AHMEDABADenvironmentclearance.nic.in/writereaddata/FormB/EC/...Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State. The purpose of the investigations

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Job No: MK/107/09-16 M. K. Soil Testing Laboratory, Ahmedabad – 54.

�� 0 ��

CCOONNTTEENNTTSS

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CCHHAAPPTT EERR

PPAAGGEE NNOO..

1. Introduction. 01

2. Field Work. 01

3. Laboratory Work. 03

4. Soi l Strat if icat ions. 03

5. Ground Water Table. 03

6. Typical Calculat ions for Safe Bearing Capacity. 04

7. Summary. 08

8. Conclusion and Recommendation. 09

9. Appendix…

1) Tables…

2) Drawings…

10-11

01-02


�� 1 ��

1.0 INTRODUCTION:

Shilp Construction, Ahmedabad proposes Soil investigation work for proposed construction of

Residential Building (Basement + Ground + 22 Storied) & Commercial Building (Ground + 7

Storied) at TP Scheme No.:- 52 (Ambali), FP No.:- 60/2 Block No.: 330+328/C Moje Ambali at

Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State.

The purpose of the investigations was to determine the sub soil stratification of the soil,

geotechnical information & safe bearing capacity of the soil, so as to provide information that will

assist the structural engineers in the design of the foundations and the relevant works.

The Job was carried out under the guidance and supervision of the soil personnel of M. K. Soil

Testing Laboratory and client’s engineer.

2.0 FIELD WORK:

2.1 Boreholes:

One borehole having 150mm diameter was drilled with rotary drilling method upto 15.0m depth

below existing ground level (EGL).

The location of the borehole was decided with due to consideration of client / consultant of the

project.

The location of the borehole is shown in location plan in drawing part of report.

2.1.1 Disturbed Samples

Disturbed representative samples were collected, logged, labelled and placed in polythene

bags.

2.1.2 Undisturbed Samples

Undisturbed soil samples are collected in 100 mm diameter thin walled samplers (Shelby tube).

The sampler used for the sampling had smooth surface and appropriate area ratio and cutting

edge angle thereby minimizing disturbance during sampling.


�� 2 ��

2.1.3 Standard Penetration Test:

The standard penetration tests are conducted in bore as per IS: 2131: 1981 (Reaffirmed 1987).

The split spoon sampler resting on the bottom of bore hole is allowed to sink under its own

weight, then the split spoon sampler is seated 15 cm with the blows of hammer falling

through 750mm. The driving assembly consists of a driving head and a 63.5 kg weight. It is

ensured that the energy of the falling weight is not reduced by friction between the drive weight

and the guides or between ropes.

The rods to which the sampler is attached for driving are straight, tightly coupled and straight

in alignment. Thereafter the split spoon sampler is further driven by 30cm. The number of

blows required to drive each 15cm penetration is recorded. The first 15cm of drive considered

as seating drive. The total blows required for the second and third 15cm penetration

is termed as a penetration resistance - N value. Result of test was given in table no. 3 of

report.

2.1.4 Method of Sampling in soil:

Sampler is coupled together with a sampler head to form a sampling assembly. The sampler

head provide a non-flexible connection between the sampling tube and the drill rods. Vent holes

are provided in the sampler head to allow escape of water from the top of sampler tube during

penetration. The sampling tubes are made free from dust and rust. Coating of oil is applied on

both sides to obtain the undisturbed samples in best possible manner.

The sampler is then lowered inside the bore hole on a string of rods and driven to a pre-

determined level. On completion of driving the sampler is first rotated within the borehole

to shear the soil sample at bottom and then pulled out. Upon removal of the sampling tubes,

the length of sample in the tube is recorded. The disturbed material in the upper end of the tube,

if any, is completely removed before sealing.

The soil at the lower end of the tube is trimmed to a distance of about 10 to 15 mm. After

cleaning and inserting an impervious disc at each end, both ends are sealed. The empty space

in the sampler, if any, is filled with the moist soil, and the ends covered with tight wrapper. The

identification mark is then made on each sample.


�� 3 ��

3.0 LABORATORY WORK:

The laboratory tests on soil samples were started immediately after the receipt of the same in

the laboratory. All laboratory tests are carried out as per the respective Indian Standards. The

results of the laboratory tests were performed on various soil samples are presented in the form

of Table No.: 4 and drawing part end of report.

4.0 SOIL STRATIFICATIONS: Field and laboratory test data reveal the borehole vise stratification as under:

Table No.1 Soil Stratification of borehole

Borehole

No

Depth

(m) Stratification

Observed

SPT value

BH-1

0.0-2.50 Blackish to yellowish brown medium stiff silty clay having low

plasticity (CL) 5

2.50-8.50 Yellowish brown dense non plastic silty sand (SM) 32-Refusal

8.50-15.0 Yellowish brown hard silty clay having low plasticity (CL) Refusal

5.0 GROUND WATER TABLE : Ground water table was not encountered in the borehole upto 15.0m termination depth below

EGL at the time of investigation. (July – 2016)

6.0 TYPICAL CALCULATIONS FOR SAFE BEARING CAPACITY:

6.1 Assumption / Data:

i. Type of foundation considered : Square foundation.

ii. Total Permissible settlement : 50mm for footing (Ref.: IS: 1904-1986)

iii. Depth of foundation below EGL : 8.50m

iv. Depth of foundation below Basement : 1.50m

v. Size of foundation : 2.00m X 2.00m

vi. Water Table : Not met with


�� 4 ��

6.1.2 Bearing Pressure Based on C & φφφφ Values :- (Shear Criterion)

For computing bearing capacity at 8.50m depth below EGL in absence of undisturbed sample

due to hard clay following shear stenght is considered based on standard refence book. (Ref.

Pile foundation by Tomlindson : appendix)

C = 1.50 Kg/cm2

The ultimate net bearing capacity (Qnd) for foundation on stiff clayey soil is given by equation,

Qnd = C Nc Sc dc ic Where,

Qnd = Net ultimate bearing capacity of foundation.

C = Cohesion = 1.50 Kg/cm2

D = Depth of foundation = 150 cm

B = Width of foundation = 200 cm

Sc, is shape factor,

Sc = 1.30, for square foundation.

dc, is depth factor,

(Assuming that overburden soil is not compacted properly)

dc = 1.0,

ic is inclination factor.

ic = 1.0 (Since load is vertical)

Adopting Nc, as per IS : 6403, For ∅ = 0• Nc = 5.14

Qnd = [1.50 x 5.14 x 1.30 x 1.0 x 1.0]

= 10.02 Kg/cm2


�� 5 ��

Where,

Qnd is net ultimate bearing capacity,

Adopting factor of safety as 3.0

Qnd 10.02 qns = -------- = ---------- FS 3.0

= 3.341 Kg/cm2

= 33.41 t/m2 say 33.5 t/m2

6.1.3 Safe Bearing Pressure Based on Settlement Criterion: (Consolidation Settlement) Pressure bulb shall be taken as,

2.0 x B = 2.0 x 2.0 = 4.0m below foundation level,

Assuming pressure distribution as 2(vertical) : 1(Horizontal)

Now,

Considering Clay as Over consolidated (As SPT value in pressure bulb >30)

For Over Consolidated Clays / Hard Clays,

vSc m .H. p= δ∑

Where, H = thickness of soil layer (m)

mv = Coefficient of Volume Change

δp = Increase in pressure at middle cohesive soil layer.

= (2.0 x 2.0)/(4.0 x 4.0) x P =0.25 x P

Coefficient of Volume Change (mv) may be determined by empirical correlations given below:

mv = 1 / (45 x N ) (m2/t).


�� 6 ��

(Ref.: Foundation design and Construction by M.J. Tomlinson – 5th Edition Fig. 1.11)

For average N = 50

mv = 0.00044 m2/T

For P = 100 t/m2

Sc = 0.00044 x 4.0 x 0.25 x 100

= 0.044 m

= 4.40 cm

Immediate Settlement,

q x B x (1- µ2) x I Si = ----------------------------- Es Where

µ = 0.4 (For Clay)

I = 0.95 (As per IS: 8009 (Part I)

Es = 500 x Cu = 750 kg/cm2

(Ref.: Foundation analysis and design by Joseph E. Bowles (table: 5.6))

10.0 x 200 x (1- 0.42) x 0.95 Si = ----------------------------------------- = 2.13 cm 750

Total settlement = Sc + Si

= 4.40 + 2.13

= 6.53 cm

For L/B = 1.0 and D/√LB = 0.75, depth factor Df = 0.74


�� 7 ��

Appling depth factor

Corrected settlement = 6.53 x 0.74

= 4.83 cm

= 48.30 mm

Hence allowable bearing capacity = 100 t/m2 for permissible settlement of 50mm.

Hence recommended net SBC is 33.5 t/m2


�� 8 ��

7.0 SUMMARY:

Table No.:2 Summary of Allowable Bearing Capacity

Type & Size of

Footing

Depth

below

EGL

Depth

below

Basment

level

NET SAFE BEARING CAPACITY

(t/m2)

Recommended

Net Safe Bearing

Capacity (t/m2)

(For 50mm

permissible

settlement)

Shear

Criterion

Settlement Criterion

consolidation results

(for 50mm permissible

settlement )

Square footing 2.00m x 2.00m

8.50

9.00

1.50

2.50

33.5

33.5

100

105

33.5

33.5


8.50

9.00

1.50

2.50

33.5

33.5

65

67

33.5

33.5


8.50

9.00

1.50

2.50

33.5

33.5

48

49

33.5

33.5

Rectangular footing 2.0m x 4.00m

8.50

9.00

1.50

2.50

28

28

89

97

28

28


�� 9 ��

8.0 CONCLUSIONS & RECOMMENDATIONS: (8.1) The site for proposed construction of Residential Building (Basement + Ground + 22

Storied) & Commercial Building (Ground + 7 Storied) at Moje Ambali is in general

observed to consists of medium stiff silty clay having lwo paslticity underlain by medium

dense to dense silty sand. This layer is followed by hard silty clay havign low to medium

plasticity upto 15.0m termination depth below EGL.

Ground water table was not encountered in the borehole upto 15.0m termination depth

below EGL at the time of investigation. (July - 2016)

(8.2) The net safe bearing capacity of different footing size at 8.50m to 9.0m depths below

EGL (Considering basement height of 7.0m depth) is recommended in para – 7 of

summary considering 50mm maximum permissible settlement in natural condition of soil.

(8.3) The soil is having non to low swelling potential hence it is suitable to use for back/plinth

filling purpose.

(8.4) During deep excavation the side slope shall be protected from caving in by proving

shoring and strutting strong enough to resist the lateral earth pressure due to soil and

surcharge created due to existing foundation of surrounding structure. Alternatively soil

nailing system shall be designed and provided such that it is sufficient to resist lateral

pressure due to earth and surcharge load due to foundation of existing structure.

(8.5) The results of the laboratory tests are incorporated in the form of table at the later part of

the report.

For, M. K. SOIL TESTING LABORATORY

PREPARED BY CHECKED BY AUTHORISED SIGNATORY


�� 10 ��

Table No. 3

Observed & Corrected N-Values

Bore Hole No.

Depth (m)

Nos. of blow to drive sampler for penetration of

0–150 150-300 300-450 (mm) (mm) (mm)

N-value for last

300 (mm)

Effective OBP Po

(t/m2)

Correction Factor

CN

Corrected N-value

OBP

BH-1 1.00 2 2 3 5 - - 5

3.00 9 12 20 32 5.10 1.23 39

6.00 11 28 35 63 10.20 1.00 63

7.00 18 33 43 76 11.90 0.94 72

8.00 23 46 50(14cm) Refusal - - Refusal




12.00 38 50(10cm) - Refusal - - Refusal



OBP: Overburden pressure

Correction is not applied to cohesive soil

� 11 �

JOB NO. : MK/107/09-16 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380054

Table No: 4 SOIL CHARACTERISTICS FOR BOREHOLE NO.: – BH – 1

Project : Soil Investigation work for proposed construction of Building (Basement + Ground + 22 Storied) & Commercial Building (Ground + 7 Storied) at TP Scheme No.:- 52 (Ambali), FP No.:- 60/2 Block No.: 330+328/C Moje Ambali at Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State. W.T. below G.L. (m) : Not met with

Name of Customer: Shilp Construction, Ahmedabad. Termination depth (m) : 15.00

DE

PT

H (

m)

SA

MP

LE

TY

PE

SP

T –

N V

alu

e

SP

EC

IFIC

G

RA

VIT

Y

(IS

: 2720(P

:3-1

/2)

INS

ITU

BU

LK

UN

IT

WT

(g

m/c

m3)

INS

ITU

DR

Y U

NIT

W

EIG

HT

(g

m/c

m3)

(IS

: 2720(P

:29)

INS

ITU

WA

TE

R

CO

NT

EN

T (

%)

(IS

: 2720(P

:2)

SIEVE ANALYSIS 2720(P:4)

ATTERBERGS LIMITS (IS: 2720(P:5)

I.S

.

CL

AS

SIF

ICA

TIO

N

(IS

: 1498)

TY

PE

OF

S

HE

AR

TE

ST

(I

S: 2720(P

/11/1

3)

CO

HE

SIO

N C

, kg

/cm

2

AN

GL

E O

F IN

T.

FR

ICT

ION

, Φ

( º

)

CO

MP

RE

SS

ION

IN

DE

X, C

c

(IS

: 2

72

0(P

:15

)

SH

RIN

KA

GE

L

IMIT

(%)

(IS

: 2

72

0(P

:6)

FR

EE

SW

EL

L (

%)

(IS

: 2

72

0(P

:40

)

SW

EL

LIN

G P

RE

SS

UR

E

(kg

/cm

2)

(I

S:

27

20

(P:4

1)

UN

CO

NF

INE

D

CO

MP

RE

SS

IVE

S

TR

EN

GT

H

(kg

/cm

2)

(IS

: 2

72

0(P

:10

)

GR

AV

EL

(%

) % SAND

SIL

T &

C

LA

Y (

%)

LIQ

UID

LIM

IT

(%

)

PL

AS

TIC

LIM

IT

(%)

PL

AS

TIC

ITY

IN

DE

X, IP

(%

)

CO

AR

SE

ME

D.

FIN

E

0.0 DS - - - - - 0 0 4 32 64 23 13 10 CL - - - - - - - -

1.00 SPT 5 - - - - 0 0 2 30 68 27 14 13 CL - - - - - - - -

2.00 UDS - - 1.68 1.50 11.7 0 0 2 21 77 26 13 13 CL TUU 0.25 14 - - 15 - -

3.00 SPT 32 - - - - 0 0 0 53 47 - - NP SM - - - - - - - -

4.50 UDS - 2.65 1.75 1.64 6.8 0 0 0 54 46 - - NP SM DST 0.00 31 - - - - -

6.00 SPT 63 - - - - - - - - - - - - - - - - - - - - -

7.00 SPT 76 - - - - 0 0 2 60 38 - - NP SM - - - - - - - -

8.00 SPT REF - - - - 0 0 0 59 41 - - NP SM - - - - - - - -

9.00 SPT REF - - - - 5 3 8 26 58 32 15 17 CL - - - - - - - -

10.0 SPT REF - - - - - - - - - - - - - - - - - - - - -

11.0 SPT REF - - - - 2 2 7 24 65 34 18 16 CL - - - - - - - -

12.0 SPT REF - - - - - - - - - - - - - - - - - - - - -

13.0 SPT REF - - - - 0 2 8 22 68 33 16 15 CL - - - - - - - -

15.0 SPT REF - - - - 0 4 8 13 65 39 18 21 CI - - - - - - - -


ABBREVIATIONS

DS Disturbed Sample

UDS Undisturbed Sample

SPT Standard Penetration Test

NP Non Plastic

DST Direct Shear test

* Remoulded

TUU Triaxial unconsolidated undrain shear test

PI Plasticity Index.

LL Liquid Limit

PL Plastic Limit

FS Filled up soil

SM Silty Sand

SC Clayey Sand

CL Silty Clay having low plasticity

CI Silty Clay having medium plasticity

Ambli

Shivalik Villa

Shivalik Greens

Abhishree Co.Park

PushpakBunglows

Kaanha Residency

PushpakPlatinium

Shivalik Florette

DevKutir

Shri SwaminaryanSukhakar Sco.

SukrutRepose

Satyam

DevKutir

CityGold

Green ParkBunglows

AanganRataurant

R.J. TrivediSuvarna Mandir

SamarpanTwin

Bunglows

IsconPlantinum

Abad NagarSociety

AmranmanjariBunglows

Arohi TwinBunglows

Hari OmBunglows

AkshardhamBunglows

MarutiNandan Villa

RangsagarCo, Op Housing

Society

InductothermFactory

MeghnaSociety

ShivalayBunglows

SharnamCounty

BhavyaPark

KalindiSociety

SamarpanBunglows

Paramdham

ParasBunglows

SarthiBunglowsBinori

Residency

S.P

.Rin

g R

oad

Ambli Road

Project Site

N

W E

S

A

S.P

. RIN

G R

OA

D

C

B

20

TH

FLO

OR

BA

LC

ON

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OR

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Y2

0T

H FL

OO

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LC

ON

Y

20

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OR

BA

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Y

20

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FLO

OR

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LC

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20

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OR

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LC

ON

Y

20' WIDE RAMP

C.P

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C.P

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IMM

ING

PO

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FLO

OR

SLA

B

D

3

List Information

Survey number, F.P. No, TPS No Block Number: 330+328/C,

F.P. Number.60/2, D.T.P.S : 52,

Land area ( m )2 9000 sq.mt.

Permissible FSI( m )2 36,000 sq.mt.

Proposed FSI ( m )2 35,987.31 sq.mt.

Total Built up area ( m )2 58,252.59

Number of floor Commerical G+7 Floor, Residential HP+22 FL

Total number of units 252 Flat and 12 Shops & 50 Offices

Area break up (land), m

2516.9 sq.mt.Ground coverage

1245 sq.mt.

Parking arrangement with its breakup

750 sq.mt.

Ambli, Ahmedabad

Maximum height of building, (m) 70m

ENGINEER

STR. ENGINEEROWNER

C.O.W.

SCHEDULE FOR OPENING STAIR DETAILSR.S. = D = FPD1 =

W = 4.00 X 2.45

COLOUR NOTE

PLOT BOUND.

PERCO. WELL

ROAD

D2 =

WIDTHTREAD

RISER

0.30 MTR.

0.15 MTR.

2.00 MTR.

AUTHORITY

4.00 X 2.451.05 X 2.100.91 X 2.100.76 X 2.10

(FULLY GLASS WITHSAFETY GRILL )

DEVLOPER

COMM. PLOT

2

Green area

Surface parking area

Hollow Plinth parking 1757.67 sq.mt.

Shilp Construction

Block A B C D Total

1st Basement 7746

2nd Basement 3032.77

Ground Floor 577.35 709.82 577.35 652.38 2516.9

1st Floor 577.35 709.82 577.35 652.38 2516.9

2nd Floor 577.35 709.82 577.35 634.16 2498.68

3rd Floor 577.35 709.82 577.35 465.32 2329.84

4th Floor 577.35 709.82 577.35 483.56 2348.08

5th Floor 577.35 709.82 577.35 483.56 2348.08

6th Floor 577.35 709.82 577.35 483.56 2348.08

7th Floor 577.35 709.82 577.35 483.56 2348.08

8th Floor 577.35 709.82 577.35 0 1864.52

9th Floor 577.35 709.82 577.35 0 1864.52

10th Floor 577.35 709.82 577.35 0 1864.52

11th Floor 577.35 709.82 577.35 0 1864.52

12th Floor 577.35 709.82 577.35 0 1864.52

13th Floor 577.35 709.82 577.35 0 1864.52

14th Floor 577.35 709.82 577.35 0 1864.52

15th Floor 577.35 709.82 577.35 0 1864.52

16th Floor 577.35 709.82 577.35 0 1864.52

17th Floor 577.35 709.82 577.35 0 1864.52

18th Floor 577.35 709.82 577.35 0 1864.52

19th Floor 577.35 709.82 577.35 0 1864.52

20th Floor 606.59 740.3 606.59 0 1953.48

21st Floor 600.45 735.04 600.45 0 1935.94

22nd Floor 416.09 466.36 416.09 0 1298.54

Others 170.74 115.5 170.74 200 656.98

Total 13340.87 16253.6 13340.87 4538.48 58252.59

Built Up area in Sq Meter

Block A B C D Total

Ground Floor 34.35 38.15 34.35 571.62 678.47

1st Floor 446.84 588.55 446.84 563.46 2045.69

2nd Floor 446.84 588.55 446.84 563.46 2045.69

3rd Floor 446.84 588.55 446.84 397.82 1880.05

4th Floor 446.84 588.55 446.84 416.07 1898.3

5th Floor 446.84 588.55 446.84 416.07 1898.3

6th Floor 446.84 588.55 446.84 416.07 1898.3

7th Floor 446.84 588.55 446.84 416.07 1898.3

8th Floor 446.84 588.55 446.84 0 1482.23

9th Floor 446.84 588.55 446.84 0 1482.23

10th Floor 446.84 588.55 446.84 0 1482.23

11th Floor 446.84 588.55 446.84 0 1482.23

12th Floor 446.84 588.55 446.84 0 1482.23

13th Floor 446.84 588.55 446.84 0 1482.23

14th Floor 446.84 588.55 446.84 0 1482.23

15th Floor 446.84 588.55 446.84 0 1482.23

16th Floor 446.84 588.55 446.84 0 1482.23

17th Floor 446.84 588.55 446.84 0 1482.23

18th Floor 446.84 588.55 446.84 0 1482.23

19th Floor 446.84 588.55 446.84 0 1482.23

20th Floor 476.08 619.03 476.08 0 1571.19

21st Floor 469.95 613.77 469.95 0 1553.67

22nd Floor 252.87 326.85 252.87 0 832.59

Total 9723.21 12780.25 9723.21 3760.64 35987.31

FSI area in Sq Meter

HORIZONTAL : - 1.00 CM. = 4.00 MT.VERTICAL : - 1.00 CM. = 1.00 MT.

DRAINAGE SECTION

29.2

5

SCALE

INVERT LVL.

GROUND LVL.

DIST. IN MT.

30.0

00

.00

CUTTING 0.7

5

I.C. 0

.75 X

0.75

WIT

H 0.7

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Annexure 5: Water balance Construction phase:

S. No. Purpose

Water Requirement Wastewater Generation

Quantity (kld) Remarks Quantity

(kld) Remarks

1. Domestic water for labour

6.75

45 lpcd for 150 workers

Arrangement for domestic water requirement will

be met by contractor

5.73 Wastewater will be disposed into septic tank

2. Dust suppression 5 - - Losses

3. Use in

construction, curing etc

10 - - Losses

Total 21.75 5.73 Operation phase: S. No. Domestic

Purpose Water Requirement (kld)

Fresh water requirement (kld)

Wastewater Generation (kld)

Treated wastewater used (kld)

1. Residential (150 LPCD for 1134 Occupants)

170.10 119.07 136.08 51.03

2. Commercial (45 LPCD for 375 Occupants)

16.87 5.62 13.5 11.25

3. Visitors ( 15 LPCD for 300 Visitors )

4.5 1.5 3.6 3.0

4.

Horticulture development (4.5 Lit/m2 (1245 m2 Land area)

5.60 0 0 5.60

Total 197.07 126.19 153.18 70.88

Wastewater will be treated into 175 KLD capacity of STP. Treated wastewater will be reused into flushing and gardening purpose. Balance treated wastewater will be disposed into AMC municipal sewer line.

Annexure 6: Storm Water Management Storm Water Drainage System The rainwater will be collected through piped drains and conveyed into rainwater harvesting system. All storm water drains have been designed for adequate size and slope such that there shall not be any flooding in the site. It shall be ensured that no wastewater shall enter into storm water drainage system. Rainwater Harvesting Plan Adequate rainwater harvesting pits will be provided in the project premises. The rainwater collected from the project area will be conveyed into the rainwater harvesting system consisting of Desilting-cum-Filter Chamber, Oil & Grease Separators and finally shall be conveyed into percolation wells. Details of maximum storm water generated

Description Area in sq m Maximum rainfall intensity In m/h

Runoff coefficient

Total storm water In cum/h

Roof area 2516.9 0.045 0.8 90.60 Paved area 5238.1 0.045 0.5 117.85 Green area 1245 0.045 0.2 11.20 Total 9000

3 number of percolation wells will be developed. Annual recharge of ground water

Description Area in sq m Maximum rainfall intensity In m/Annual

Runoff coefficient

Total storm water In cum/annual

Roof area 2516.9 0.762 0.8 1534.30 Paved area 5238.1 0.762 0.5 1995.33 Green area 1245 0.762 0.2 189.73

Total 9000 3719.36

Annual recharge of ground water ~3500 m3

Rain water harvesting scheme

Annexure 7: Fire and Safety Adequate fire protection facilities will be installed as per the National Building Code given in 2005, Residential Buildings are classified as Group A, Sub Group A-4 (Part 4, NBC 2005) and Commercial Area classified as Group E & F

Following component/item will be provided: Under the clauses (4.18.2, 6.1.2, 6.2.3, 6.3.2, 6.4.3, 6.5.2, 6.5.2.1, 6.5.2.2, 6.5.2.3, 6.5.2.4, 6.5.2.5, 6.6.2, 6.7.2, 6.8.2 and 6.9.2) following are minimum requirements for fire fighting installations.

Fire Extinguishers Hose Reel Wet Risers Automatic sprinkler system Manually Operated Electric Fire Alarm System Underground Static water Storage Tank-3,00,000 lit. (3 x 1,00,000 lit) Terrace Tank -10,000 lit (Each block) Pump Near Underground Static Water Storage Tank (Fire Pump) with minimum Pressure

of 3.5 kg/cm2 at Terrace Level –One Electric and one diesel pump of capacity 2 280 lit/min and one electric pump of capacity 180 lit/min.

Based upon the Occupancy (Clause 4.3 Table 20 , 21 & 22 , NBC):

Unit Value

Residential Commercial Occupant load m2/person 12.5 6

Occupants per unit exit width Number of occupants

Stairways-25 Ramps-50 Doors -75

Stairways-50 Ramps-60 Doors -75

Travel distance form occupancy m 30 30

Annexure 8: Environmental Management Plan 1.0 Structure of EMP

Environmental Management Plan (EMP) is the key to ensure a safe and clean environment. The desired results from the environmental mitigation measures proposed in the project may not be obtained without a management plan to assure its proper implementation & function. The EMP envisages the plans for the proper implementation of mitigation measures to reduce the adverse impacts arising out of the project activities. EMP has been prepared addressing the issues like:

• Pollution control/mitigation measures for abatement of the undesirable impacts caused during the

construction and operation stage • Details of management plans (Landscape plan, Solid waste management plan etc.) • Institutional set up identified/recommended for implementation of the EMP • Post project environmental monitoring programme to be undertaken • Expenditures for environmental protection measures and budget for EMP

2.0 Proposed Environmental Mitigation Measures

The major impacts due to different project activities were identified during the EIA study. The mitigation measures proposed for the impacts constitute the part of Environmental Management Plan (EMP). The environmental mitigation measures for construction and operation phases have been given in Table1.

Table 1. Proposed Environmental Mitigation Measures

Area Mitigation Measures Construction Stage: Water quality • Toilet and drinking water facilities for construction workers are provided by the

contractor at the construction site to avoid unhygienic condition at site. Air quality • Dust suppression measures are undertaken such as regular sprinkling of water

around vulnerable areas of the construction site by suitable methods to control fugitive dust during earthwork and construction material handling/ over hauling.

• Properly tuned construction machinery & vehicles in good working condition with low noise & emission are used and engines are turned off when not in use.

Noise level • Protective gears such as ear mufflers etc. are provided to construction personnel exposed to high noise levels.

Solid wastes • Waste construction materials are recycled and excess construction debris are disposed at designated places in tune with the local norms.

Landscape • Appropriate landscape including plantation of evergreen and ornamental flowering trees, palms, shrubs and ground covers at open spaces within the complex will be done, which would serve the dual purpose of controlling fugitive dust and improving the aesthetics of the area.

Safety • Adequate safety measures complying to the occupational safety manuals are adopted to prevent accidents/hazards to the construction workers.

Operation Stage: Water quality • Wastewater will be collected and treated into STP, Treated wastewater will be

reused for flushing and gardening purpose. Balance treated wastewater will be disposed into municipal line.

Three number of rainwater harvesting recharge wells will be developed Air quality • Trained staff will be handle traffic movement

• Regular monitoring of ambient air quality will be carried out as per norms. Solid wastes • Solid wastes will be segregated into organic and inorganic components.

• The recyclable inorganic wastes will be sold to prospective buyers. • The bio-degradable wastes will be disposed near by municipal bins.

Rainwater harvesting

• Adequate rainwater harvesting will be provided

Fire protection • Adequate fire protection facilities will be installed including fire detectors, fire alarm and fire fighting system as per National Building Code of India.

Landscape • Proper maintenance of landscape round the year including replacement of the decayed plants.

Safety • Adequate safety measures complying to the occupational safety manuals to prevent accidents/hazards to the maintenance workers.

Others • The building will be provided with disabled-friendly design, timber-free construction, energy efficient lighting & ventilation, and control of indoor environment.

3.0 Environmental Monitoring Plan

It is imperative that the Project Authority set up regular monitoring stations to assess the quality of the surrounding environment after the commissioning of the project. An environmental monitoring programme is important as it provides useful information and helps to: • Verify the predictions on environmental impacts presented in this study, • Assist in detecting the development of any unwanted environmental situation, and thus, provides

opportunities for adopting appropriate control measures, and • Evaluate the performance and effectiveness of mitigation measures proposed in the EMP and

suggest improvements in management plan, if required, • Satisfy the legal and statutory obligations. The post project monitoring plan including areas, number and location of monitoring stations, frequency of sampling and parameters to be covered is summarized in Table 2. The monitoring will be the responsibility of EMC.

Table 2: Environmental Monitoring Plan Source Monitoring Location Parameters to be

Monitored Frequency

Ambient Air Quality At 3 locations (1 inside the complex and 2 outside in surrounding 1 km zone along predominant wind directions)

PM10, PM2.5, SO2, NOxOnce in a season and as per requirement of SPCB

Ambient Noise At 3 locations (1 inside the complex and 2 outside in surrounding 100 m zone)

Day and night equivalent noise level

Once in a season and as per requirement of SPCB

Stack Stack PM, SO2, NOx, CO Once in a season and as per requirement of SPCB

The post operational monitoring schedule will be under the supervision of the Site Engineer at the project site. Monitoring will be carried out by recognized laboratories.

4.0 Environment Management Cell An Environment Management Cell (EMC) will be responsible for implementation of the post project-monitoring plan for this project. The composition of the Environment Management Cell and responsibilities of its various members are given in Table 3.

Table 3. Environment Management Cell

S. No. Designation Proposed responsibility

1. Chairman of Society Overall responsibility for environment management and decision making for all environmental issues

2. Secretary Hires a Consultant and fulfills all legal Requirements as per MOEF/GPCB/CPCB

3. Supervisor Ensure environmental monitoring as per appropriate procedures

5.0 Environmental Budget

A capital cost provision of about Rs. 42.5 lakh has been kept in the project cost towards the environmental protection, control & mitigation measures and implementation of the EMP. The budgetary cost estimate for the EMP is given in Table 4.

Table 4 Environmental Budget

S.

No. Head Approximate

recurring cost per annum (Rs.

in lacs)

Approximate Capital cost (Rs. In lacs)

Basis for cost estimates

1. Air 1.0 2.5 Stack and DG room

2. Water 3.0 25.0 Cost of STP

3. Solid and hazardous

waste management

2.0 3.0 Provide bins door to door and transportation cost

4. Environment monitoring

3.5 0 The recurring cost would be incurred on hiring of consult-ants and payment of various statutory fees to regulatory

agencies. 5. Rain water 2.0 9 Collection system, treatment

and recharge well 6. Green belt 2.0 3.0 -

Total 13.5 42.5

6.0 General Principles in Greenbelt Design Plants grown in such a way so as to function as pollutant sinks are collectively referred as greenbelt. These plants should also provide an aesthetic backdrop for persons using the site and for the surrounding community. General principles in greenbelt design considered for this study are:

Type of pollution (air, noise, water and land pollution) likely from the activities at the site

Semi arid zone and sub-zone where the greenbelt is located (and hence the plant species which can be planted in the area).

Water quantity and quality available in the area

Soil quality in the area

Greenbelt is designed to minimize the predicted levels of the possible air and noise pollutants. While designing the scheme the following facilities are considered:

Site perimeter and approach road

Along the internal roads

In and around the building area

To ensure a permanent green shield around the periphery planting is recommended in two phases.

In the first phase one row of evergreen and fast growing trees (which grows up to 10-15m) with maturity period of around three years shall be planted at 3.0 meter interval along with fast growing ground covers to enhance the water holding capacity, improve the organic content and check the soil erosion.

In the second phase after eighteen months, second row of trees with large leaf surface area with large ever green canopy and longer life span shall be planted at 6.0 meters intervals.

6.1 Greenbelt Design for Site The selection of the trees is based on their phenology (thus road side trees will not have leaf fall during summer and rainy seasons when shade is most needed). Trees with more litter fall have been avoided.

The selection criteria of the species are based on pollution mitigation capacity (including particulate matter), large leaf surface area to deep root system and less litter fall. Faster growing trees with lighter canopy will be planted alternatively with relatively slow growing trees with wider canopy. Trees of about 6.0 m heights will be planted at 4.5 m intervals, 2.5 m away from the road curbing as per CPCB guidelines. Trees will be planted along the outer periphery at centerline of road between the set back line and the boundary of the plots. Palms and shrubs will be planted along the roads and around recreational lawns.

6.2 Greenbelt Management It is presumed that the selected plants will be grown as per normal horticultural practice and the authorities responsible for the plantation will make adequate provisions for water and protection of the saplings. A budgetary cost estimate is also prepared for greenbelt development.

Water source Water tankers may also be used at the initial stages of development of the plant.

Irrigation method Water hydrants may be installed at 50 m intervals to irrigate area under shrubs and ground covers.

6.3 Improving Indoor Air Quality The indoor air quality can be improved by any of the following:

Ventilation

Include the use of natural, dilution, local exhaust, or increased ventilation efficiency. The most effective engineering control for prevention of indoor air quality problems is assuring an adequate supply of fresh outdoor air through natural or mechanical ventilation.

When possible, use local exhaust ventilation and enclosure to capture and remove contaminants generated by specific processes. Room air in which contaminants are generated should be discharged directly outdoors rather than recirculated.

Outside air intakes should not be located in close proximity to potential sources of contamination (automobile garages, building exhausts, and roadways).

Work Place Recommendations

Eliminate or control all known and potential sources of microbial contaminants by prompt cleanup and repair of all areas where water collection and leakage has occurred including floors, roofs, drain pans, humidifiers containing reservoirs of stagnant water, air washers etc.

Remove and discard porous organic materials that are contaminated (e.g., damp insulation in ventilation system, ceiling tiles, and carpets).

Clean and disinfect non-porous surfaces where microbial growth has occurred

Maintain indoor air relative humidity below 60%

Adjust intake of outdoor air to avoid contamination from nearby soil, vegetable debris unless air is adequately conditioned.

Isolate, if feasible, areas of renovation, painting, carpet laying, pesticide application, etc., from occupied areas that are not under construction.

Supply adequate ventilation during and after completion of work to assist in diluting the contaminant levels.

Eliminate or reduce contamination of the air supply with cigarette smoke by banning smoking or restricting smoking to designated areas which have their air discharged directly to the outdoor rather than recirculated.

6.4 Safety Aspects of the Project The following needs to be implemented:

Fall Protection

The Contractor is required to provide fall protection to employees who are working at heights equal to or greater than 1.8 m. fall protection can be in the form of perimeter protection such as guardrails and toe rails, personal protective equipment (PPE), a safety monitoring system, or a fall protection plan. Activities that require personal fall protection systems include steel erection bolting, riveting, fitting-up and plumbing-up, work over water and some deep excavation work.

On buildings or structures not adaptable to temporary floors, and where scaffolds are not used, safety nets will be installed and maintained whenever the potential fall distance exceeds two storey.

The PPE standard should cover occupational foot, head, hearing, and eye protection.

Foot Protection: If machines or operations present the potential for foot injury, the Contractor must provide foot protection, which is of safe design and construction for the work to be performed. Workers and visitors should not be allowed on a construction site without safety boots.

Head Protection: If head hazards remain after all steps have been taken to control them (safety nets for work at heights, proper housekeeping), the Contractor must provide employees with appropriate head protection.

Noise Protection: Workers should be wearing hearing protection devices (ear plugs, ear muffs, canal caps) that are in good condition whenever they are involved in noisy activities.

Eye Protection: When machines or operations present potential eye injury from physical or chemical elements, the Contractor must select, provide, maintain and required affected employees to use appropriate eye protection. Eye protection (safety glasses and goggles, face shields and welding helmets) must be adequate and reasonably comfortable.

To the greatest extent possible, working surfaces must be kept dry to prevent slips and falls and to reduce the chance of nuisance odors from pooled water.

All equipment and materials should be stored in designated storage areas that are labeled as such.

Ladders and Stairs

The Contractor is required to inspect and maintain all ladders and temporary/portable steps to ensure that they are in good working condition.

Portable ladders used for access to an upper landing surface must extend a minimum of 1.8 m above the landing surface, or where not practical, be provided with grab rails and be secured against movement while in use.

All ladders must be used only on stable and level surfaces unless secured to prevent accidental movement. Ladders must not be used on slippery surfaces unless secured or provided with slip-resistant feet to prevent accidental movement.

The Contractor should provide a ladder (or stairway) at all work points of access where there is a break in elevation of 0.5 m or more.

When there is only one point of access between levels, it must be kept clear to permit free passage by workers. If free passage becomes restricted, a second point of access must be provided and used. At all times, at least one point of access must be kept clear.

All required stairway and ladder fall protection systems must be provided and installed before employees begin work that requires them to use stairways or ladders.

Scaffolds

Access to Scaffolds - access to and between scaffold platforms more than 0.6 m above or below the point of access will be made by portable/attachable ladders or ramps.

Employees must never use makeshift devices, such as boxes and barrels, to increase the scaffold platform working level height.

Trenching and Excavation

The area around the trench/excavation would be kept clear of surface encumbrances.

Water should not be allowed to accumulate in the excavation.

Adjacent structures would be shored in accordance with the design documents to prevent collapse.

Guardrails or some other means of protecting people from falling into the trench/excavation would be present.

The trench or excavation would be shored or sloped to prevent cave-ins.

Electrical Safety

If work has to be done near an overhead power line, the line must be de-energized and grounded before work is started.

A licensed electrician would have completed all temporary wiring and electrical installations required for construction activities.

Fuses and circuit breakers would be used to protect motherboards, conductors and equipment.

Extension cords for equipment or as part of a temporary wiring system will not be damaged or compromised in any way and insulation must be of the highest grade.

Anytime electrical equipment is deactivated for repair, or circuits are shut off, the equipment will be locked out and tagged at the point where it can be energized.

Temporary lights may not be suspended by their cords.

The Contractor would provide the necessary safety equipment, supplies and monitoring equipment to their personnel.

Cranes A competent person has been designated to supervise activities that require the use of cranes. Cranes would not be operated near any power lines. All picks would be carefully planned to ensure that the crane adequately hoist the load. The hoisting signals would be posted on the exterior of the crane.

Occupational Noise Exposure

The Contractor should implement engineering controls to reduce noise levels.

The Contractor should provide hearing protection to employees that are exposed to noise levels above the permissible limit.

Welding and Cutting

The Contractor's employees would be trained in hot work procedures.

There should be adequate ventilation to reduce the build up of metal fume.

The hot work operators would use proper personal protective equipment (i.e., welding helmet, burning goggles, face shield, welding gloves, and apron).

There would be a fire extinguisher present at all welding and burning activities.

Extinguishers would also be placed at locations where slag and sparks may fall.

Oxygen and flammable gas bottles are separated by at least 7 m when not in use.

The Contractor would control the release of gases, vapors, fumes, dusts, and mists with engineering controls (e.g., adequate ventilation).

General Guidelines

Signs and symbols would be visible during any construction activity that presents a hazard. Upon completion of such activity, the postings must be removed immediately.

The Contractor would post specific DANGER signs when an immediate hazard exists and specific CAUTION signs when the potential for a hazard exists. EXIT, NOTICE and specific safety signs may also be posted in the work area.

Signage for traffic control, including directional signs, is applicable when the Contractor is disrupting traffic along a public way.

Danger signs are posted at all immediate hazards (i.e. Danger: Open Hole).

Caution signs are posted at all potential hazards (i.e. Caution: Construction Area, Caution: Buried Cable).

The floor that is being used as the erection floor must be solidly planked or decked over its entire surface except for access openings.

Every floor, working place and passageway would be kept free from protruding nails, splinters, holes or loose boards.

Combustible scrap and debris (wood, clearing/grubbing material) would be removed from the site daily or should be securely stored in covered containers.

The Contractor would have a spill prevention control and countermeasure plan that limits the risk of releases of oil or hazardous materials to the environment.

Documents

AHMEDABADenvironmentclearance.nic.in/writereaddata/FormB/EC/...Opp. Iscon Platinum, Near Bopal Junction, Bopal, Tal: & Dist.: Ahmedabad, Gujarat State. The purpose of the investigations