LIST of ENCLOSURE No. Enclosure 1. D P Remarks 2. Geotechnical Investigation Report 3

Home , Kalyan

LIST OF ENCLOSURE No. Enclosure 1. D P Remarks 2. Geotechnical Investigation report 3. Application for HTL NOC 4. Disaster Management Plan 5. Site location map 6. Surrounding features of the proposed site (within 500 meters) 7. Survey Plan 8. Layout Plan

MUNICIPAL CORPORATION OF GREATER MUMBAI NO. Ch.E./DP34201901111189917 D.P. Rev. dt. Refer Inward Number: H/E/2019/111189919 Payment Dated 05/01/2019

Office of the Chief Engineer (Development Plan) Municipal Head Office, 5th Floor, Annex Building, Fort, Mumbai - 400 001 To, DP 2034 Remarks Mr./Mrs. KISHOR VASANT GHADGE Bandra (West)

Sub: Development Plan 2034 remarks in respect to Land Bearing C.T.S. No(s) 4089 and 4901A of KOLEKALYAN Village situated in H/E Ward, Mumbai.

Ref : Application u/no. H/E/2019/111189919 Payment Challan No. DP34201901111189917 Dated 05/01/2019 certifying payment of charges made under Receipt no. 18200098471 Dated 05/01/2019

Gentleman/Madam, With reference to above, Development Plan 2034 remarks sanctioned by GoM in respect of subject land boundaries, shown in blue color boundary on the accompanied plan, are as follows.

Description Nomenclature Remarks

CTS No. 4089 and 4901A

Village KOLEKALYAN

Development Plan 2034 referred to Ward H/E

Zone [as shown on plan] Commercial(C)

Existing Road Present

Roads affecting the Land [as shown on plan] Proposed Road NIL

Proposed Road Widening NIL

Reservation affecting the Land [as shown on plan] NO

Reservation abutting the Land [as shown on plan] NO

Existing amenities affecting the Land [as shown on NO plan]

Existing amenities abutting the Land [as shown on NO plan]

Whether a listed Heritage building/ site: Yes / No

Whether situated in a Heritage Precinct: Yes / No

Whether situated in the buffer zone/Vista of a listed Yes / No Grade- I heritage site: Whether a listed archaeological site (ASI): Yes / No

Whether situated in the buffer zone/Vista of a listed Yes / No archaeological site (ASI): Note: The remarks are offered based on the records of CS/CTS boundaries/CS/CTS Nos available with this office. However the boundaries shown in the records of City Survey Office shall supersede those shown on the DP Remarks Plan.

This is electronically generated report. Hence personal signature is not required. CHE/DP34201901111189917/DP/H/E

Demacation: The Alignment of the proposed road/R.L. and boundaries of reservations and their area are subject to the actual demarcation on site by E.E.E&C./A.E.(Survey) as case may be. Remarks are offered only from the zoning point of view without reference to ownership and without carrying out actual site inspection and without verification of the status of the structures if any on the land under reference. Status of the existing road, if any, shall be confirmeed from the concerned Ward Office.

The DP Remarks and Plan shall be read with notification no. TPB.4317/629/CR-118/2017/UD-11 dt. 8.11.2017, TPB.4317/778/CR-267/2017/UD-11 dt. 7.2.2018, TPB.4317/629/CR-118/2017/DP/UD-11 dt 8.5.2018 & TPB.4317/629/CR-118/2017/EP/UD-11 dt.8.5.2018 before granting any development permission on the land/s. (For the Sanctioned Modification & Excluded Portion the link for notification is as under:-

Notifications: MCGM Home Page (portal.mcgm.gov.in)> Related Link> More> Draft Development Plan (2014-34) Plans: EP Sheets:- MCGM Home DPPage (portal.mcgm.gov.in)> 2034 Related Link> Remarks More> Draft Development Plan (2014-34)> Development Plan 2034 (Excluded Part) EP Sheets, 8th May 2018 SM Sheets:- MCGM Home Page (portal.mcgm.gov.in)> Related Link> More> Draft Development Plan (2014-34)> Development Plan 2034(sanctioned part) SM sheets, 8th May 2018

Additional Information

Water pipeline Remark: Water pipeline near the plot (1.58 meters far) has 150 mm pipe diameter.

Water supply Tunnel Remark: No well/borewell shall be dug on the plot as this plot is affected by Water-supply Tunnel Safety band. Similarly, Excavation/Deep foundation by way of blasting shall not be permitted on the plot prior permission shall be obtained from A.E. (H/E ward) for any work or deepening of existing well/borewell on the plot. Ground level: The plot has minimum 28.60 meters and maximum 32.20 meters ground level with reference to Town Hall Datum (THD)

RL Remark: REGULAR LINE REMARKS (Traffic): Regular line remarks for the land under reference are as given below: Land bearing C.T.S. No.(s) 4089 and 4901A of Village/Division KOLEKALYAN in H/E ward of M.C.G.M. as shown bounded blue on accompanying plan is affected by the sanctioned Regular line of 13.40mts. i.e. (44.0' approx.) wide Road Near Standard Battery marked in violet colour on the block plan submitted by you. These remarks are issued without site inspection, without prejudice to the ownership, status of structure, plot boundaries and same will supersede earlier remarks issued if any. These remarks are subject to changes/revision of sanctioned Regular line and shall be valid for One year from date of its issue. This remarks are offered subject to actual joint demarcation with A.E survey on site. This remarks should be verified by corresponding Asst. Engineer (Survey) H/E Ward. You may approach to that office for actual demarcation of sanctioned Regular Line on site. It may please be noted that this remarks are offered as per the plot boundaries shown by Architect/Owner on plan and the plot boundaries shall be verified and confirmed on site through the competent authority. This permission shall not be used as a tool for evicting the exitsting tenants/occupants if any. This permission is granted based on documents submitted by the arch and if any are found fake/fraud the permission issued shall be revoked/cancelled.

Pipeline/Nalla: The land under reference abuts the Pipe-line/Nalla and hence, specific remarks from the H.E. (Dept.) & Executive Engineer (S.W.D.) Authority should be obtained separately.

Acc: As Plan

Note: The above information is as per the data received from concerned MCGM Departments.

This is electronically generated report. Hence personal signature is not required. CHE/DP34201901111189917/DP/H/E K

K K

K K K

K K

K K K

K K K K

K K

K K K K

K K

K EOS1.4 K SANTACRUZ EE1.1 EE1.2 K

5 TPS - III K Y

3 A W K H G

4066 " K I H

S K

E K R P X E

N RAM BANDRA-I K R SANTACRUZ 9 E 1 T

S K E

E K H 6 W !BÅ - 4 3 0 P

67 E

E EOS2.6 K K H 3473 R - P EP

3 -

" E HE 8 3 K 6 0 K 4

K K "

K K

9 K K

1 K K E KOLEKALYAN H RE1.1 -

K K E 9 WS 09

B R E 4

8 K

K 0 - 4 P

E SM-HE06 K K C 3 RSA2.1 ROS1.5 47 3/ H/E 10 E " WS 09 EP-HE19 P-H SM-HE06 K E "

K 21

K SM-HE18 4 " 1 SM"-HE18 E 9 " 8 9 H

K 9 - 0 K I KOLEKALYAN 1 4 1 E P E H E H - RPU1.1 -

K P K P ROS1.5 E 5 E RAM 3 E E K

P H K - - H " P E " E

K 2 C K 5 A 1 Z 0 U 9 CR

4 K SM-HE21 A R K T U AN B D S EM A 4 H RO 08 C K 4A H/E IN K L K EP-HE35

K KOLEKALYAN

K SM-HE21 K UNIVERSITY K ROS1.5

EP-HE2 " K 5 K

" EE2.2 BANDRA-EAST K K EP-HE25

K K B

5 1

8 0

0 4 K 4 K "

1 K 2 K E

H K - K P

E K LOCATIONK PLAN

K K

E 2 K 0

4090 A 1 Scale 1:4000

4 K K

K K

41 K

00 SM-HE18 Note: K

Municipal K Dispensary/ Municipal K Health Post SM-HE18 DP Remarks have been offered only from Zoning point of view without any reference

Facilities K to the existing and status of the structures on the land under refereK nce etc.

This plan is to be read with letter under K K

K K

CHE/DP34201901111189917/DP/WS/H/E K

BLOCK PLAN K

K K

K K Land Bearing C.T.S.No(s) 4089 and 4901A of KOLEKALYAN Village in H/E Ward K

This is an electronically generated document. Hence NO signature required. Assistant Engineer (DP), Scale 1:500 K

H/E Ward. Dated: 05/01/2019 K K

K K

Office of the Chief Engineer (Development Plan), K K

MUNICIPAL CORPORATION OF GREATER MUMBAI 5th Floor, Annexe Building, K (Development Plan Department) Municipal Head Office,

Development Plan 2034 Mahapalika Marg, Fort, MUMBAI - 400 001. 4062 5 3953 3465 4 406 6 3 9 8

4 3 4 4 06 9 4 9

4 3 3 8 4 3 6 9 95 4 3 0 3

4 9 3949 3

9 15218503 3 ! 4066

6 :6

15218502 ! 406 8 40 1:500 67 3473

4069

m 4 0 07 0

3 m 4 8 07 0 m 1 4 M 0

0 0

3 4 . 4072 3 7 1 2 6

7 4073 16216101 ! 1 4 3 074 .44 0 M B 4 4 8 075 0 4

4 34 076 73 /10 3467 4 1 077 3.4 M 40 0 M 4 4 . 078

1 9 8 4 0 079 4 H // E

4080

15218501 ! 4081

408 A 2 1 0 9 4

4 08 4A

15218402 ! 4 08 B 6A 1 13 0 .4 23 1 0 0 m 4 M m X 0 mm !16216001

B 15218401 6 8 ! 0 4 1 3.4 0M 4 5 086 8 E C 0 2 4 0 1 4

A A 3 0 0 9 1 0 4 4

4087 C B

0 3

0 0

1 1

4 4

4 10 2A

4090 B 7730 4102B

Land Bearing CTS No(s) 4089,4901A of KOLEKALYAN Village in H/E Ward Legend

! Sewer Manholes Survey RoadLines Storm Water Drains MUNICIPAL CORPORATION OF GREATER MUMBAI SWD Manholes SewerLines Ward Boundary (Development Plan Department) This plan is to be read with additional information given in letter no CHE/DP34201901111189917/DP/WS/H/E Traffic RoadLines DP RoadLines Generated On: 1/5/2019 RENO CHEMICALS PHARMACEUTICLES AND COSMETICS PRIVATE LIMITED & ASIAN PAINTS LIMITED

REPORT ON GEOTECHNICAL INVESTIGATION FOR PROPOSED OFFICE BUILDINGAT SHANTI NAGAR,

SANTACRUZ(E), MAHARASHTRA

FINAL REPORT MAY - 2018

® DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. B/301, Centaur House, Shantinagar Industrial Estate, Vakola,Santacruz (East), Mumbai-400 055, India Tel.:+91-22-49663500 Fax: +91 22 49663605, URL : www.dbm.in, E-mail: [email protected] FINAL REPORT ON GEOTECHNICAL INVESTIGATION (MAY -2018) FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ EAST, MUMBAI

FOR RENO CHEMICALS PHARMACEUTICALS AND COSMETICS PVT. LTD. AND ASIAN PAINTS LTD.

Table of Contents

Item Page

1.0 INTRODUCTION 2

2.0 EXPLORATION PROGRAM 3

2.1 Exploration Scope 3 2.2 Subsurface Conditions 4 2.3 Groundwater Levels 5

3.0 FOUNDATION RECOMMENDATIONS 6

3.1 Basement Consideration 6 3.2 Foundation Protection 6 3.3 Lateral Earth Pressure 8 3.4 Electrical Resistivity Test 8

4.0 FIELD EXPLORATION PROCEDURES 9

References/Calculations 11

ANNEXURES

Borehole Logs Laboratory Test Results Core Box Photographs ERT Results

[email protected] FINAL REPORT ON GEOTECHNICAL INVESTIGATION (MAY -2018) FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ EAST, MUMBAI

FOR RENO CHEMICALS PHARMACEUTICALS AND COSMETICS PVT. LTD. AND

ASIAN PAINTS LTD.

1.0 INTRODUCTION

Reno Chemicals Pharmaceuticals and Cosmetics Private Limited and Asian Paints

Limited anticipate construction of office building at Shanti Nagar, Santacruz East,

Mumbai. The proposed building will consist of G+10 stories with 3 basements. Reno

Chemicals Pharmaceuticals and Cosmetics Private Limited and Asian Paints

Limited awarded work of geotechnical investigation to M/s. DBM Geotechnics and

Constructions Pvt. Ltd., Mumbai through vides P. O. No. RENO-01/18 and

0024032742 dated 16.04. 2018 respectively.

DBM Geotechnics completed field work and laboratory testing work for the geotechnical investigation in May, 2018. This final report presents results of the geotechnical investigation with foundation recommendations for proposed structure.

2 | P a g e

[email protected] 2.0 EXPLORATION PROGRAM

2.1 Exploration Scope

The total scope of work planned at this site is summarized below:

a) Completing four boreholes (BH-1, BH-2, BH-3 and BH-4) for proposed structures

within planned locations at Reno Chemicals site and one borehole (BH 1) at Asian

Paints site.

b) Conducting in-situ Standard Penetration Tests (SPT) in boreholes at a vertical

interval of 1.5m up to termination depth.

c) Conducting laboratory tests on selected disturbed and undisturbed soil samples and rock samples. d) Collecting representative Ground Water Samples, Disturbed Soil Samples (DS)

and Undisturbed Soil Samples (UDS) in cohesive soils in each bore hole.

e) Conducting chemical tests on representative soil and ground water samples to

determine pH value, chlorides percentage and sulphate percentage.

f) Conducting three Electrical Resistivity Tests (ERT-1, ERT-2 & ERT-3) at Reno

Chemicals and one Electrical Resistivity Tests (ERT-1) at Asian Paints site for

proposed structure.

g) Preparing and submitting a geotechnical investigation report, including

foundation recommendations.

3 | P a g e

[email protected] 2.2 Subsurface Conditions

Subsurface profile at this site generally consists of surficial fill overlying bedrock up to full depth of exploration. Encountered soil/rock layer are described below;

LAYER I: FILL

Fill, mostly consisting of brownish grey gravels and boulders were encountered from the ground surface in all boreholes except BH-01. Thickness of the fill layer typically ranged between 0.50 m and 1.5 m below the ground level.

LAYER II: RESIDUAL SOIL

Residual soil, mostly consisting of brownish grey clayey silt with gravels and murum was encountered at a depths of 0.50 m to 1.50 m below ground surface in the boreholes. SPT test was conducted in this layer and N value ranged between 12 and 41 showing the consistency of cohesive soil as very stiff to hard. The lower boundary of this layer was encountered at depths of 2.8 m to 7.50 m below ground surface.

LAYER IIIA: COMPLETELY WEATHERED BEDROCK

Completely weathered bedrock was encountered from 0 to 7.50 m below ground surface.

This layer is formed by the complete in-place disintegration of parent bedrock material, but still partially retains the original rock mass structure. SPT tests conducted in this layer encountered refusals. The lower boundary of this layer was encountered at depths of 3.0 m to 8.0 m below ground surface.

4 | P a g e

[email protected] LAYER IIIB: BRACCIA BEDROCK

Breccia bedrock was encountered at depths of 1.0 m to 8.0 m below ground surface in borehole BH-04. The bedrock was highly weathered to moderately weathered, generally improving with depth. Core Recoveries ranged between 21 and 71 percent and Rock

Quality Designations (RQDs) ranged between 0 and 39 percent. Point Load Index of rock core sample ranged between 9.72 and 11.20 kg/cm2. The lower boundary of this layer was encountered at depths of 5.50 m to 11.0 m below ground surface.

LAYER IIIC: TUFF WITH TRACHYTE BEDROCK

Tuff with trachyte bedrock was encountered at depths of 0.50 m to 11.0 m below ground surface in boreholes. The bedrock was highly weathered to sound, generally improving with depth. Core Recoveries ranged between 18 and 100 percent and Rock Quality

Designations (RQDs) ranged between 0 and 100 percent. Compressive strength of rock core samples ranged between 377 kg/cm2 and 906 kg/cm2. The boreholes were terminated in this layer at depths of 15.5 m to 23.0 m below ground surface.

2.3 Ground water Levels

Ground water accumulation in boreholes was monitored during and following completion of drilling activities. Ground water was observed at depth of 0.30 to 6.00 m below ground surface in the boreholes. Annual and seasonal fluctuations in ground water levels can be expected to occur.

5 | P a g e

[email protected] 3.0 FOUNDATION RECOMMENDATIONS

Highly weathered Bed rock was encountered at depths of 0.5 m to 7.5 m below ground surface in the boreholes. Spread/raft foundation for proposed G+10 building with 3 basements can be designed for net allowable bearing capacity of 200 t/m2 at a minimum depth of 9.0 m below ground surface.

Minimum width of footing should be 1.0 m. Maximum settlement of foundation will be less than 12 mm. A modulus of subgrade reaction of 16000 t/m3 can be utilized for design of foundation.

3.1 Basement Consideration

Excavation sides should be sloped at a maximum slope of 1:1 (horizontal: vertical) within the top 3.0 m thick overburden soils and 1:2 (horizontal: vertical) below this depth.

An allowable grout/rock bond stress of 30 t/m2 can be utilized for design of rock anchors.

3.2 Foundation Protection

Soil and groundwater samples were collected from boreholes for chemical analysis. The results of chemical analysis are enclosed in the Annexure. Results of chemical analysis of soil samples indicate that the site falls under Class I for sulphate and Class II for chloride concentration and results of chemical analysis of water indicate that the site falls under Class I for sulphate and chloride concentration. Results of chemical analysis are summarized in Tables C-1 and C-2 below.

6 | P a g e

[email protected] TABLE C-1 RESULTS OF CHEMICAL ANALYSIS OF SOIL SAMPLES Property Range Remarks (Limits as per IS 456-2000)

Sulphate as SO3 (%) 0.021-0.024 <0.2% (Class I) No limit specified in IS456. However, a Chlorides as Cl (%) 0.068-0.074 limit of 0.10% specified for Class II in CIRIA Sp. Publication No. 31.

TABLE C-2 RESULTS OF CHEMICAL ANALYSIS OF GROUND WATER SAMPLES Property Range Remarks (Limits as per IS456-2000) pH 7.83-7.94 6 to 9

Sulphate as SO3 (PPM) 45.270-49.380 <300 PPM (Class I) No limit specified in IS 456. However, Chlorides as Cl (PPM) 159.450-172.450 a limit of 500 PPM specified for Class I in CIRIA Sp. Publication No. 31.

A ‘Moderate’ Exposure Condition was assigned to this site. Therefore, following precautions are recommended to protect subsurface concrete and reinforcement.

Type of Cement: OPC or PPC

Minimum Grade of Reinforced Concrete: M30

Minimum Cement Content for spread footings: 300 kg/m3

Maximum Water Cement Ratio: 0.50

Minimum Cover to Reinforcement 50 mm

7 | P a g e

[email protected] 3.3 Lateral Earth Pressure

Basement walls will be subjected to lateral earth pressures. A soil submerged unit weight

3 (γsub) and coefficient of lateral earth pressure (K0) of 0.8 t/m and 0.33, respectively, should be utilized for design of basement walls. Hydrostatic pressures and surcharge pressures, if any, should also be considered.

3.4 Electrical Resistivity Test

Three Electrical Resistivity test (ERT-01 to ERT-03) were completed at Reno Chemicals site and one Electrical Resistivity test (ERT-01) was completed at Asian Paints site as per IS 3043 by 4 pin wenner method in specified locations. Results of this test are enclosed in the Annexure. Soil resistivity ranged between 5.03 ohm-m and 102.27 ohm- m. The soil resistivity values suggest moderate corrosion potential to buried metals.

8 | P a g e

[email protected] 4.0 FIELD EXPLORATION PROCEDURES

The sub-surface investigation was completed generally as per IS: 1892-1979. The field investigation was carried out using a rotary machine. Casing was used to support sides of borehole until sufficiently stiff strata was encountered. Standard Penetration Tests (i.e.

SPT) were carried out in soil in accordance with IS 2131-1981. Using this procedure, a

2” outside diameter split-barrel sampler is driven into the soil by 63.5 kg. weight falling through 75 cm height. After an initial set of 15cm, the number of blows required to drive the sampler an additional 30 cm, is known as the “penetration resistance” or “N value”.

After SPT refusal was obtained, Nx sized rock coring was done in maximum of 1.5m runs, using diamond bit to obtain rock samples. Rate of drilling in rock for every core run was continuously recorded and noted. Proper site observations were completed to detect presence of any zones of water loss, or soil/water seams or pockets, artesian conditions.

These were noted on borehole logs, if detected. Percent Rock Core Recovery and percent Rock Quality Designation (%RQD) were determined. % RQD is defined as = 100 x Sum of length of rock pieces in cms, each having lengths greater than 10cms/Total length of core run in cms.

Soil samples selected for chemical analysis, were preserved in plastic containers. The groundwater sample was collected in a plastic container by pumping, after at least 2 times borehole volumes were pumped out, which ensured that fresh groundwater entered the borehole. All soil/rock samples were numbered properly and placed in wooden core boxes on-site. Selected soil, rock and groundwater samples were then transported to the laboratory for testing. 9 | P a g e

[email protected] Laboratory tests were conducted on selected soil and rock samples. The laboratory testing was aimed at the following characteristics of different layers. a) Grain size distribution and consistency limits for engineering classification as per IS- 1498. Laboratory testing was carried out as per the testing procedures given in IS- 2720, relevant parts. b) Chemical analysis on groundwater and soil to determine pH, sulphates and chlorides. c) Unconfined compression tests, porosity, water absorption, dry density on rock samples. d) All field and laboratory test results are enclosed in Annexure.

Sincerely,

DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.

______Jaydeep Wagh B.E., M.S., P.E. (Geotechnical)

10 | P a g e

[email protected] REFERENCES

1) Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5th Edition, 1996.

2) Canadian Foundation Engineering Manual.

3) Soil Mechanics in Engineering Practice, 2nd Edition, Terzaghi K. and Peck R. B., John Willey and Sons, 1967.

4) IS:12070-1987 Code of Practice for Design Construction of Shallow Foundations on Soils.

5) Foundation Design Manual, N. V. Nayak, 5th Edition, 1996.

6) IS: 6403-1981, Code of Practice for Design and Construction of Shallow Foundations on Soils.

7) IS 8764, Method for Determination of Point Load Strength Index of Rocks.

11 | P a g e

[email protected] SAMPLE CALCULATIONS

1.0 SAMPLE CALCULATION OF ALLOWABLE BEARING CAPACITY FOR SHALLOW FOUNDATIONS INSTALLED AT A DEPTH OF 9.0 m BELOW EXISTING GROUND LEVEL

Representative subsurface profile (near borehole BH-03):

______0.0m Layer I, Fill ______- 0.5m Layer II Residual soil ______- 2.8m Layer III Tuff with trachyte Bedrock

Estimation of allowable bearing pressure from the core strength ( IS:12070-1987 Section-6)

Allowable Bearing Capacity = (Nj) x Qu (Ref. No. 4) Where, Nj = Joint condition factor 0.1 to 0.4 (Conservatively assumed as 0.1) Qu = Compressive strength of rock (Average) The minimum UCS of rock = 3770 t/m2 Allowable bearing capacity = 0.1 x 3770 = 377 t/m2

Estimation of Allowable Bearing Pressure based on RMR (IS:12070-1987 Section 5.3.1 Table-3)

Corresponding to RMR rating of 53 (average RMR), the net safe bearing pressure obtained is 229 t/m2

Conservatively restricted to 200 t/m2

Note: For RMR calculation please refer section 1.2 for RMR calculation sheet

12 | P a g e

[email protected] 1.1 SAMPLE CALCULATION OF SETTLEMENT UNDER SPREAD FOUNDATION (5.0m x5.0m) EXERTING PRESSURE OF 200t/m2:

From Reference No. 1:

1  2 Settlement = S1  q0 B' mIs I f Es Where, 2 qo = Footing Pressure = 200 t/m B’ = B/2 (Where B is the width of pressure distribution) μ = Poisson’s ratio = 0.2 E = Modulus of Elasticity Is = Influence Factor (Obtained from Table 5-2, Reference No. 1) If = Depth Factor (Obtained from Figure 5-7, Reference No. 1) m = 4 for center of footing

From Reference No. 1: E value for Tuff bedrock = 1,00,000 t/m2 L’ = 5/2 =2.5, B’ = 5/2 = 2.5, H=10m, and D=9.0m Therefore, M=L/B=1; and N=H/B’=4.0 and D/B=1.8

Corresponding, Is = 0.4357, Conservative If = 1 (From Figure 5-7, Reference 1)

1 0.22 Settlement of Layer = S1 200x2.5x x4x0.4357x1 = 0.00836 m = 8.36 mm 100000

13 | P a g e

[email protected] 1.2 SAMPLE CALCULATION SHEET OF RMR

Ground Adjustment Depth UCS RQD Spacing of Condition of water for joint Total Average (m) (Mpa) (%) discontinuties discontinuties condition orientation Rating Rating BH 1 Slightly rough and moderately to 10.00 - highly - 22 Close Wet Favourable 11.50 weathered wall rock surface, separation Rating 2 3 8 20 7 -2 38 Slightly rough and moderately to 11.50 - highly 37.7 52 Moderate Wet Favourable 13.00 weathered 46.667 wall rock surface, separation Rating 4 13 10 20 7 -2 52 Slightly rough and moderately to 13.00 - highly 68 Moderate Wet Favourable 14.50 weathered wall rock surface, separation Rating 2 13 10 20 7 -2 50 BH 2 Slightly rough and moderately to highly 54.5 weathered wall rock 9.50 - surface, 11.00 71.7 80 Moderate separation Wet Favourable 14 | P a g e Rating 7 17 10 20 7 -2 59

Ground Adjustment Depth UCS RQD Spacing of Condition of water for joint Total Average (m) (Mpa) (%) discontinuties discontinuties condition orientation Rating Rating Slightly rough and moderately to highly weathered wall rock 11.00 - surface, 12.50 72 Moderate separation Wet Favourable Rating 2 13 10 20 7 -2 50 Slightly rough and moderately to highly weathered wall rock 12.50 - surface, 14.00 74.1 53 Moderate separation Wet Favourable Rating 7 13 10 20 7 -2 55 Slightly rough and moderately to highly weathered wall rock 14.00 - surface, 15.50 90 Moderate separation Wet Favourable Rating 2 17 10 20 7 -2 54 BH 3 Slightly rough and moderately to 9.00 - highly 46 Close Wet Favourable 10.50 weathered wall rock surface, separation 54 Rating 2 8 8 20 7 -2 43 Slightly rough & moderately 10.50 - 57.3 94 Moderate to highly Wet Favourable 12.00 weathered wall rock

15 | P a g e surface, separation

Ground Adjustment Depth UCS RQD Spacing of Condition of water for joint Total Average (m) (Mpa) (%) discontinuties discontinuties condition orientation Rating Rating Rating 7 20 10 20 7 -2 62 Slightly rough & moderately to highly weathered 12.00 wall rock – surface, 13.50 - 100 Moderate separation Wet Favourable Rating 2 20 10 20 7 -2 57 54 Slightly rough & moderately to highly weathered wall rock 13.50 - surface, 15.00 - 90 Moderate separation Wet Favourable Rating 2 17 10 20 7 -2 54 BH 4 Slightly rough & moderately to highly 10.00 - - 87 Moderate weathered Wet Favourable 11.50 wall rock surface, separation Rating 2 17 10 20 7 -2 54 Slightly rough & moderately to highly 56.5 11.50 - 71.1 90 Moderate weathered Wet Favourable 13.00 wall rock surface, separation Rating 7 17 10 20 7 -2 59 Slightly rough 13.00 - & moderately 81.2 79 Moderate Wet Favourable 14.50 to highly weathered

16 | P a g e wall rock surface, separation Rating 7 17 10 20 7 -2 59 Ground Adjustment Depth UCS RQD Spacing of Condition of Total water for joint Average (m) (Mpa) (%) discontinuties discontinuties Rating condition orientation Rating Slightly rough & moderately to highly 14.50 - - 87 Moderate weathered Wet Favourable 16.00 wall rock surface, separation Rating 2 17 10 20 7 -2 54

BH 1 (Asian Paints) 9.50 - 1-5 mm wide - 39 Close Wet Favourable 11.00 opening Rating 2 8 8 17 7 -2 40 Slightly rough and moderately to 11.00 - highly 78.7 89 Moderate Wet Favourable 12.50 weathered wall rock surface, separation Rating 7 17 10 20 7 -2 59 Slightly rough and 52.5 moderately to 12.50 - highly - 69 Moderate Wet Favourable 14.00 weathered wall rock surface, separation Rating 4 13 10 20 7 -2 52 Slightly rough and moderately to 14.00 - highly - 92 Moderate Wet Favourable 15.50 weathered wall rock surface, separation

17 | P a g e Rating 4 20 10 20 7 -2 59

18 | P a g e LIST OF ANNEXURE

 BOREHOLE LOGS  FIELD TEST RESULTS o ELECTRICAL RESISTIVITY TEST

 LABORATORY TEST RESULTS  COREBOX PHOTOGRAPHS ANNEXURE ANNEXURE BOREHOLE LOGS CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-01 SHEET NO. : 1 OF 2 LOCATION : -- DATE : 06/05/2018 TO 07/05/2018 CO-ORDINATES : -- METHOD : ROTARY DRILLING GROUND R. L. : --m CASING : 100mm Ø upto 3.00m & NX Ø 4.20m BGL GROUND W. T. : 0.30m. Below GL BOREHOLE DEPTH : 18.50m

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ²

(m) DESCRIPTION Remark TESTDEPTH(m) SILT% TCR (%) (SPT'N') % CLAY SAMPLE IN-SITU & % GRAVELS SAND% DEPTHBELOW EGL RQD (%) LOG NMC LL% DIAOF BOREHOLE PL% CLASSIFICATION Ø(degrees) FIELDTEST RESULT SAMPLETYPE NO. & PLI(kg/cm²) Cu/(kg/cm UCS(kg/cm²) PLASTICITY INDEX 0.00/

0.50 100 mm Ø 1.00 Brownish grey, 1.50/ (92) completely weathered GM 49 31 20 ------1.50 SPT1 20/40/52/-- 1.90 ROCK

2.00

2.50

3.00/ (R) 3.00 SPT2 3.15 52/--/--/--

3.50 73 59

4.00 4.00 Moderately to slightly weathered, brownish 4.50 TUFF with trachyte

76 54 50.83 5.00

5.50 5.50

6.00 NX Ø 94 94 6.50

7.00 7.00

7.50 Fresh, grey to brownish, 92 72 TUFF with trachyte 8.00

8.50 8.50

9.00

90 84 906 9.50

10.00 10.00 ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE Checked By : Drawn By: SCALE : 1: 50 DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Mithu Acharjya Akshay JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-01 SHEET NO. : 2 OF 2

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ² (m) DESCRIPTION Remark TESTDEPTH(m) SILT% TCR (%) (SPT'N') % CLAY SAMPLE IN-SITU & % GRAVELS SAND% DEPTHBELOW EGL RQD (%) LOG NMC LL% DIAOF BOREHOLE PL% CLASSIFICATION Ø(degrees) FIELDTEST RESULT SAMPLETYPE NO. & PLI(kg/cm²) Cu/(kg/cm UCS(kg/cm²) PLASTICITY INDEX

10.00

10.50 Moderately weathered, 62 22 brownish, fractured 11.00 TUFF with trachyte

11.50 11.50

12.00 NX Ø 82 52 377 12.50

Slightly weathered, 13.00 13.00 brownish to grey, fractured, TUFF with trachyte 13.50

85 68 14.00

14.50 14.50

15.00

94 85 15.50

16.00 16.00

Fresh, grey to greenish 16.50 TUFF with trachyte 89 70 17.00

17.50 17.50

18.00 91 82

18.50 18.50

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : BORE HOLE IS TERMINATED AT A DEPTH OF 18.50m. BELOW GL. DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Akshay CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-02 SHEET NO. : 1 OF 2 LOCATION : -- DATE : 12/05/2018 TO 14/05/2018 CO-ORDINATES : -- METHOD : ROTARY DRILLING GROUND R. L. : --m CASING : 100mm Ø upto 3.00m & NX Ø 0.50m BGL GROUND W. T. : 0.92m. Below GL BOREHOLE DEPTH : 15.50m

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ²

1.00

100 90 82 mm 1.50 Ø

2.00 2.00

2.50 95 95 3.00

3.50 3.50

4.00 82 74 25.11 4.50

5.00 5.00 Fresh, brownish to grey, TUFF with trachyte

5.50

100 100 6.00 NX Ø

6.50 6.50

7.00

92 84 7.50

8.00 8.00

8.50

90 87 9.00

9.50 9.50

90 80 10.00 ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE Checked By : Drawn By: SCALE : 1: 50 DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Mithu Acharjya Sarvesh JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-02 SHEET NO. : 2 OF 2

FIELD DATA LABORATORY DATA

Fresh, brownish to grey, 10.50 90 80 717 TUFF with trachyte

11.00 11.00

11.50

85 72 12.00 NX Ø Slightly weathered, 12.50 12.50 brownish to grey, TUFF with trachyte 13.00 82 53 741 13.50

14.00 14.00

14.50 Fresh, brownish, TUFF 93 90 with trachyte 15.00

15.50 15.50

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : BORE HOLE IS TERMINATED AT A DEPTH OF 15.50m. BELOW GL. DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Sarvesh CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-03 SHEET NO. : 1 OF 2 LOCATION : -- DATE : 09/05/2018 TO 10/05/2018 CO-ORDINATES : -- METHOD : ROTARY DRILLING GROUND R. L. : --m CASING : 100mm Ø upto 3.00m & NX Ø 4.00m BGL GROUND W. T. : 0.32m. Below GL BOREHOLE DEPTH : 19.50m

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ²

1.50/ (18) 1.50 SPT1 2.10 15/11/07/10 Very stiff brownish CI 25 15 25 35 -- 43 21 22 murum soil with CLAY 2.00

2.50 2.80 70 Nil 3.00 3.00

3.50

45 24 4.00 Highly to moderately weathered, brownish, 4.50 4.50 volcanic breccia TUFF with trachyte

5.00 50 35 5.50

6.00 NX 6.00 Ø

6.50

18 06 7.00

Highly weathered 7.50 7.50 brownish grey, TUFF with trachyte 8.00 37 31 8.50

9.00 9.00

Moderately weathered 9.50 59 46 grey, TUFF with trachyte 10.00 ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE Checked By : Drawn By: SCALE : 1: 50 DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Mithu Acharjya Sarvesh JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-03 SHEET NO. : 2 OF 2

FIELD DATA LABORATORY DATA

Moderately weathered 59 46 grey, TUFF with trachyte 10.50 10.50

11.00 100 94 11.50

12.00 NX 12.00 Ø

12.50 100 100 13.00

13.50 13.50

14.00 90 90 14.50

15.00 15.00 Fresh, grey, TUFF with trachyte 15.50 82 76 16.00

16.50 16.50

17.00 96 96 17.50

18.00 18.00

18.50 100 98 19.00

19.50 19.50

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : BORE HOLE IS TERMINATED AT A DEPTH OF 19.50m. BELOW GL. DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Sarvesh CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-04 SHEET NO. : 1 OF 2 LOCATION : -- DATE : 14/05/2018 TO 16/05/2018 CO-ORDINATES : -- METHOD : ROTARY DRILLING GROUND R. L. : --m CASING : NX Ø 1.50m BGL GROUND W. T. : 1.00m. Below GL BOREHOLE DEPTH : 16.00m

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ²

1.50

21 08 2.00

2.50 2.50

3.00 Highly to moderately 53 23 weathered, brownish, 3.50 volcanic BRECCIA

4.00 4.00

4.50 69 22 9.72 5.00 NX Ø

5.50 5.50

6.00

86 54 6.50

7.00 7.00

7.50 Slightly weathered, 93 91 brownish to grey, 8.00 TUFF with trachyte

8.50 8.50

9.00 86 75 9.50

10.00 10.00 ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE Checked By : Drawn By: SCALE : 1: 50 DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Mithu Acharjya Sarvesh JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in CLIENT : RENO CHEMICALS PHARMACEUTICALES AND COSMETICS PRIVATE LIMITED

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-04 SHEET NO. : 2 OF 2

FIELD DATA LABORATORY DATA

10.00

10.50 90 87 711 11.00

11.50 11.50

12.00 90 90 12.50 Fresh, grey to brownish, NX 13.00 TUFF with trachyte 13.00 Ø

13.50 94 79 812 14.00

14.50 14.50

15.00 92 87 15.50

16.00 16.00

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : BORE HOLE IS TERMINATED AT A DEPTH OF 16.00m. BELOW GL. DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Sarvesh CLIENT : ASIAN PAINTS LTD.

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-01 SHEET NO. : 1 OF 3 LOCATION : -- DATE : 18/05/2018 TO 25/05/2018 CO-ORDINATES : -- METHOD : ROTARY DRILLING GROUND R. L. : --m CASING : 100mm Ø upto 6.00m & NX Ø 9.00m BGL GROUND W. T. : 6.00m. Below GL BOREHOLE DEPTH : 23.00m

FIELD DATA LABORATORY DATA

GRAIN SIZE ANALYSIS CONSISTENCY LIMIT ROCK )/ ²

0.50 0.50 DS1 100 Fill, soil comprising mm brownish grey, clayey Ø silt with gravels and 1.00 shell

1.50/ (12) 1.50 SPT1 2.10 14/07/05/17 GM 50 28 22 ------

2.00

2.50

(16) 3.00 3.00/ Stiff brownish grey to SPT2 05/07/09/12 3.60 grey clayey silt CI 10 27 29 34 45 23 22 18 --

3.50

4.00

4.50/ (41) 4.50 SPT3 5.10 09/20/21/23

5.00

5.50

(36) 6.00 NX 6.00/ Hard, brownish grey, Ø SPT4 12/18/18/27 6.60 clayey silt with gravels and murum 6.50

7.00

7.50/ (R) 7.50 SPT5 52/--/--/-- 7.60 Completely weathered, brownish grey,murum 8.00 8.00

8.50 71 NIL Highly to moderately -- 11.20 9.00 weathered, brownish to grey, volcanic BRECCIA

9.50 9.50 60 39 10.00 ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE Checked By : Drawn By: SCALE : 1: 50 DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Mithu Acharjya Sarvesh JOB NO. : 3883 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in CLIENT : ASIAN PAINTS LTD.

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-01 SHEET NO. : 2 OF 3

FIELD DATA LABORATORY DATA

Highly to moderately 10.50 60 39 weathered, brownish to grey, volcanic BRECCIA

11.00 11.00

11.50

94 89 787 -- 12.00 NX Ø

12.50 12.50

13.00 92 69 13.50

14.00 14.00

14.50 97 92 15.00 Slightly weathered to fresh, grey, TUFF with 15.50 15.50 trachyte

16.00 100 100 649 -- 16.50

17.00 17.00

17.50 80 52 18.00

18.50 18.50

19.00 84 84 19.50

20.00 20.00

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : CONTINUED ON NEXT PAGE DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3883 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Sarvesh CLIENT : ASIAN PAINTS LTD.

PROJECT : Soil/Geotechnical Investigation Work for Your Proposed G+10 Office Building at Shanti Nagar, Santacruz (E.)

BORE HOLE NO. : BH-01 SHEET NO. : 3 OF 3

FIELD DATA LABORATORY DATA

20.50

21.00 78 75 Slightly weathered to 21.50 21.50 fresh, grey, TUFF with trachyte 22.00 NX Ø 98 98 22.50

23.00 23.00

ABBREVIATIONS : DS : DISTURBED SAMPLE R : REFUSAL 'N' VALUE PL(%) : PLASTIC LIMIT Ø : ANGLE OF INTERNAL FRICTION UDS : UNDISTURBED SOIL SAMPLE RQD : ROCK QUALITY DESIGNATION (%) Cu : COHESION UC : UNCONFINED COMPRESSION TEST N : SPT VALUE CR : CORE RECOVERY (%) NMC : NATURAL MOISTURE CONTENT PLI : POINT LOAD INDEX SPT : STD. PENETRATION TEST TCR : TOTAL CORE RECOVERY (%) LL (%) : LIQUID LIMIT UCS : UNIAXIAL COMPRESSIVE STRENGTH REMARKS : BORE HOLE IS TERMINATED AT A DEPTH OF 23.00m. BELOW GL. DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD. MUMBAI. Checked By : Drawn By: SCALE : 1: 50 JOB NO. : 3883 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL : www.dbm.in Mithu Acharjya Sarvesh ANNEXURE FIELD TEST RESULTS ANNEXUREANNEXUREOCK VIBRATION TEST ELECTRICAL RESISTIVITY TEST ELECTRICAL RESISTIVITY TEST Client- Reno Chemicals Pharmaceuticales and Cosmetics Private Limited

Project- Geotecnical Investigation for Proposed G+10 Office Building at Shanti Nagar, Santacruz (E)

Test No.- ERT-01 Location------Date: 16.05.2018 Co ordinate- -- Reduced Level- -- Survey Method- Wenners Four Pin Equal Probe Spacing Field Reading Apparent Soil Apparent Soil Resistivity (ohm-m) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0100.0 Direction Direction Direction Direction Resistivity R (Average) 0.0 Sr. No N - S NE - SW E - W SE-NW r = 2 π a R Electrode Spacing, a R ( N - S ) R ( NE - SW ) R ( E - W ) R ( SE - NW ) m ohm ohm ohm ohm ohm ohm - m 1.0 1 1.0 12.4370 9.9900 10.0220 10.1020 10.6378 66.84 2 2.0 6.2240 6.1960 6.2770 6.2670 6.2410 78.43 3 3.0 3.7820 3.7560 3.7610 3.7640 3.7658 70.98 2.0 4 4.0 2.9800 2.8800 2.8860 2.8790 2.9063 73.04 No space No space 5 5.0 1.9980 2.0560 2.0270 63.68 3.0 available available Depth (m) Depth

4.0

5.0

6.0

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: www.dbm.in Test No.- ERT-02 Location------Date: 16.05.2018 Co ordinate- -- Reduced Level- -- Survey Method- Wenners Four Pin Equal Probe Spacing Apparent Soil Resistivity (ohm-m) Apparent Soil Field Reading 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0100.0110.0 Direction Direction Direction Direction Resistivity R (Average) 0.0 Sr. No N - S NE - SW E - W SE-NW r = 2 π a R Electrode Spacing, a R ( N - S ) R ( NE - SW ) R ( E - W ) R ( SE - NW ) m ohm ohm ohm ohm ohm ohm - m 2.0 1 1.0 16.2760 16.2760 102.27 2 2.0 3.2770 3.2770 41.18 4.0 3 3.0 1.3130 1.3130 24.75 4 4.0 0.6590 0.6590 16.56 No space available 5 5.0 0.3290 0.3290 10.34 6.0 Depth (m) Depth 6 6.0 0.2630 0.2630 9.91 (m) Depth 7 8.0 0.1000 0.1000 5.03 8.0 8 10.0 0.0910 0.0910 5.72

10.0

12.0

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: www.dbm.in ELECTRICAL RESISTIVITY TEST Client- Reno Chemicals Pharmaceuticales and Cosmetics Private Limited

Project- Geotecnical Investigation for Proposed G+10 Office Building at Shanti Nagar, Santacruz (E)

Test No.- ERT-03 Location------Date: 16.05.2018 Co ordinate- -- Reduced Level- -- Survey Method- Wenners Four Pin Equal Probe Spacing Field Reading Apparent Soil Apparent Soil Resistivity (ohm-m) 0.0 5.0 10.0 15.0 20.0 25.0 30.0 Direction Direction Direction Direction Resistivity R (Average) 0.0 Sr. No N - S NE - SW E - W SE-NW r = 2 π a R Electrode Spacing, a R ( N - S ) R ( NE - SW ) R ( E - W ) R ( SE - NW ) m ohm ohm ohm ohm ohm ohm - m 2.0 1 1.0 3.8360 4.0060 3.9200 4.1200 3.9705 24.95 2 2.0 1.2360 1.2490 1.2400 1.2560 1.2453 15.65 3 3.0 0.8340 0.8440 0.8300 0.8620 0.8425 15.88 4.0 4 4.0 0.7300 0.7300 18.35

5 5.0 0.6120 0.6120 19.23 6.0 No space No space No space 6 6.0 0.5190 available available available 0.5190 19.57 (m) Depth 7 8.0 0.4210 0.4210 21.16 8.0 8 10.0 0.2200 0.2200 13.82

10.0

12.0

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. 3888 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: www.dbm.in ELECTRICAL RESISTIVITY TEST Client- Asian Paints Limited

Project- Geotecnical Investigation for Proposed G+10 Office Building at Shanti Nagar, Santacruz (E)

Test No.- ERT-01 Location------Date: 16.05.2018 Co ordinate- -- Reduced Level- -- Survey Method- Wenners Four Pin Equal Probe Spacing Field Reading Apparent Soil Apparent Soil Resistivity (ohm-m) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0100.0 Direction Direction Direction Direction Resistivity R (Average) 0.0 Sr. No N - S NE - SW E - W SE-NW r = 2 π a R Electrode Spacing, a R ( N - S ) R ( NE - SW ) R ( E - W ) R ( SE - NW ) 0.5 m ohm ohm ohm ohm ohm ohm - m 1 1.0 11.9890 12.1020 8.7860 10.9200 10.9493 68.80 1.0 2 2.0 6.7300 6.8010 4.7630 6.7000 6.2485 78.52 3 3.0 2.0130 2.2160 2.3390 2.1060 2.1685 40.88 1.5 No space 4 4.0 1.0040 1.1060 1.1030 1.0710 26.92 available 2.0

2.5 Depth (m) Depth

3.0

3.5

4.0

4.5

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. 3883 Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: www.dbm.in ANNEXURE LABORATORY TEST RESULTS PERCENTAGE FINER THAN 100 100 10 10 20 20 30 30 40 40 50 50 60 60 70 70 80 80 90 90 0 0 100 100 80.080.0 C C GRAVELGRAVEL GRAVELGRAVEL 20.020.0 F F 10 10 4.754.75 C C 2.002.00 M M 1 1 SAND SAND M M 0.4250.425 PARTICLEPARTICLE SIZE SIZE mm ) ( mm ) ( F F 0.1 0.1 75x1075x10 - - 3 3 0.01 0.01 SILT SILT 2x102x10 - - 3 3 0.001 0.001 CLAYCLAY 0.0001 0.0001 Location: Project: BH - 01 CHEM K COMP

DS Bore Hole No. FSI : : : : : FreeSwell Test PermeabilityTest Shear Direct CompactionTest ChemicalAnalysis 1.50 -1.50 1.90

Depth in m. ------Geo-technical Investigation for RENOCHEMICALS. for Investigation Geo-technical SPT 1 SPT Sample Type ----- Tuu Tcd Tcu NP (Remoulded) SL gm/ cm gm/

Wet Density Density : : : : : Shrikage Limit Test ShrikageLimit NonPlastic TriaxialTest ( Consolidated Drained ) TriaxialTest ( Consolidated Undrained ) TriaxialTest ( Unconsolidated Undrained ) Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: [email protected],URL: E-mail: 49663605, +9122 Tel.:+91-22-49663500,Fax: ----- 3 DBM GEOTECHNICS & CONSTRUCTIONSGEOTECHNICSDBM LTD. & PVT. Dry Density

----- Natural Moisture Content, w % GM Soil Classification (I.S) SOIL TEST DATA SHEET DATA TEST SOIL 49 Gravel % Mechanical Analysis Mechanical 31 Sand %

Silt % 20 UDS : UC VL SPT SP Clay % : : : : UnconfinedCompression Test LaboratoryVaneShear Test StandardTest Penetration Sample SwellingPressure or Swelling Test Potential Undisturbed Soil Sample -----

Liquid % Limits Consistency ----- Plastic % -----

Plasticity Index, Ip % ----- Shrinkage Limit% ----- Type FLB 04 DATE: Shear Test Shear ----- 2 Cohesion Cu kg/cm ----- Degree φ 22.05.2018 -----> : Cu' : φ' : Cu : φ :

----- Cu from Unconfined Compression Test Kg/cm2 Combined SiltClay + EffectiveCohesion EffectiveAngle of Internal Friction UndrainedCohesion Angleof Internal Friction ----- Free swell index % ----- Consolidation Job. No.

Comp. Index Ccv (Lab) Vertical CERTIFICATE TC-6479 No.------

: Initial Void Ratio 2.67 Specific Gravity 3888

Remarks Location : Location : Project Particle GRAVEL SAND SILT CLAY Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: Tel.:+91-22-49663500, Fax: www.dbm.in +91 [email protected], E-mail: 22 49663605, Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: Tel.:+91-22-49663500, Fax: www.dbm.in +91 [email protected], E-mail: 22 49663605, Size(mm) C F C M F 80.0 4.75 0.425 75x10-3 2x10-3

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. PVT. CONSTRUCTIONS & GEOTECHNICS DBM 20.0 DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. PVT. CONSTRUCTIONS & GEOTECHNICS DBM 2.00 ------100 ------Geo-technical Investigation for RENO CHEMICALS. for Investigation Geo-technical Geo-technical Investigation for RENO CHEMICALS. for Investigation Geo-technical

80 GRAIN SIZE DISTRIBUTION CURVE GRAINSIZEDISTRIBUTION 70 CURVE GRAINSIZEDISTRIBUTION

40 PERCENTAGE PERCENTAGE FINER THAN 30

0 100 10 1 0.1 0.01 0.001 0.0001 PARTICLE SIZE ( mm ) p p Coeff. Of l Coeff. of W Classifi- Gravel Sand Silt Clay 10% 30% 60% Curvature Φ Φ Φ Uniformity, Bore Hole C Job No. : Symbol Depth in m. -cation c No. Cu = D60 / 2 D /(D *D ( IS ) 30 60 Remarks D10 10) Liquid Limit,Liquid Plastic Limit, W

% % % % mm mm mm Plasticity I Index,

BH - 01 1.50 - 1.90 GM 49 31 20 ------SPT 1 No.TC-6479 : Certificate 3888

GRAVEL M PERCENTAGE FINER THAN 100 100 10 10 20 20 30 30 40 40 50 50 60 60 70 70 80 80 90 90 0 0 100 100 80.080.0 C C GRAVELGRAVEL GRAVELGRAVEL 20.020.0 F F 10 10 4.754.75 C C 2.002.00 M M 1 1 SAND SAND M M 0.4250.425 PARTICLEPARTICLE SIZE SIZE mm ) ( mm ) ( F F 0.1 0.1 75x1075x10 - - 3 3 0.01 0.01 SILT SILT 2x102x10 - - 3 3 0.001 0.001 CLAYCLAY 0.0001 0.0001 Location: Project: BH - 02 CHEM K COMP

DS Bore Hole No. FSI : : : : : FreeSwell Test PermeabilityTest Shear Direct CompactionTest ChemicalAnalysis 0.00 -0.00 0.50

Depth in m. ------Geo-technical Investigation for RENOCHEMICALS. for Investigation Geo-technical DS DS 1 Sample Type ----- Tuu Tcd Tcu NP (Remoulded) SL gm/ cm gm/

----- Natural Moisture Content, w % SC Soil Classification (I.S) SOIL TEST DATA SHEET DATA TEST SOIL 12 Gravel % Mechanical Analysis Mechanical 56 Sand % 14 Silt % UDS 18 : UC VL SPT SP Clay % : : : : UnconfinedCompression Test LaboratoryVaneShear Test StandardTest Penetration Sample SwellingPressure or Swelling Test Potential Undisturbed Soil Sample 37 Liquid % Limits Consistency 24 Plastic % 13 Plasticity Index, Ip % ----- Shrinkage Limit% ----- Type FLB 04 DATE: Shear Test Shear ----- 2 Cohesion Cu kg/cm ----- Degree φ 23.05.2018 -----> : Cu' : φ' : Cu : φ :

Comp. Index Ccv (Lab) Vertical CERTIFICATE TC-6479 No.------

: Initial Void Ratio 2.64 Specific Gravity 3888

80 GRAIN SIZE DISTRIBUTION CURVE GRAINSIZEDISTRIBUTION 70 CURVE GRAINSIZEDISTRIBUTION

40 PERCENTAGE PERCENTAGE FINER THAN 30

% % % % mm mm mm Plasticity I Index,

BH - 02 0.00 - 0.50 SC 12 56 14 18 ------37 24 13 DS 1 No.TC-6479 : Certificate 3888

DS Bore Hole No. FSI : : : : : FreeSwell Test PermeabilityTest Shear Direct CompactionTest ChemicalAnalysis 1.50 -1.50 2.10 -0.00 0.50

Depth in m. ------Geo-technical Investigation for RENOCHEMICALS. for Investigation Geo-technical SPT 1 SPT DS DS 1 Sample Type ------Tuu Tcd Tcu NP (Remoulded) SL gm/ cm gm/

Wet Density Density : : : : : Shrikage Limit Test ShrikageLimit NonPlastic TriaxialTest ( Consolidated Drained ) TriaxialTest ( Consolidated Undrained ) TriaxialTest ( Unconsolidated Undrained ) Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: [email protected],URL: E-mail: 49663605, +9122 Tel.:+91-22-49663500,Fax: ------3 DBM GEOTECHNICS & CONSTRUCTIONSGEOTECHNICSDBM LTD. & PVT. Dry Density

------Natural Moisture Content, w %

CI CI Soil Classification (I.S) SOIL TEST DATA SHEET DATA TEST SOIL 25 2 Gravel % Mechanical Analysis Mechanical 15 27 Sand % 25 31 Silt % UDS 35 40 : UC VL SPT SP Clay % : : : : UnconfinedCompression Test LaboratoryVaneShear Test StandardTest Penetration Sample SwellingPressure or Swelling Test Potential Undisturbed Soil Sample 43 48 Liquid % Limits Consistency 21 23 Plastic % 22 25 Plasticity Index, Ip % ------Shrinkage Limit% ------Type FLB 04 DATE: Shear Test Shear ------2 Cohesion Cu kg/cm ------Degree φ 23.05.2018 -----> : Cu' : φ' : Cu : φ :

------Cu from Unconfined Compression Test Kg/cm2 Combined SiltClay + EffectiveCohesion EffectiveAngle of Internal Friction UndrainedCohesion Angleof Internal Friction ------Free swell index % ------Consolidation Job. No.

Comp. Index Ccv (Lab) Vertical CERTIFICATE TC-6479 No.------

: Initial Void Ratio 2.63 2.62 Specific Gravity 3888

80 GRAIN SIZE DISTRIBUTION CURVE GRAINSIZEDISTRIBUTION 70 CURVE GRAINSIZEDISTRIBUTION

40 PERCENTAGE PERCENTAGE FINER THAN 30

% % % % mm mm mm Plasticity I Index,

BH - 03 0.00 - 0.50 CI 2 27 31 40 ------48 23 25 DS 1 No.TC-6479 : Certificate

BH - 03 1.50 - 2.10 CI 25 15 25 35 ------43 21 22 SPT 1 3888

DS Bore Hole No. FSI : : : : : FreeSwell Test PermeabilityTest Shear Direct CompactionTest ChemicalAnalysis 0.00 -0.00 1.00

Depth in m. ------Geo-technical Investigation for RENOCHEMICALS. for Investigation Geo-technical DS DS 1 Sample Type ----- Tuu Tcd Tcu NP (Remoulded) SL gm/ cm gm/

----- Natural Moisture Content, w % SP-SM

Soil Classification (I.S) SOIL TEST DATA SHEET DATA TEST SOIL 26 Gravel % Mechanical Analysis Mechanical 66 Sand %

Silt % 8 UDS : UC VL SPT SP Clay % : : : : UnconfinedCompression Test LaboratoryVaneShear Test StandardTest Penetration Sample SwellingPressure or Swelling Test Potential Undisturbed Soil Sample -----

Liquid % Limits Consistency ----- Plastic % -----

Plasticity Index, Ip % ----- Shrinkage Limit% ----- Type FLB 04 DATE: Shear Test Shear ----- 2 Cohesion Cu kg/cm ----- Degree φ 23.05.2018 -----> : Cu' : φ' : Cu : φ :

Comp. Index Ccv (Lab) Vertical CERTIFICATE TC-6479 No.------

: Initial Void Ratio ----- Specific Gravity 3888

80 GRAIN SIZE DISTRIBUTION CURVE GRAINSIZEDISTRIBUTION 70 CURVE GRAINSIZEDISTRIBUTION

40 PERCENTAGE PERCENTAGE FINER THAN 30

% % % % mm mm mm Plasticity I Index,

BH - 04 0.00 - 1.00 SP-SM 26 66 8 0.17 1.30 3.10 18.24 3.21 ------DS 1 No.TC-6479 : Certificate 3888

GRAVEL M TEST RESULTS OF ROCK CORES

Site : Geotechnical Investigation for RENO CHEMICALS.

Certificate No. : TC-6479 Location/Co-ordinates: ------DATE 23.05.2018 Height, Porosity Diameter, Thickness Dry Density Dry Failure Load Failure Bulk Density Bulk Brazilian Test Brazilian H : D : H Poisson'sRatio Point Load Index Point Load Water Absorption Water (1:H/D) Sr. Bore Hole Core Depth, (RL) Remarks ModulusElasticityof

No. No. No. m SpecificGravity ConditionTest of CorrectionFactor Uniaxial Compressive Strength Compressive Uniaxial 3 3 2 2 2 2 μ % % kN kg/cm kg/cm kg/cm kg/cm gm/cm gm/cm cm cm cm BH - 01 12 4.00 - 5.50

1 5.46 6.19 ----- 1.1 0.9 Soaked 14.50 ------50.83 ------BH - 01 29 8.50 - 10.00

2 5.44 10.74 ----- 2.0 1.0 Soaked 207.20 906 ------7.87 3.45 2.28 2.36 ----- BH - 01 45 11.50 - 13.00 VEIN

3 5.44 10.99 ----- 2.0 1.0 Soaked 85.70 377 ------BH - 02 11 3.50 - 5.00

4 5.44 6.19 ----- 1.1 0.9 Soaked 7.13 ------25.11 ------BH - 02 35 9.50 - 11.00

5 5.45 10.76 ----- 2.0 1.0 Soaked 164.60 717 ------9.01 4.02 2.24 2.33 ----- BH - 02 49 12.50 - 14.00

6 5.44 10.86 ----- 2.0 1.0 Soaked 168.90 741 ------BH - 03 15 4.50 - 6.00

7 5.42 8.39 ----- 1.5 0.9 Soaked 2.25 ------7.97 ------BH - 03 37 10.50 - 12.00

8 5.46 10.77 ----- 2.0 1.0 Soaked 131.90 573 ------7.09 3.15 2.25 2.32 ----- BH - 03 41 13.50 - 15.00

9 5.45 10.78 ----- 2.0 1.0 Soaked 191.60 835 ------

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. : 3888 TEST RESULTS OF ROCK CORES

Site : Geotechnical Investigation for RENO CHEMICALS.

10 5.43 9.24 ----- 1.7 1.0 Soaked 2.75 ------9.72 ------BH - 04 50 10.00 - 11.50

11 5.45 10.71 ----- 2.0 1.0 Soaked 163.30 711 ------7.83 3.41 2.30 2.38 ----- BH - 04 69 13.00 - 14.50

12 5.47 10.98 ----- 2.0 1.0 Soaked 187.00 812 ------

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. : 3888 CHEMICAL TEST RESULT OF SOIL SAMPLES. FLB 10

SITE : Geotechnical Investigation work for RENO CHEMICALS

LOCATION: ------

Date: 23.05.2018 CERTIFICATE No. TC-6479

Type of pH Sulphate as Chloride as Sr. No. Bore Hole No. Depth in m. Remark Sample Electrometrically SO3 (%) Cl (%)

1 BH - 01 1.50 - 1.90 SPT - 01 ----- 0.021 0.068

2 BH - 02 0.00 - 0.50 DS - 01 ----- 0.024 0.073

3 BH - 03 1.50 - 2.10 SPT - 01 ----- 0.021 0.069

4 BH - 04 0.00 - 1.00 DS - 01 ----- 0.024 0.074

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD Job No. 3888 CHEMICAL TEST RESULT OF WATER SAMPLES. FLB 10

SITE : Geotechnical Investigation work for RENO CHEMICALS.

LOCATION: -----

Date: 28.05.2018 CERTIFICATE No. TC- 6479

pH Sulphate as SO Chloride as Cl Sr. No. Bore Hole No. Depth in m. 3 Remark Electrometrically (PPM) (PPM)

1 BH - 01 ------7.89 46.640 163.950

2 BH- 02 ------7.83 45.270 159.450

3 BH - 03 ------7.91 49.380 172.450

4 BH - 04 ------7.94 48.010 167.950

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD Job No. 3888 PERCENTAGE FINER THAN 100 100 10 10 20 20 30 30 40 40 50 50 60 60 70 70 80 80 90 90 0 0 100 100 80.080.0 C C GRAVELGRAVEL GRAVELGRAVEL 20.020.0 F F 10 10 4.754.75 C C 2.002.00 M M 1 1 SAND SAND M M 0.4250.425 PARTICLEPARTICLE SIZE SIZE mm ) ( mm ) ( F F 0.1 0.1 75x1075x10 - - 3 3 0.01 0.01 SILT SILT 2x102x10 - - 3 3 0.001 0.001 CLAYCLAY 0.0001 0.0001 Location: Project: BH - 01 BH - 01 CHEM K COMP

DS Bore Hole No. FSI : : : : : FreeSwell Test PermeabilityTest Shear Direct CompactionTest ChemicalAnalysis 3.00 -3.00 3.60 -1.50 2.10

Depth in m. ------Geo-technical Investigation for ASIAN for PAINTS. Investigation Geo-technical SPT 2 SPT 1 SPT Sample Type ------Tuu Tcd Tcu NP (Remoulded) SL gm/ cm gm/

Wet Density Density : : : : : Shrikage Limit Test ShrikageLimit NonPlastic TriaxialTest ( Consolidated Drained ) TriaxialTest ( Consolidated Undrained ) TriaxialTest ( Unconsolidated Undrained ) Tel.:+91-22-49663500, Fax: +91 22 49663605, E-mail: [email protected], URL: [email protected],URL: E-mail: 49663605, +9122 Tel.:+91-22-49663500,Fax: ------3 DBM GEOTECHNICS & CONSTRUCTIONSGEOTECHNICSDBM LTD. & PVT. Dry Density

------Natural Moisture Content, w % GM CI Soil Classification (I.S) SOIL TEST DATA SHEET DATA TEST SOIL 10 50 Gravel % Mechanical Analysis Mechanical 27 28 Sand % 29 Silt % 22 UDS 34 : UC VL SPT SP Clay % : : : : UnconfinedCompression Test LaboratoryVaneShear Test StandardTest Penetration Sample SwellingPressure or Swelling Test Potential Undisturbed Soil Sample ----- 45 Liquid % Limits Consistency ----- 23 Plastic % ----- 22 Plasticity Index, Ip % ----- 18 Shrinkage Limit% ------Type FLB 04 DATE: Shear Test Shear ------2 Cohesion Cu kg/cm ------Degree φ 29.05.2018 -----> : Cu' : φ' : Cu : φ :

Comp. Index Ccv (Lab) Vertical CERTIFICATE TC-6479 No.------

: Initial Void Ratio 2.64 2.68 Specific Gravity 3883

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. PVT. CONSTRUCTIONS & GEOTECHNICS DBM 20.0 DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. PVT. CONSTRUCTIONS & GEOTECHNICS DBM 2.00 ------100 ------Geo-technical Investigation for ASIAN for PAINTS. Investigation Geo-technical Geo-technical Investigation for ASIAN for PAINTS. Investigation Geo-technical

80 GRAIN SIZE DISTRIBUTION CURVE GRAINSIZEDISTRIBUTION 70 CURVE GRAINSIZEDISTRIBUTION

40 PERCENTAGE PERCENTAGE FINER THAN 30

% % % % mm mm mm Plasticity I Index,

BH - 01 1.50 - 2.10 GM 50 28 22 ------SPT 1 No.TC-6479 : Certificate

BH - 01 3.00 - 3.60 CI 10 27 29 34 ------45 23 22 SPT 2 3883

GRAVEL M TEST RESULTS OF ROCK CORES

Site : Geotechnical Investigation for ASIAN PAINTS.

Certificate No. : TC-6479 Location/Co-ordinates: ------DATE 29.05.2018 Height, Porosity Diameter, Thickness Dry Dry Density Failure Load Failure Bulk Density Brazilian Test Brazilian H : D H : Poisson's Ratio Point Load Index Water Absorption Water (1:H/D) Sr. Bore Hole Core Depth, (RL) Remarks Modulus of Elasticity

No. No. No. m Gravity Specific Condition of Condition Test Correction Factor Correction Uniaxial Compressive Strength Compressive Uniaxial 3 3 2 2 2 2 μ % % kN kg/cm kg/cm kg/cm kg/cm gm/cm gm/cm cm cm cm BH - 01 4 8.00 - 9.50

1 5.38 7.81 ----- 1.5 0.9 Soaked 3.13 ------11.20 ------2.20 ------BH - 01 35 11.00 - 12.50

2 5.45 10.89 ----- 2.0 1.0 Soaked 180.20 787 ------6.62 2.94 2.25 2.32 ----- BH - 01 56 15.50 - 17.00

3 5.44 10.71 ----- 2.0 1.0 Soaked 148.40 649 ------8.04 3.48 2.31 2.39 -----

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. JOB NO. : 3883 CHEMICAL TEST RESULT OF SOIL SAMPLES. FLB 10

SITE : Geotechnical Investigation work for ASIAN PAINTS.

LOCATION: ------

Date: 29.05.2018 CERTIFICATE No. TC-6479

Type of pH Sulphate as Chloride as Sr. No. Bore Hole No. Depth in m. Remark Sample Electrometrically SO3 (%) Cl (%)

1 BH - 01 1.50 - 2.10 SPT - 01 ----- 0.007 0.024

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD Job No. 3883 CHEMICAL TEST RESULT OF WATER SAMPLES. FLB 10

SITE : Geotechnical Investigation work for ASIAN PAINTS.

LOCATION: -----

Date: 29.05.2018 CERTIFICATE No. TC- 6479

pH Sulphate as SO Chloride as Cl Sr. No. Bore Hole No. Depth in m. 3 Remark Electrometrically (PPM) (PPM)

1 BH - 01 ------7.87 47.320 165.950

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD Job No. 3883 ANNEXURE COREBOX PHOTOGRAPHS SOIL / GEOTECHNICAL INVESTIGATION WORK FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ MUMBAI (E), MAHARASHTRA

(COREBOX PHOTOGRAPHS)

BORE HOLE NO. BH-01 (COREBOX: 1/3)

BORE HOLE NO. BH-01 (COREBOX: 2/3)

BORE HOLE NO. BH-01 (COREBOX: 3/3)

BORE HOLE NO. BH-02 (COREBOX: 1/2) SOIL / GEOTECHNICAL INVESTIGATION WORK FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ MUMBAI (E), MAHARASHTRA

(COREBOX PHOTOGRAPHS) BORE HOLE NO. BH-02 (COREBOX: 1/3)

BORE HOLE NO. BH-02 (COREBOX: 2/3)

BORE HOLE NO. BH-02 (COREBOX: 3/3) SOIL / GEOTECHNICAL INVESTIGATION WORK FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ MUMBAI (E), MAHARASHTRA

(COREBOX PHOTOGRAPHS) BORE HOLE NO. BH-3 (COREBOX: 1/3)

BORE HOLE NO. BH-03 (COREBOX: 2/3)

BORE HOLE NO. BH-03 (COREBOX: 3/3) SOIL / GEOTECHNICAL INVESTIGATION WORK FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ MUMBAI (E), MAHARASHTRA

(COREBOX PHOTOGRAPHS) BORE HOLE NO. BH-04 (COREBOX: 1/3)

BORE HOLE NO. BH-04 (COREBOX: 2/3)

BORE HOLE NO. BH-04 (COREBOX: 3/3) SOIL / GEOTECHNICAL INVESTIGATION WORK FOR PROPOSED OFFICE BUILDING AT SHANTI NAGAR, SANTACRUZ MUMBAI (E), MAHARASHTRA

(COREBOX PHOTOGRAPHS)

BORE HOLE NO. BH-01 (COREBOX: 1/3)

BORE HOLE NO. BH-01 (COREBOX: 2/3)

BORE HOLE NO. BH-01 (COREBOX: 3/3) To, YMS5 YMS Consultants Limited Asst.General Manager, Transmission Division, TATA Power Co Ltd., Netivali Kalyan, Thane.

Sub.: - Remark / NOC & Setback line for proposed redevelopment of Commercial building on plot bearing C.T.S. No. 4089 & 4101-A of Village Kolekalyan at Pipeline Road, Santacruz (East), Mumbai in H/E Ward.

Respected Sir,

With respect to the proposed redevelopment of Commercial building on plot bearing C.T.S. No.- 4089 & 4101-A of Village Kolekalyan at Pipeline Road, Santacruz (East), Mumbai in H/E Ward. In above mentioned plot as shown in the plan.

For the construction of the proposed Buildings we require your NOC / Remarks on the distance of setback from your HT Lines passing through our property.

With reference to the plot we are herewith submitting 1. Architect appointment letter. 2. Property card. 3. CTS plan. 4. Block & Location plan. 5. D.P. remark / Traffic Road line 6. Detailed drawing on scale of 1:500.

We request you to get the site inspected. AS there is no high-Tension line & pylon in Our plot, For Planning constraint & Further Approval we request TATA Power Clarify & Grant us NOC with this regard.

You are requested to Kindly do the needful at your earliest and Oblige.

Thanks & Regards Yours faithfully, For, M/s.YMS CONSULTANTS LIMITED.

Yomesh Rao. License Surveyor LS/R/ 151 DISASTER MANAGEMENT PLAN

DMP FOR ONSITE AND OFFSITE

Disaster is a threat to Environment and Society. Disaster Management Plan (DMP) deals with the preparations to reduce the impacts of Natural and Man-made disasters. Recent rise in the incidence of disasters has alerted us regarding the need of pre-planned DMP which will aim at providing effective and timely relief during disaster through organized manner. Emergency prevention through good design, operation, maintenance and inspection are essential to reduce the probability of occurrence and also making the occupiers aware of what to do in case of any emergency. The overall objective of a disaster management plan is to make use of the combined resources created or available at the site and/or off-site services to achieve the following:

 Prevent Disasters;  Minimize the effects of the accident on people and property;  Initiate the rescue and medical treatment of casualties;  Safeguard other people  Evacuate people to safe areas with care  Inform and collaborate with statutory local and state authorities;  Provide credible information to news media;  Bring the incident under control;  Preserve relevant records and equipment for the subsequent enquiry into the cause and circumstances of the emergency;  Investigate and take steps to prevent recurrence of similar incidents.

DMP follows the Basic structure as shown in Figure 1.1

DISASTERDISASTER MANAGEMENTMANAGEMENT PLANPLAN

NATURAL MANMADE

ACT OF POWER EARTHQUAKE FLOOD CYCLONE LIGHTENING FIRE TERROR FAILURE

Figure 1.1: Basic Structure of DMP

I. NATURAL DISASTER

A. EARTHQUAKE

SEISMIC ENVIRONMENT & PRECAUTIONS As per the Seismic Zoning Map of India, Mumbai region falls under Seismic Zone-III. The structural design has been certified as per prevailing engineering norms and relevant IS code 1893-216.

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 1 B. FLOODS

Particularly in Mumbai, areas having poor drainage characteristic get flooded by accumulation of water from heavy rainfall. Following precautions shall be taken by Project Proponent Provision of Rain water harvesting tank of total capacity 100 KL to minimize the incremental runoff from the site • Proper management of channelization of storm water from site by using proper SWD system and discharge points of adequate capacity • Use of screens and silt traps to SWD • Proper maintenance of storm water drainage to avoid choking of drains and flooding on site • Existing external drain of adequate capacity.

C. CYCLONES

Cyclones are caused by atmospheric disturbances around a low-pressure area distinguished by swift and often destructive air circulation. They are usually accompanied by violent storms and bad weather. There is no history of any cyclone in this area. However in such an instance the occupants should be advised to stay in the shelter in tightly secured windows and doors. The glass of windows etc. should be covered with paper/cardboards to avoid glass breaking due to flying objects outside.

D. LIGHTNING

Lightning is an atmospheric electrostatic discharge accompanied by thunder which typically occurs during thunderstorms and sometimes during volcanic eruptions or dust storms. It often leads to physical damage to the building and occupants. It can also lead to short circuits, failure of power supply and fire. Lightning arrestor systems is provided to abate the impact of lightning hazard.

II. MAN-MADE DISASTER

A. FIRE

a. Fire Safety System • Underground and Overhead water storage tanks of 200 KL and 60 KL capacities respectively. • Fire alarm system • Clean agent fire suppression system • Fire fighting and Fire protection

b. Response Sequence during Fire i. Person noticing the fire should attempt to isolate and extinguish the fire with the available equipment and Inform or arrange to inform the security regarding the: • Location of the fire • Material of burning • Extent of fire • Callers name and number “A proper code of communication shall be maintained wherein the caller makes sure that the message has been conveyed to the right person”. ii. Security or the coordinators will • Respond to the scene of the incident • Arrange to send the necessary fire fighting equipment to the scene of the incident • Extinguish the fire with the available equipment • Ensure closure of gates immediately to regulate traffic in such a way that free movement of outside assistance like fire tenders, ambulance etc is available

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 2 • Security will cordon off the area and local city fire fighting staff should be notified for further assistance • All the occupants will need to stop their operations/ work, switch off lights, fans, machines etc. All persons should assemble to refuge or designated area for fire and hazardous situation iii. Reporting and Follow up System • All cases of fire occurrence, no matter how small, must be reported promptly to the Security for further action to avoid such incident. • Fire extinguishing equipment once used, should not be returned to its location without it is being recharged/ certified fit by the security. • All fire extinguishers after use should be laid horizontally to indicate that they have been exhausted

c. Refuge Area The Refuge Area will have the following resources available: i. Copies of the Disaster Management Plan. ii. Layout Plan of the complex. iii. Information regarding Safety Equipment, Fire Fighting material. iv. A list of important telephone numbers like those of neighbouring police station, Fire Brigade, Hospitals etc. v. First - Aid Kit vi. Communication equipment - Internal and External telephones and other communication equipment vii. Drinking water facility

In addition to many of the above measures an attempt is made to add any site specific steps and manpower based instruction. Instructions are in multiple languages including “Marathi and Hindi”. The communication equipment checked periodically to ensure that they are functional.

B. ACT OF TERROR

An explosive device assimilated into an object which will be left to explode once its owner has withdrawn from the area of the explosion after placing it.

An Explosive device is known more as a "bomb-bag" or an "unidentified object".

a. Suspicious Signs List i. The vehicle is not in the right place ii. The vehicle has breaching signs iii. The vehicle has been altered iv. The vehicle is extremely heavy (is sunk) v. The vehicle has flammable materials and is not coordinated to come to the Hotel vi. The vehicle has irregular smell of gasoline, solar, etc. vii. The vehicle plates have irregularities: not synchronized, number changed by hand, new vehicle with old plate, no plates viii. The vehicle has bulges, wires, etc. that do not seem to be part of the vehicle ix. The identification papers look fake, altered, not proper, no papers. Also regarding delivery- invoices. x. The driver is not cooperating, nervous xi. The vehicle is abandoned in a hastily manner near a crowded area xii. Weight does not fit the size. xiii. External oily signs. xiv. Kept extremely close to the owner. xv. Left without care

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 3 xvi. Does not want it to be checked. xvii. Does not look like it fits the owner.

The suspicious sign list obtained from local police station such as names, sketches of persons, photos etc. Such person shall be denied entry or detained at security checking, it will be informed to local police station.

b. Hostage Situation A hostage situation is a situation where one or more suspects are holding one or more people in confinement in a closed area and threatening their life. The main aim of the building Security is to safeguard the situation until a professional police force will step in to negotiate and terminate the event. The declaration of a hostage situation will be done by the Security. Hosted situation will be handled by police department.

C. POWER FAILURE

Power failure is a short- or long-term loss of the electric power to an area. Failure of electrical power to a building will have a serious impact on its operations, particularly if the failure occurs during normal operating hours when the building is fully occupied.

a. Causes Of Power Failure There are many causes of power failures in an electricity network which are caused by either of the following faults: i. Manmade / Technical Fault • Faults at power stations • Damage to electric transmission lines, substations or other parts of the distribution system • Short circuit • Overloading of electricity mains • Collision of person or object with utility poles or power transformers • Human error in operating equipment within the building or outside (such as at the utility company supplying the power), or malicious tampering ii. Natural Events. • Natural events include storms, floods, and earthquakes, Lightning.

b. Types Of Power Failure Power failures are categorized into three different phenomena, relating to the duration and effect of the failures: i. A transient fault is a momentary (a few seconds) loss of power typically caused by a temporary fault on a power line. Power is automatically restored once the fault is cleared ii. A brownout or sag is a drop in voltage in an electrical power supply iii. A blackout refers to the total loss of power to an area and is the most severe form of power outage that can occur

c. Effects Of Power Failure i. Loss of visibility ii. Safety is at risk iii. Stoppage of elevators iv. Computer memory loss and equipment damage v. Stoppage of working of Firefighting system vi. Stoppage of working of building utilities like water pumps, Sewage treatment plants etc. vii. Loss of comfort

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 4 d. Mitigation plan Buildings have emergency and standby power systems to provide safety and comfort to building occupants during interruptions in their normal power supply.

i. Diesel Generators A diesel generator is the combination of a diesel engine with an electrical generator (to generate electric energy. Diesel generating sets are used in places without connection to the power grid or as emergency power-supply if the grid fails. The packaged combination of a diesel engine, a generator and various ancillary devices (such as base, canopy, sound attenuation, control systems, circuit breakers, jacket water heaters and starting system) is referred to as a generating set. In case of emergency these diesel generators will backup for electric supply for the common area lighting and utilities like elevators, water pumps, fire lifts, fire pumps & Sewage Treatment plant etc. ii. Provision of Independent electrical circuits for critical equipment’s as per Norms Also as per specific requirement of Firefighting department the Electric supply for Fire pumps, booster pumps, sprinkler pumps are on independent circuit. iii. Uninterruptible power supply (UPS) Uninterruptible power supply, also uninterruptible power source, UPS or battery/flywheel backup is an electrical apparatus that provides emergency power to a load when the input power source, typically the utility mains, fails. A UPS differs from an auxiliary or emergency power system or standby generator in that it will provide instantaneous or near-instantaneous protection from input.

Even if DG sets are provided as power backup a UPS is typically used to protect computers, data centers, telecommunication equipment or other electrical equipment where an unexpected power disruption could cause injuries, fatalities, serious business disruption or data loss. iv. Power Outage Tips : • Check to see if others are without power. If your office is the only one without electricity, check your fuse box and if needed call an electrician. • Turn off appliances that were running before the outage to protect the motor • Turn off the computers, air-conditioning system, and refrigerator • If stuck in elevator, please be patient, it only takes a few minutes to get out of the elevator once the backup system is on.

III. ONSITE AND OFFSITE EMERGENCY PREPAREDNESS PLAN

A. On Site Emergency Preparedness plan :

a. Mitigative measures in the O & M of Equipment and facilities: i. Provide appropriate facilities for first aid and prompt treatment of injuries and illness. ii. Proper implementation of fire prevention methods and an appropriate firefighting service. iii. Maintain collection of data on accidents with a view to take corrective, remedial and preventive action. iv. Regular safety inspection by a competent person at suitable intervals of all buildings, equipment. v. The working personnel will be given the following appropriate personal protective safety gears. vi. Display of Emergency phone nos. (E.g. nearby hospitals, fire station, police stations, etc.) at following places : • At security cabin • At the entrance • Near the lift doors on all the floors and at every staircase landing on every floor • All offices provided with copy of these documents and asked to keep handy. vii. Training to all occupiers for different type of emergencies viii. Periodic maintenance and checking of all equipment

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 5 B. Offsite Disaster management plan:

a. Safeguard Requirements for Natural and Manmade Disasters List of nearest clinics and hospitals maintained for medical emergency as also any other eventuality. The table below will be ready and distributed to all members within the building and later for off-site plan to neighbourhood. These information need to be updated every six months before safety drills. The information thus updated should also be shared with occupants.

Table 1.1: Emergency Situation Hospitals Sr. No. Names and Area of specialization Distance from the project site Phone numbers 1. KRS Medical & Wellness Centre Approx. 1.0 km 022 2669 2018 2. V N Desai Hospital Approx. 1.9 km 022 2618 2083 3. Sanjeevani Hospital Approx. 3.0 km 022 2647 0905 4. Ramakrishna Mission Hospital Approx. 3.3 km 022 6184 4000

Table 1.2: Emergency Situation Government Agencies and Offices No. Names and Area of Location Distance response 1. Police station Vakola Police station Approx. 2.00 Km 2. Fire Station Directorate of Maharashtra Fire Service Approx. 1.00 Km Santacruz East 3. Railways Khar Road Railway Station Approx. 4.00 Km Santacruz Railway Station Approx. 4.00 Km 4. BEST (Transport) Santacruz Bus Depot East Approx. 2.00 Km Khar West Depot Approx. 4.00 Km

b. OFF-SITE EMERGENCY RESPONSE PREPAREDNESS PLAN

When the disaster situation is localised at ward level and can be managed locally. However, a disaster situation may cover the entire city which would call for co-ordination of activities not only at the city level but also at the ward level.

The response structure given in the ward plan essentially limits itself to micro-level intervention. When more than one ward are affected, Municipal Corporation of Greater Mumbai (M.C.G.M.) control room which is the co-ordinating authority, would expect the ward officers to co-ordinate the activities at the ward level with the line agencies such as Fire Brigade, Police etc.

Conclusion

THE PROJECT PROPONENT will periodically review and update the Disaster Management Plan and will take the initiative to institutionalize the relationship between all Emergency Security and Rescue Forces (e.g. Police, Municipality, Fire Brigade, Medi-Care Centres etc.)

Commercial Development at Kolekalyan, Santacruz (East), Mumbai 6

LAYOUT PLAN