' 2 = 0.000 + 25.859 + 3.377 = 29.236 Kg/cm

Loose In case of Local shear failure Net Ultimate Bearing Capacity q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW' 2 = 0.000 + 0.000 + 0.000 = 0.000 Kg/cm

2 Medium Net Ultimate Bearing Capacity Qnu = 29.236 Kg/cm

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5 2 2 Qs= 12.094 Kg/cm = 120.94 Tons/m

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB 2 Qns= 11.694 Kg/cm2 = 116.94 Tons/m

SBC = 120.94 Tons/m2 NSBC = 116.94 Tons/m2

Project Code: 2017060007_GI Page 20 of 22

IDAX CONSULTING & RESEARCH PVT.LTD.

CHEMICAL TEST REPORTS:

WATER SAMPLES: (BH-17)

PARAMETERS UNIT RESULTS

pH Moles/H+ ions 6.85

CONDUCTIVITY s/cm 238

TDS ppm 119

CHLORIDE (CL) mg/ltr 17.99

HARDNESS (CaCo3) mg/ltr 72

TURBIDITY NTU 66.5

ALKALINITY mg/ltr 75

SOIL SAMPLES: (BH-17)

PARAMETERS UNIT RESULTS

pH 6.45 Moles/H ions

CONDUCTIVITY s/cm 278.5

CHLORIDE mg/l 136.4

SULPHATE mg/l 95.8

TOTAL SOLUBLE SOLID mg/l 76.3

Project Code: 2017060007_GI Page 21 of 22

IDAX CONSULTING & RESEARCH PVT.LTD.

RECORD OF BORING FROM FIELD (TO BE GIVEN LETER)

Project Code: 2017060007_GI Page 22 of 22