Conceptual Planenvironmentclearance.nic.in/writereaddata/FormB/TOR/PFR/...staircase pressurization shaft 3.43 x 1.22 SERVICE LIFT 2.51 x 2.13 FIRE2.06X1.52 FIRE 2.21 x 0.91 TOILET

DSR THE FIRST & BN TECH SQUAREM/s DSR BUILDERS AND DEVELOPERS

SURVEY NO. 66/2, PANMAKTHA,SERILINGAMAPALLY, RANGA REDDY DISTRICT

Conceptual PlanRESIDENTIAL AND COMMERCIAL CONSTRUCTION

PROJECT

Submitted ByM/s DSR BUILDERS AND DEVELOPERS,DSR Tranquil, Plot no 901,# 301, Ayappa Society Main Road,Madhapur, Hyderabad – 500 081Phone: +91 40 40024567

Studies & Documented ByM/s Team Labs and ConsultantsB-115 - 117 & 509,Annapurna Block, Aditya Enclave,Ameerpet, Hyderabad- 500 038Phone: 91-040-23748555/616Fax : 91-040-23748666e-mail: [email protected]

SUBMITTED TOSTATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY,

TELANGANAGOVERNMENT OF INDIA

DSR The First & BN Tech Square Environmental Impact Statement

Team Labs and Consultants2 - 1

2.0 PROJECT DESCRIPTION/CONCEPTUAL PLAN

This chapter details the need for the project, description of the proposed project andalternatives, and identifies the valued ecosystem components. The project is envisagedto provide housing to meet the growing demands for housing in the growing urban areaof Hyderabad.

2.1 THE PROJECT LOCATIONThe project will be spread over an area of 1.49 hectares in Survey no. 66/2, Panmakhta,Serilingamapally Municipality, Ranga Reddy District. The site is surrounded by openlands in all the directions except in northeast direction. An 30 m wide road in northeastdirection. The nearest railway station is the Hi-tech City railway Station at a distance of4.8 km.

2.2 PROJECT DESCRIPTION

2.2.1 DESIGN STAGEThe principles of low impact development are adopted during the design stage toensure storm water percolation, treated water reuse, energy conservation, andoptimized usage of renewable resources. The Area Statement for the proposed officebuilding is presented in table in table 2.1.

Table 2.1 Area Statement for the proposed Building

Land Use No of Floors Total No ofUnits

Total SiteArea in m2

Total Builtup area (m2)

Commercial 3C+2S+12 1570.9 18850.8Residential

3C+2S+25100

2533.959959.8

Amenities (2 stilts) 4966.2Green Area 1503.5Road Area 4791.5Open Area 3811.1Gradient up area 762.5Commercial ParkingCellar - 1 3201.8Cellar - 2 3201.8Cellar - 3 3201.8Stilt - 1 1570.9Stilt - 2 1570.9Residential ParkingCellar - 1 8497.1Cellar - 2 8494.1Cellar - 3 8494.1Total 100 14973.5 122009.3

It is proposed to develop an Residential and Commercial building has 3 Cellar floors forparking. The land allocation will be optimized to ensure compliance with the FAR



regulations of HMDA. The water requirement of the project during operation will bedrawn from HMWSSB. Sewage treatment plant will be provided to treat thewastewater. Water conservation measures will be incorporated in the plumbingdesigns. Water recycling/reuse will be adopted by way of using treated sewage fortoilet flush systems and green belt development. The treated effluent and storm waterwill be let-out into the storm water drain, which will join the drains. The required powerwill be drawn from the TRANSCO and the energy requirement will be optimized byadopting energy efficient design for lighting and for HVAC systems. Constructionmaterials will be drawn from local sources. The parking provision exceeds the guidelinesprescribed by FAR and Building policy. The layout of the project site and plan ofindividual floors is presented in fig. 2.1 and fig. 2.2.

Circulation Plan: Ground Driveway : 7.0 m No. of Cellars: 3 nos. No. of Ramps : 2 Width of Ramp : 7.3 m Slope of Ramp : 1 in 8 Cellar Driveway : 5.0 m No. of Lifts : 8 Capacity of each Lift: 10 pax. Connecting Road : 30.0 m ROW

Modified Los & Performance

RoadExistingvolume,PCU/hr

Existingvolume/Capacity

Additionalvolume

ModifiedVolume

ModifiedVolume/Capacity

ModifiedLos &performance

Gachibowli 1166 0.324 96 1262 0.351 “B” VeryGood

Mehdipatnam 962 0.267 54 1016 0.282 “B” VeryGood

Parking ProvisionIt is proposed to provide 3 cellar floors for parking. The parking provision follows theguidelines prescribed by FAR and Building policy. The number of parking spacesprovided is presented in table 2.2. The parking floor plans are presented in fig. 2.3.

Table 2.2 Parking Space Provision of the ProjectFloor 4 - Wheeler 2 - Wheeler

Commercial 216 219Residential 481 --Total 697 219



Fig 2.1 Site layout

SITE PLAN

3 BASEMENTS +2 CLUB HOUSE LEVELS+25 FLOORS

TOT-LOT931.54 Sq.M.

68.97m

TOT-LOT571.99 Sq.ft.

6.85M Lvl

19.2

0m

4.57

m6.

40m

4.57

m

102.

11m

13.0

0m

3 BASEMENTS+2STILTS+12 FLOORS

31.96m

50.0

2m

20.8

0m

9.0m

28.24m21.41m

28.02m

20.79m

19.72m

27.22m

26.96m

20.58m

21.49m

20.76m

9.01m 12.79m

12.74m

11.45m

9.02m

7.0M

WID

E D

RIV

E W

AY

7.0M

WID

E D

RIV

E W

AY7.

0M W

IDE

DR

IVE

WAY

7.0M

WID

E D

RIV

E W

AY

7.0M WIDE DRIVE WAY

5.21m

5.21m



Fig. 2.2 Typical Floor Plans

TRANSFORMERYARD

HTBREAKER

TX

ACB

BUSDUCT

CT/PT

2000kVA11KV/433V

M ETERINGENTRY

UP

UP

6.85M Lvl

10.85M LvlCLUB HOUSE Level 1

6.85M Lvl

TOT-LOT931.54 Sq.M.

7.0M WIDE DRIVE WAY

COMMERCIAL BUILDING

TOT-LOT571.99 Sq.ft.

PLO

T O

UTLI

NE

PLO

T O

UTLI

NE

PLO

T O

UTLI

NE

PLO

T O

UTLI

NE

c ente r table

0 LVL

screen

+0.750 LVL

UP

re cliner

SUNKENSLAB

p ot wash

UP

0'0" LVL

+0.750M LVL

UP

screen

wate r b ody

c ente r table

re c liner

SUNKENSLAB

SD

SD

0'0" LVL

+0.750M LVL

UP

screen

wate r b ody

p ot wash

c ente r table

re c liner

SUNKENSLAB

SD

SD

c ente r table

+0 LVL

screen

+0.750M LVL

UP

re cliner

SUNKENSLAB

p ot wash

UP

SCR EEN

BEAM

FO

R EL

EVAT

ION

PURP

OSE

OPEN TO SKY

DN

OPEN TO SKY

OPEN TO SKY

BEAM

FO

R EL

EVAT

ION

PURP

OSE

STO

RAG

E

STO

RAG

E

p ot wash

STO

RAG

E

STO

RAG

E

1

3

2

4

UP

UP

2

MASTER BEDROOM6.86 X 4.88

SERVICE LIFT2.51 x 2.36

PAS.LIFT2.51 x 1.91

1.84 WIDE BALCONY 1.84 WIDE BALCONY

s taircasepressurization shaft3.43 x 1.22

SERVICE LIFT2.51 x 2.13

FIRE

2.06

X1.52

FIRE

2.21

x 0

.91

TO ILET2.44X2.44

SUITE 24.42X3.81

DRESS2.44X1.87

P W.ROOM1 .41X2.13

DRAW ING4.38 X 4.57

LOBBY 2.06 X 2 .13

TO ILET2.13X3.05

HO METHEATRE7.51X4.27

FOYER2.13m W IDE

2.44X3.05TO ILET

DRESS2.44X2.13

SUITE 35.79X4.27

DINING4.19X4.19

KITCHEN4.46X4.72

LIVING5.91X5.183.05 X 3.05

DUCT

1 .83 X 1.22TOILET

SERVANT'S R.3 .05X 2.82

TO ILET2.44X4.15

3.46 X 4.88UTILITY

W ET KITCHEN3.05X2.28

W ALK IN CLOSET2.90X4.76

MASTER BEDROOM6.63X4.88

SITOUT3.20 X 8.34

1.98 WIDE BALCO

NY

1 .98 WIDE BALCONY 1.98 WIDE BALCONY 1.98 WIDE BALCONY

DRAW ING4.27X4.27

SUITE 13.96X4.57

TO ILET2.13X3.05

P OWDER RM.2 .13X1.41

LOBBY2.13X1.83

2.13M W IDEFOYER

DRESS2.02X2.29 TO ILET

3.05X2.29

SUITE 23.85X4.27

SITOUT3.20 X 9.56M

1.98

WID

E BA

LCO

NY1.

98M

WID

E BA

LCON

Y

DINING4.19X5.18

6.71X4.27

KITCHEN5.14X3.54

LIVING6.45X5.18

SUITE 36.17 X 3.96

HO ME THEATER

3.05X2.29

PUJA 2.74 X 1 .84

TO ILET4.17 X 2.45

DRESS3.01 X 2.29

TO ILET

W ALK IN CLOSET2 .90X4.76S ERVANT

2 .84 X 2.21

TOILET1 .41X1.83

W ET KITCHEN2 .86 x 4.80

PAS.LIFT2.51 X 1.91

1.98

m W

IDE

BALC

ONY

PAS.LIFT1.91X2.21

GARBAGEROOM

3.92 X 1.00

VRV LOBBY1.78X X 2.21

stai

rcas

epr

essu

rizat

ion

shaft

3.01

X 0

.76

1.84 WIDE BALCONY

1.98

m W

IDE

BALC

ONY

1.98

m W

IDE

BALC

ONY

1.98

m W

IDE

BALC

ONY

1.98

WID

E BA

LCO

NY

PAS.LIFT2.21 x 1.91

4.57m W IDE CO RRIDOR

2.00

m W

IDE

CORR

IDO

R

2.92

m W

IDE

CORR

IDO

R

2.00

m W

IDE

CORR

IDO

R

4 .57m W IDE CO RRIDOR

ELEC1 .20X0.76

COM1.20X0.76

GARBAGE ROOM3.43X1.00M

STAIRCASE 13.66X6.26M

STAIRCASE 24.02X7.33M

ELEC1 .91X0.76

COM1.91X0.76

V.R .V.1.52X7.01

V.R.V.1 .52X7.01

UP

UP

1.98

WID

E BA

LCO

NY1.

98 W

IDE

UTI

LITY

1.98

WID

E U

TILI

TY1.

98m

WID

E BA

LCO

NY0.254M EXPANSION JOINT

0.254M EXPANSION JOINT

0.254M EXPANSION JOINT

7.0M

WID

E D

RIVE

WAY

7.0M

WID

E D

RIVE

WAY

OPE

N TO

SKY

OPE

N TO

SKY

2.0m WIDE LOBBY

3.43m W IDE LO BBY

4.26 m WIDE LOBBY

TO ILET2.44X2.44

SUITE 24.42X3.81

DRESS2.44X1.87

P W.ROOM1 .41X2.13

DRAW ING4.38 X 4.57

LOBBY 2.06 X 2 .13

TO ILET2.13X3.05

FOYER2.13m W IDE

2.44X3.05TO ILET

DRESS2.44X2.13

SUITE 35.79X4.27

DINING4.19X4.19

KITCHEN4.46X4.72

LIVING5.91X5.183.05 X 3.05

DUCT

1 .83 X 1.22TOILET

SERVANT'S R.3 .05X 2.82

TO ILET2.44X4.15

3.46 X 4.88UTILITY

W ET KITCHEN3.05X2.28

W ALK IN CLOSET2.90X4.76

MASTER BEDROOM6.63X4.88

HO METHEATRE7.51X4.27

2.44

M C

ON

NECT

ING

CO

RRID

OR

MASTER BEDROOM6.86 X 4.88

DRAW ING4.27X4.27

SUITE 13.96X4.57

TO ILET2.13X3.05

P OWDER RM.2 .13X1.41

LOBBY2.13X1.83

2.13M W IDEFOYER

DRESS2.02X2.29 TO ILET

3.05X2.29

SUITE 23.85X4.27

DINING4.19X5.18

6.71X4.27

KITCHEN5.14X3.54

LIVING6.45X5.18

SUITE 36.17 X 3.96

HO ME THEATER

3.05X2.29

PUJA 2.74 X 1 .84

TO ILET4.17 X 2.45

DRESS3.01 X 2.29

TO ILET

W ALK IN CLOSET2 .90X4.76S ERVANT

2 .84 X 2.21

TOILET1 .41X1.83

W ET KITCHEN2 .86 x 4.80

HAND RAIL

HAND RAIL

2.0 m W IDE LOBBY

D3: 0.91X2.10

MD

:1.9

8X2.7

4

D1:1.06X2.43

D2:

.91X

2.43

D1:1.06X2.43

D1:1.06X2.43

D1: 1.06X2.43SD4: 1.67X2.43

D2: 0.91X2.43

D2: 0.91X2.43

D2:

0.9

1X2.

43

D4: 0.76X2.10

D1:

1.06

X2.43

D2:

0.9

1X2.

43

SD3:

2.4

3X2.1

0SD

: 3.6

5X2.7

4

SD1:

3.0

5X2.7

4

SD2: 2.43X2.74SD2: 2.43X2.74SD2: 2.43X2.74

PD:1.98X2.43

W2:1.52X1.52

V1:

0.9

1X2.7

4V

: 0.9

1X2.7

4

V 1: 0.91X2.74

KW1:

1.9

8X0.5

3

V 3: 0.91X0.60W4: 0.76X1.52

D3: 0.91X2.10

D2:

0.9

1X2.

43

D3: 0.91X2.10

M D: 1.98X2.74

D1:1.06X2.43

D1:1.06X2.43

D1:1.06X2.43D1:

1.06

X2.43

D1:1.06X2.43

D2:

0.9

1X2.

43

D2: 0.91X2.43

D2:

0.9

1X2.

43

D2:

0.9

1X2.

10

D2:

0.9

1X2.

43

D1:

1.06

X2.43

D3: 0.91X2.10

D2: 0.91X2.43

W: 2.43X2.60

SD1:

3.0

5X2.7

4

SD: 3

.65X

2.74

SD3:

2.4

3X2.1

0

SD2:

2.4

3X2.7

4V

: 0.9

1X2.7

4

SD: 3

.65X

2.74

SD2:

2.4

3X2.7

4

V 2:0.76X1.22

V1:

0.91

X2.74

V 2: 0.60X1.22

KW: 2

.43X

0.53

W3:

0.9

1X1.

52

PD: 1

.98X

2.43

D4: 0.76X2.10

D3: 0.91X2.10

MD

:1.9

8X2.7

4

D1:1.06X2.43

D2:

.91X

2.43

D1:1.06X2.43

D1:1.06X2.43

D1: 1.06X2.43SD4: 1.67X2.43

D2: 0.91X2.43

D2: 0.91X2.43

D2:

0.9

1X2.

43

D4: 0.76X2.10

D1:

1.06

X2.43

D2:

0.9

1X2.

43

SD3:

2.4

3X2.1

0SD

: 3.6

5X2.7

4

SD1:

3.0

5X2.7

4

M D: 1.98X2.74

D1:1.06X2.43

D1:1.06X2.43

D1:1.06X2.43D1:

1.06

X2.43

D1:1.06X2.43

D2:

0.9

1X2.

43

D2: 0.91X2.43

D2:

0.9

1X2.

43

D2:

0.9

1X2.

10

D2:

0.9

1X2.

43

D1:

1.06

X2.43

D3: 0.91X2.10

D2: 0.91X2.43

SD2: 2.43X2.74SD2: 2.43X2.74SD2: 2.43X2.74

PD:1.98X2.43

W2:1.52X1.52

W1: 2.43X2.60

V: 0

.91X

2.74

V: 0

.91X

2.74

V : 0.91X2.74

SD1:

3.0

5X2.7

4

SD: 3

.65X

2.74

SD3:

2.4

3X2.1

0

SD2:

2.4

3X2.7

4V

1: 0

.91X

2.74

SD: 3

.65X

2.74

SD2:

2.4

3X2.7

4

V 2:0.76X1.22

V1:

0.91

X2.74

V 2: 0.60X1.22

KW: 2

.43X

0.53

KW1:

1.9

8X0.5

3

V 3: 0.91X0.60

W3:

0.9

1X1.

52

W3: 0.76X1.52

PD: 1

.98X

2.43

S.D

: 1.0

X2.43

D4:

0.7

6X2.

10RA

ILIN

G

SW:0

.91X

1.52

ED: 0

.80X

2.10

CD

: 0.8

0X2.1

0

ED: 0.65X2.10

RAIL

ING

S.W

:0.9

1X1.5

2

FD: 0

.80X

2.10

S.D

: 1.0

X2.43

FD: 0

.80X

2.10

S.W

:0.9

1X1.5

2

ED: 0

.80X

2.10

CD

: 0.8

0X2.1

0

G.D

: 0.7

6X2.1

0

D4:

0.7

6X2.

10

D4:

0.7

6X2.

10

D3: 0.91X2.10

D2:

0.9

1X2.

43

D3: 0.91X2.10

D4: 0.76X2.10

W3:0.91X1.52W3:0.91X1.52

W4:0.91X1.52

W3:0.91X1.52 W3:0.91X1.52

W3:0.91X1.52

7.01m

5.21m

5.21m



Fig. 2.3 Parking Floor Plans

1:9 SLOPE

1:9 SLOPE

5.03

m W

IDE

DRIV

E W

AY5.

03m

WID

EDR

IVE

WAY

5.03

m W

IDE

DRIV

E W

AY

5.03

m W

IDE

DRIV

E W

AY

S ER VICE LIFT2.51 x 2.36

P A S .LIFT2.51 x 1.91

sta ircasepressuriza tion shaft3 .43 x 1.22

S ER VICE LIFT2.51 x 2.13

FIRE

2.06

X0.7

6

FIRE

2.21

x 0

.91

P A S .LIFT2.51 X 1.91

P A S .LIFT1.91X 2.21

GARBAGER OOM

3.92 X 1.00

V RV LOBBY1.78X X 2.21

stai

rcas

epr

essu

rizat

ion

shaf

t3.

01 X

0.7

6

P A S .LIFT2.21 x 1.91

E LEC1 .20X 0.76

COM1.20X 0.76

G ARB AGE ROOM3.43X 1.00M

S TAIRCA SE 13.66X 6.26M

S TAIRCA SE 24.02X 7.33M

E LEC1 .91X 0.76

COM1.91X 0.76

UP

UP

2 .0m W ID E LOBBY

2 .0 m W ID E LOBBY

S.D: 1

.0X2

.43

SW:0

.91X

1.52

ED: 0

.80X

2.10

CD:

0.8

0X2.1

0

ED : 0 .65X 2.10

S.W:0

.91X

1.52

S.D: 1

.0X2

.43

FD: 0

.80X

2.10

S.W:0

.91X

1.52

ED: 0

.80X

2.10

CD:

0.8

0X2.1

0

G.D

: 0.7

6X2.1

0D4

: 0.7

6X2.1

0

FD: 0

.80X

2.10

DRAIN P IT3.26 x 1.52 x 2.44

DRAIN P IT10'8"x5 '0 "x8'0"

D

B

EC

1097.76 SFT

BRIDGE

PUM P RO OM @ BASEM ENT 3 LEVEL

W IN DOW

R OLLINGS HUTTER

DRAIN P IT5 '0"x5'0"

WINDOW

R OLLINGS HUTTER

5.03

m W

IDE

DRIV

E W

AY5.

03m

WID

EDRI

VE W

AY

P UM P ROOM

C AR W ASH1 8.14x6.4

RETAINING W ALL

S TO R E ROOM5.38x7.75

M ULTI P UR PO SE R OOM4.8x5 .39

5.03m W ID E DR IVE W AY

RETAINING W ALL RETAINING W ALL

RAM P DO W N TO 2ND BASEM ENT

RAM P DO W N TO 2ND BASEM ENT


1" GA P EX PA NS IO N JOINT


SOIL

FIL

LING

SOIL

FIL

LING

96

12

34

56

78

910

1112

1314

1516

1718

1920

2122

2324

2526

2827

2930

3233

3435

3637

3938

5857

5351

5262

6364

6566

6768

6970

7172

7377

7879

8081

8283

8485

8687

8889

9798 95 94 93 92 91 90

`154155

152151

150149

148147

146145

144143

142141

140139

138137

136

99100

101102

103104

105106

107108

153

41 42 43 44 45 46 47 48 49

109110

111112

113114

115116

117118

119

156 157 158 159 160 161 162 163 164

133134

135

121 122 123 124 125 126 127 128 129

156A159A 160A

162A 163A

135A134A

136A137A

138A139A

140A142A

143A144A

145A149A

150A151A

152A

155A

95A

117A116A

108A107A

31

5960

6174

7576

5455

56

50

130

40

120

106A115A

132131

BRIC K W ALL

MD

D1

D2

D2

4.91m 4.91m

1.39m

2.51m

28.80m

4.00m

4.00m

4.00m

4.00

m

4.00

m

4.00m

ROLL

ING

SHUT

TER

WIN

DOW

EXH

AUST

AIR

BEL

T DR

IVE

6.10m

ROLLINGSHUTTER WINDOWWINDOW

4.00

m

4.00m

4.00

m

5.75m

3.05m

3.05

m

7.85m

2.82

m

10.68m4.57

m

13.43m4.57

m

FIRE WATER SUMP

CAPACITY:200KL

SIZE:13.43 x 4.57x 3.81

RAW WATER SUMP

CAPACITY:150KL

SIZE:10.68 x 4.57 x 3.81

SOFT

WAT

ER S

UM

PAR

EA:5

60SQ

Tx11

'0" D

EPTH

CAP

ACIT

Y:15

0KL

DRAIN PIT1.52m x 1.52m

MASTER BEDROOM LIVING

HOME THEATER TOILETBEDROOM

DINING

LOBBY BEDROOM BALCONY

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2ND FLOOR

7.24M WIDE DRIVE WAY

ROAD LEVEL

SIT OUT

TOILET

DINING LOBBY BEDROOM BALCONYTOILET

COMMERCIAL BLOCK



DINING


TOILET

SIT OUT

TOILET

DINING


TOILET

MASTER BEDROOM

HOME THEATER BEDROOM

MASTER BEDROOM

HOME THEATER BEDROOM

KITCHEN LOBBY

STORE ROOM MULTIPURPOSE ROOM MULTIPURPOSE ROOM

RAMP DOWN TO BASEMENT

MASTER BEDROOM SIT OUT


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INDOOR GAMES

CAR WASH

CAR WASH

CAR WASHPUMP ROOM

GRADIENT UP 1:10

Road Lvl

3RD FLOOR

4TH FLOOR

5TH FLOOR

6TH FLOOR

7TH FLOOR

8TH FLOOR

9TH FLOOR

10TH FLOOR

11TH FLOOR

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RL

SECTION AT YY

12TH FLOOR

TERRACE FLOOR

11TH FLOOR

10TH FLOOR

9TH FLOOR

8TH FLOOR

7TH FLOOR

6TH FLOOR

5TH FLOOR

4TH FLOOR

3RD FLOOR

2ND FLOOR

1ST FLOOR

STILT 2 FLOOR

STILT 1 FLOOR

BASEMENT 1 LEVEL

BASEMENT 2 LEVEL

BASEMENT 3 LEVEL

PLOT LIMIT

GLGL GFL

3.39m



2.2.1.1 Storm water drains: Storm water drains will be provided all over the site tomeet the expected increase in the runoff during rainy seasons due to the imperviousnature of the roads and other paved areas. The site is uneven and it is proposed tomaintain the levels as much as possible.

For each plot rainwater pipes shall be designed for rainfall intensity of 40mm/hour fromterrace floor to be harvested by storm water sumps adjacent to each building, excessdisposed to external storm water lateral drain running adjacent to the periphery of thecampus. The storm water drain has been worked taking into consideration the siteprofile (contour). The Rainwater Harvesting Structures is shown in fig 2.4.

The rainwater collected from the building and from the other surfaces of the plot isharvested by 1 no. of sump overflow being discharged to this municipal sewer lines.Before the storm water enters the sump I shall be passed through silt trap & grease trapfor removal of silt & oil if any. Harvested water shall be used for landscaping & fordomestic use.

Storm water drains will be provided all over the site to meet the expected increase inthe runoff during rainy seasons due to the impervious nature of the paved areas. Thesite is uneven and it is proposed to maintain the levels as much as possible, hencestorm water outlets from the site are anticipated. The expected runoff is calculated forthe design of the storm water management is presented in following table 2.3.

CALCULATION FOR STORM WATER DRAIN:Quantity of storm water:(a) With out project:Area of Catchment, ‘A’ : 1.4973 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q : 0.100 m3/sec

(b) With project: :Area for catchment for roof and road : 0.890 Ha

Area of Catchment, ‘A’ : 0.890 HaRun off Coefficient, ‘C’ : 0.9Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.089 m3/sec

Area for catchment for open areas : 0.608 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.041 m3/secTotal Discharge : 0.129 m3/secBut, Discharge, Q = A/V :



Where, :A= Area of the Drain, :V= Max. Permissible Velocity : 6 m/sec for concrete drain

Area of drain, ‘A’ = Q/V : 0.022 m2

Taking depth of drain as 0.6 m at the startingpoint : 0.6Width of drain = Area/depth = 0.036 m 36 mm

Width of the drain is to taken 36 mm and depth varies according to the slope ofground.

Table 2.3. Storm Water CalculationLandUse

Area inHectares

Vol./hrafter

developmentC=0.8

Vol./hrbeforeDevelopmentC=0.6

Differencein

Discharges

Remarks

RoofArea

0.41 131.4 98.5 32.8Stored in 2 sumps of 20

m³ capacity and usedfor domestic utility

RoadArea 0.48 153.3 115.0 38.3 15 nos. of RWH pits are

proposed1.5m X 1.5m X 2.0 mOpen

Area 0.61 72.9* 145.9 -72.9

TOTAL 1.50 -1.8*C=0.3 after development of greenery

Rainwater Harvesting:The quantity of rainwater, which can be harvested, depends upon the annual rainfall,the area of the plot (catchment area) and soil characteristics. The amount of waterinfiltrated into soil varies with the condition of soil surface and the moisture content ofthe soil at the time of rainfall. The total amount of water infiltered depends on theinfiltration opportunity time, which depends mainly on the slope of the land and thefield structure like contour bunds, terraces and other structures, which tend to hold therunoff water over long periods on the land surface.

1. Rainwater Harvesting Pits

2. Harvesting by sumps

Roof top water shall be used for domestic purpose/landscaping after filtration &disinfection.



Fig 2.4 Rainwater Harvesting Structures

2.2.1.2 Water Availability:Water is required for the construction as well as during occupation stage as the same isan important resource. The water requirement during construction is in the order of60 cum/day with a peak demand of 100 cum/day, and during occupation stage in theorder of 145.3 KLD. The water resource available with the Municipal authorities wasstudied to identify the source and feasibility. The water resource both domestic waterand sewage is dealt by the Hyderabad Metropolitan water supply and Sewerage Board(HMWSSB) in the GHMC area. The HMWSSB has been maintaining the water supplyresources for Hyderabad along with the treatment of wastewater. The resourcesavailable with the HMWSSB are presented in table 2.4.



Table 2.4 Details of present sources of water supply to Hyderabad

Source Name River Year ImpoundmentName

Distance fromcity km

InstalledCapacity MGD

Osmansagar Musi 1920 Osmansagar 15 27Himayatsagar ESI 1927 Himayatsagar 9.6 18

Manjira Phase I Manjira 1965 Manjira barrage 58 15Manjira Phase II Manjira 1981 Manjira barrage 59 30Manjira Phase III Manjira 1991 Singur Dam 80 37Manjira Phase IV Manjira 1993 Singur Dam 80 38Krishna Phase I Krishna 2005 Nagarjuna Sagar 116 90Krishna Phase II Krishna 2008 Nagarjuna Sagar 116 90Krishna Phase III Krishna 2015 Nagarjuna Sagar 116 90Godavari Phase I Godavari 2016 Yellampally 186 172

Source: Hyderabad Metropolitan Water Supply & Sewerage Board,www.hyderabadwater.gov.in

It may be noted that the following water supply projects i.e., Krishna Phase III (Part II)with 45 MGD capacity and Godavari phase – I with 172 MGD capacity is anticipated tobe operational during 2015 and 2016 respectively. It may also be noted that thedependability of Osman sagar and Himiyath sagar is reduced to approximately 60%. 45MGD supply is available.

Domestic Water: It is proposed to draw domestic water from the HyderabadMetropolitan water supply and Sewerage Board (HMWSSB), which has beenencouraging the bulk consumers. The water shortage if any during summer season willbe drawn from ground water sources. The water requirement during construction willbe from ground water sources and the requirement is in the order of 80 cum/day. Thewater requirement of the project during occupation stage is in the order of 145.3 KLD.The water requirement for the project during the occupation stage is presented in table2.5. The Water Balance for the project is presented in table 2.7.

Table 2.5 Water Requirement of the Project

Land Use No. ofUnits

No. ofPersons/

unit

Waterrequirement per

person in l *

Total WaterRequirement

in KLDResidential 100 5 135 67.5Amenities 1 50 45 2.3Swimming pool 1 5.0Visitors 2 15 3.0Commercial 1500 45 67.5TOTAL 145.3*Water requirement as per NBC

The water requirement shall be reduced by adopting Dual plumbing system: Separatetank is provided to store the treated water; the tank shall be 1 foot below the overheadtank. Separate pipe system is provided to pump the treated water for flushing. All the



treated water pipelines shall be colored blue. Separate line in the blocks to use treatedwastewater for flushing purpose. The total saving is as follows;

Table 2.6 Water Savings Proposed

Land UseNo.of

Units

No. ofPersons/

unit

WaterRequirement/

KLD

Treatedwater

reuse/dayKlpcd

EffectiveWater

Requirementin KLD

Residential 100 5 67.5 20.0 47.5Amenities 1 50 2.3 1.0 1.3Swimming pool 1 5.0 5.0Visitors 2 3.0 1.5 1.5Commercial 1500 67.5 30.0 37.5TOTAL 145.3 52.5 92.8

Note: Treated water reuse assumed @ 20 l/head. Approximately 52.5 KL/day water willbe saved by adopting recycling of treated water in the toilet flush.

The effective water consumption is reduced by 52.5 kl/day and the requirement will bein the order of 92.8 kl/day. The water balance of the project during occupation stage istabulated in table 2.7

Table 2.7 Water Balance during occupation stageInput KL/Day Output KL/DayDomestic waterMunicipality 92.8 HVAC Chillers 59.7

Recycled water 52.5 Treated waste water for Recycle 52.5Water requirement for green beltduring non monsoon 4.0Losses approx 20% 29.1

Total 145.3 Total 145.3

The water used in the order of 145.3 KL/day would generate 116.2 KL/day ofwastewater which has to be treated for reuse and remaining unused excess treatedwater is given to municipality for roadside plantation or used for construction of otherbuildings /given to other developers.

SEWAGE TREATMENT PLANTTreatment plant for treating sewage in the project site has been proposed for a capacityof 150 m3/day. The Sewage Treatment flow chart is shown in fig 2.5.

PROCESS DESCRIPTION:The raw sewage will be collected in a collection sump and pumped to mechanical barscreen chamber for removal of large floating matter followed by grit removal in GritChamber. The raw sewage will then be collected in an equalization tank forhomogenization of hydraulic load. The tank contents will be kept in suspension by



means of course bubble serration through pipe grid. The equalization tank, with airflow indicator for continuous monitoring of air supply to the tank in order to avoidseptic conditions, will be covered from top (RCC or FRP) to avoid nuisance. Theequalized effluent will then be pumped to two Fluidized Aerobic Bio Reactors (FAB) inseries where BOD/COD reduction can be achieved by virtue of aerobic microbialactivities. The oxygen required will be supplied through coarse air bubble diffusers.The bio-solids formed in the biological process will be separated in the down streamTube Settler. The clear supernatant will gravitate to the chlorine contact tank wheresodium hypochlorite will be dosed for disinfection of treated water prior to disposal.

The biological sludge generated in the FAB and settled in the tube settlers will becollected in a sludge sump and then pumped to sludge drying bed for de watering. Thedried sludge will then be disposed off suitably as manure. The schematics of theprocess are shown. The two main components of the treatment system viz. The FABreactor and tube settler are described in the following sections.

Fluidized Aerobic Bio Reactor (FAB)Conventional effluent treatment plants are large sized, power intensive and require alot of monitoring. Scarcity of open space and rising land a power costs have forced theindustries to look our for space saving, compact and efficient treatment options. Thishas led to the development attached growth processes where the bio mass is retainedwithin the aeration tank obviating the need for recycle. These plants are not onlycompact but also user friendly. The endeavor to have a continuously operating, no-clogging biofilm reactor with no need for back washing, low head-loss and high specificbiofilm surface area culminated in the most advanced technology of aerobic biologicalfluidized bed treatment where the biofilm (biomass) grows on small carrier elementsthat move along with the water in the reactor. The movement is normally caused byaeration in the aerobic version of the reactor.The reactor combines all the advantages and best features of Trickling filters, Rotatingbiological contractors, activated sludge process and submerged fixed film reactorswhile eliminating the drawbacks of these systems. The plants are more compact andmore energy efficient.

The Fluidized Aerobic Bio Reactor (FAB) consists of a tank in any shape filled up withsmall carrier elements. The elements are made up of special grade PVC orpolypropylene of controlled density (shown in plate). For media of specific gravity 0.92-0.96 the overall density could be expected to increase up to 9.5% when full of biomasssuch that they can fluidize using an aeration device. A biofilm develops on theelements, which move along the effluent in the reactor. The movement within thereactor is generated by providing aeration with the help of diffusers placed at thebottom of the reactor. Then thin biofilm on the elements enables the bacteria to actupon the biodegradable matter in the effluent and reduce the BOD/COD content in thepresence of oxygen available from the air that is used for fluidization.



Table 2.8 Characteristics of Waste waterParameter Quantity in mg/l

PH 6 – 7Total Suspended Solids 400 – 600BOD 200 – 300COD 450 – 500

Design of the unitBasic dataFlow : 116 KLDCapacity : 150 m3

Peak factor : 3.5Peak flow Q peak : 525 m3/dayInfluent BOD : 200 mg/litInfluent Suspended Solids : 200 mg/litInfluent COD : 350 mg/litEffluent BOD : 30 mg/litEffluent COD : 200 mg/litEffluent Suspended Solids : 100 mg/lit

1. Bar Screen ChamberAverage flow : 0.0017 m3/secPeak factor : 3.5Peak flow : 0.006 m3/secVelocity at peak flow : 0.75 m/SecEffective area of screen RequiredAt average flow : 0.005 m2

At Peak flow : 0.0075 m2

Provide Effective area of screen : 0.0075 m2

Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b)Overall area required : 0.012 m2

Considering screen depth as : 0.024 m Consider 0.5 mNumber of clear spacing : 0.3Number of bars : 1 Consider 3 Nos.Hence Provide 5 barsProvide a screen of 0.5 m X 0.5 m at an inclination of sin 600. In a screen channel of onemeter (1 m) length.

2. Grit Chamber :The flow from the bar screen chamber is let into the Grit Chamber of minimum 2 hourscapacity. This tank is provided to even out the flow variation, and to provide acontinuous feed into the secondary biological treatment units.Peak flow Q : 0.006 m3/secProviding a flow through velocity of 0.30 m/secCross sectional area of Channel (0.006/0.3) : 0.02 m2

Surface area of channel (0.006/0.013) : 0.46 m2

Assuming depth d : 0.2 m



Width of channel (0.02/0.2) : 0.1 m (say 0.2m)Length of channel (0.46/0.1) : 4. 6 m (say 4.6 m)Provide two channels each of 0.2 m wide and 4.6 m long with depth of waste water 0.2m.

3. Equalization tank:The flow from the bar screen chamber is let into the equalization tank of minimum2hours capacity. This tank is provided to even out the flow variation, and to provide acontinuous feed into the secondary biological treatment units.Average flow : 6.25 m3/hrPeak factor : 3.5Peak flow : 21.87 m3/hrHydraulic retention tank = 2 hrs at Peak flowHence required volume of the tank : 43.75 m3

Provide tank of : 43.75 m3 CapacityAssuming depth : 3 mArea : 14.58 m2

Assuming length to width ratio (1:1) ; l=blength of the tank : 3.8 mwidth of the tank : 3.8 mAir required for agitation : 0.01 m3/ m2 minTotal air required : 26.25 m3/hrAir blower required : 40 m3/hr @ 3.8 mwcEffluent transfer pump : 6.25 m3/hr @ 8 mwc

4. Fluidized Aerobic Bio Reactor (FAB):The polypropylene media have been provided with a specific surface area of 350 – 520m2 /m3. This allows micro-organisms to get attached and biomass concentration can beincreased to four folds as compared to Activated Sludge Process. This enables toconsider higher Organic loading rates.

The micro-organisms attached to media are kept in a fluid state thereby maintainingthe CSTR (continuous Stirrer tank reactor) regime as well as two tanks are provided inseries making the plug – flow system. This will enhance the efficiencies and have themerits of both CSTR and plug-flow regimes.Organic loading rate : 3.2 kg BOD/ m3 dOrganic load : 26 kg/dayVolume of the tank : 9.37 m3

Assume the depth : 3 mNo. of tanks in series : 1Size of the tank : 1.8 m dia. x 3.0 SWDSpecific gravity of media : 0.92 to 0.96Specific surface area of media : 350 – 520 m2 /m3

Media filling : 30 – 50 % of tank volumeOxygen required : 2 kg / kg BODOxygen in air : 23%Specific gravity of air @ 30 deg. : 1.65



Aeration : Coarse bubbleOxygen transfer efficiency : 12%Air required : 77.7 m3/hrAir blower required : 80 m3/hr @ 6.5 m wc

5.Tube settlerSurface loading rate : 48 m2 /m3 dSurface area required : 3.125 m2

Tank size : 3.0 m x 6.0 m x 2.7 m SWD With 55deg. hopper bottom

Tube Modules : 3.0m x 6.0 m x 0.6 m ht.Tube inclination : 60 deg.Settling area for 60 deg slope : 11 m2 /m3

Cross sectional area of tubes : 120 mm x 44 mm HexagonalHydraulic radius : 1/61 cm (1.5 cm)Shape factor : 0.6 – 0.7 for media settleable solids

6. Pre Filtration tankThe flow from the each individual settling tank i.e., the supernatant liquid is let into therespective Pre-Filtration Tank, which has a minimum 1.5 hours holding capacity. Thistank is provided to hold the treated effluent and give an even flow to the pressure sandfilter.Average flow : 6.25 m3/hrPeak factor : 2 m3/hrPeak flow : 12.5 m3/hrProvide min 1.5 hours holding capacity.Hence required volume of the tank : 18.75 m3

7. Pressure Sand Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.Flow : 150 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 7.5 m3/hrDia. of filter of 1 nos. : 980 mmProvide pressure sand filter of 980 mm dia. and 1200 mm HOS with sand as medialayer, under drain pipe, laterals face piping etc for each stream.

8. Activated Carbon Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.Flow : 150 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 7.5 m3/hrDia of filter of 1 nos. : 980 mmProvide Activated Carbon filter of 980 mm dia with granular Activated carbon as mediaand 1200 mm HOS with sand as media layer, under drain pipe, laterals face piping etc



for each stream.

9.Ultraviolet Disinfection:UV applied to low turbidity water is a highly effective means of disinfection. UV is notharmful to aquatic organisms in the receiving water. UV light kills viruses, Vegetative-and spore-forming bacteria, algae and yeasts. No chemicals are added to thewastewater to change the pH, conductivity, odor or taste to create possible toxiccompounds. UV treatment has a few moving parts to adjust or wear out.

10.Final Treated Water Holding TankIt is always preferred to provide one final holding tank of minimum one day holdingcapacity, so that the treated effluents can be stored and used back for gardening orother tertiary purposes.Capacity: 150 m3

11. Sludge Filter Press:The biomass in the aeration tank stabilizes BOD in wastewater by consuming theorganic matter in the wastewater. The metabolic activity results in growth of thebiomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank hasbeen provided with filter press for dewatering sludge. The filtrate drains off throughthe media, which is again let into equalization tank.The dewatered sludge is collected in trays, which can be used as manure in the garden.No. of plates : 24Size of plates : 600 mm X 600 mmPlate moc (material of construction) : PP (poly propline)Type of operation : HydraulicPower pack capacity : 2 HPThe biomass in the aeration tank stabilizes BOD in wastewater by consuming theorganic matter in the wastewater. The metabolic activity results in growth of thebiomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank hasbeen provided with filter press for dewatering sludge. The filtrate drains off throughthe media, which is again let into equalization tank. The dewatered sludge is collectedin trays, which can be used as manure in the garden.

Characteristics of Treated Waste waterParameter Quantity in mg/l

pH 7 – 8Total Suspended Solids 100BOD 30COD 100

Disposal of Treated Waste Water: The wastewater shall be treated and reused forflushing the toilets, on land irrigation and HVAC make up water requirement. Hence allthe recycled water is utilized completely and is considered as a zero discharge.



Fig 2.5 Sewage Treatment Flow Diagram

SEW

AG

E TR

EATM

ENT

PLA

NT

FLU

IDIZ

ED A

ERO

BIC

BIO

REA

CTO

R TE

CHN

OLO

GY

(FA

B)

Slud

geD

ewat

erin

gSy

stem

EQT

TAN

K

PSF

ACF

BarS

cree

n/ G

rit

Cham

ber

Raw

Sew

age

Ove

rflo

w

Filte

r Fee

dPu

mp

(1W

+1S)

Slud

geD

ispo

sal

SLU

DG

EH

OLD

ING

TA

NK

CLA

RIFI

EDW

ATER

TAN

K

FAB

REA

CTO

R(P

acka

ge u

nit)

TREA

TED

WAT

ERTA

NK

To R

euse

TUBE

Sett

lers UV



2.2.1.3 Solid Waste

Municipal Solid Waste CompositionIn India the biodegradable portion dominates the bulk of Municipal Solid Waste.Generally the biodegradable portion is mainly due to food and yard waste. The belowtable presents Composition of Municipal Solid Waste.

Table 2.9 Composition of Municipal Solid WasteType Composition (%) Solid waste in kg

Paper 8 62Plastics 9 70Metals 1 8Glass 1 8others 4 31Biodegradable 48 372Inerts 25 194Rags 4 31Total 100 775

Source: NSWAI - (National Solid Waste Association of India)

Design StageThe total number of people anticipated to stay in the project is in the range of 1000-2000. The anticipated solid waste/garbage is in the range of 300 g/head, and the totalgarbage will be in the order of 775 kg/day. The solid waste from the block is collectedthrough dumb waiter system and then collected at the block collection point and finallysent to the main collection point. The organic waste is treated in the waste converterand the inorganic waste is sent to the Municipal Management facility. The residents ofthe surrounding layouts are sending their solid waste through the SerilingampallyMunicipality appointed NGO for collection, which is nearer to the site. Government ofTelangana identified the Jawaharnagar Garbage disposal center for both Kukatpally andSerilingampally areas. The biodegradable garbage after segregation is composted andthe remaining waste is sent to the landfill in Jawaharnagar. The landfill site is yet toobtain clearance under Municipal solid waste rules of MoEF, GoI. The table 2.10presents the anticipated garbage quantity after occupation.

Table 2.10 Solid Waste Generation

Land Use No. ofUnits

No. of Persons/unit

Total No. ofPersons

Total Solid waste inKgs @ 0.5 kg/head

Residential 100 5 500 250Amenities 1 50 50 15Visitors 1 200 200 60Commercial 1500 1500 450

TOTAL 775



2.2.2 Construction StageThe sequence of construction operations and the approximate time requirement ispresented in the following table 2.11. The time schedule of the entire project isapproximately 18 months.

Table 2.11 Construction SequenceS.No Description of work

1 Clearing and Grubbing2 Leveling by way of cut and fill3 Foundation Excavation.4 Foundation PCC & Concrete & Plinth Beam.5 Column lifting up to GF Roof.6 1st floor slab reinforcement & shuttering & Concreting.7 Stair case slab8 1st floor column lifting up to 1st floor roof.9 1st floor roof shuttering, reinforcement & concreting.

10 Deshuttering of GF Roof & cleaning.11 Deshuttering of 1st Roof & cleaning.12 Brick work in GF floor.13 Brick work in 1st floor.14 Staircase up to terrace.15 Staircase headroom slab.

16Plumbing works (concealed works).Electrical conduit junction boxes & boardfixing.Plastering works.

a. Internal (GF & FF).

b. External (GF & FF).

17 Fixing of door & window frames.18 Plinth filling & floor PCC.19 Floor Tiling Works, bathroom, kitchen & platform works.20 Staircase stone works.21 Terrace waterproofing works.22 Parapet wall in terrace & miscellaneous works.23 Fixing of door & window shutters.24 Fixing of sanitary fittings.25 Electrical wiring & fixtures.26 Painting works.27 External development & compound wall.

The clearing and grubbing activity involves clearing of few trees and shrubs mainly asthe greenery is not disturbed in the layout plan. The cut and fill operation for the entirearea is presented in table 2.12. There is excess cut material which would be used forconstruction of roads and the purpose of aggregate for the construction purpose.



Table 2.12 Earth Work Quantities

S No Area Qty. of fill(m3)

Qty of cut(m3)

Surplus fill(m3)

Surplus cut(m3)

1 Site 14375 17968 ----- 3594

The cut material contains mainly granite stones, which is suitable for masonry works.The excess cut material in the order of 3594 m3 will be used for above purpose.

The construction of this magnitude would require huge quantities of constructionmaterials. The material requirement for the project is presented in table 2.13.

Table 2.13 Material Consumption per Total Units

Land Use BUA perunit in (m2)

ReadyMix

Concrete(m3)

Cement(bags)

Sand(m3)

Aggregate (m3)

Water(m3)

Brick(Nos) x1000

Reinforcement

steel (MT)

Total BUA 122009 50024 113469 47584 5246 29526 14153 2806Total 122009 50024 113469 47584 5246 29526 14153 2806

Thus aggregate requirement will be met from within the plant site. The lead distancefor various construction materials is presented in table 2.14.

Table 2.14 Lead Distance for Construction Materials

S.No Material Source Lead Distance(Km)

1Sand ROBOSAND and or Krishna or

Godavari river bed areaspermitted by Govt.

160 – 250

2 Aggregate With in the site 0 – 53 Cement Manufacturing units 150 – 2004 Reinforcement Steel SAIL/TATA god owns 5-105 Bricks Local suppliers/ Manufacturers 506 Plumbing Material Local suppliers 2 – 97 Electrical Material Local Suppliers 2 – 88 Sanitary Material Local suppliers 2 – 8

9 Flooring andPavement Tiles Manufacturers 50– 150

10 Paints Local Manufacturers 10 – 3011 Ready Mix Concrete Local Batch Plants 3 - 7

2.2.2.1 Water RequirementThe water required for this project is in the order of 30000 m3 for the entire projectimplementation period. The peak demand for water may be 200 m3/day, howevertypical daily consumption will be in the order of 100 m3/day. The required water will bedrawn from ground water sources. The project authorities explored the possibility ofusing treated wastewater to meet partial requirement of water and could not identify a



reliable source. The water supply and plumbing will be optimized and low waterconsuming faucets and flush tanks will be used to conserve water.

2.2.2.2 Construction DebrisThe construction debris consists of various types of materials. The construction debriswill be in both hazardous and non-hazardous categories. The hazardous debris consistsof empty containers of adhesives, thinners, paints, and petroleum products. Theseempty containers will be sold to authorized recyclers. The non hazardous wastescontain recyclable debris like iron and other metal, glass, plastics, cartons of paper,wood etc. These wastes will be sent for reuse/recycle. The waste percentage will be inthe order of 2%. Construction debris containing bricks, demolished RCC will be used forland filling in the place of sub grade.

2.2.2.3 PaintsAll the paints used in the premises will be ensured to have an albedo of at least 0.4 toincrease the reflectivity and reduce the heat dissipation and heat island effects.

2.2.2.4 Work Force:The labor/work force requirement is approximately 8000 man-days of various skilledand unskilled employees. Sufficient labor force and skilled employees are available, asHyderabad is a favorite destination of skilled employees and migrating people from therural areas. The peak labor force requirement will be in the order of 1000 people. Thelabor force will be provided with temporary toilet facilities connected to a septic tankfollowed by sewer linrs. The water requirement for the labor force will beapproximately 500 lt/day.

2.2.2.5 Material preparation and transportMost of the construction material except aggregate will be drawn from outside. Thematerial will be transported by trucks and the approximate number of truck trips are600. The material transport within the site will be facilitated by 5 no. of trippers.

2.2.3 OCCUPATION PHASEA number of facilities will be provided by M/s DSR Builders & Developers for theoccupants and the facilities are shown in table 2.15

Table 2.15 Amenities ProposedAmenity Nos. or Description

Sewage Treatment Plants 1Garbage Collection Bin 1DG Sets 3 X 1000 kVA + 2 X 500 kVAGreen area 1503.53 m2

The company shall operate the amenities like sewage treatment plant, DG sets. Themajor requirement of resource is for electricity and water. The electricity will be drawnfrom TRANSCO. Transformers will be provided to reduce voltage fluctuation and toprovide quality energy. The power requirement during operation phase is presented intable 2.16.



Table 2.16 Energy Consumption Statement

S.No DescriptionNo. ofUnits

Load inKW

TotalConnected

Load(KW)

TotalConnected

Load(kVA)

TotalMax

Demand(KVA)

1 Residential 100 6 600.0 750.0 750.02 Commercial 950 950.0 1187.5 1187.53 Street Lights 45 0.04 1.8 2.3 1.84 Amenities 100.7 125.9 100.75 STP 1 110 110.0 137.5 137.56 Lifts 8 15 120.0 150.0 150.0

TOTAL 1882.5 2353.1 2327.5Maximum demand in kw at 0.6 diversity factor 1129.5Consumption of power for 8 hours per day 9036.0Maximum demand in kw at 0.2 diversity factor 376.5Consumption of power for 16 hours per day 6024.0Total consumption of power per day 15060.0 KWTotal consumption of power per year 55.0 Lakh Units

Table 2.17 Energy Saving by using Solar Water Heater

S.No Description No. ofUnits

Powerallocated inwatts / unit

Total powerrequired in

(KW)1 Residential 80 2500 200

TOTAL 200Maximum demand in kw at 1 diversity factor 200Consumption of power for 2 hours per day 400Maximum demand in kw at 0.4 diversity factor 80Consumption of power for 2 hours per day 160Total consumption of power per day 560.0 KWTotal consumption of power per year 2.04 Lakh Units



Table 2.18 Energy Saving by using Solar Street Lights

S.No Description No. ofUnits



(KW)1 Street lights 15 40 0.6

TOTAL 0.6Maximum demand in kw at 0.6 diversity factor 0.4Consumption of power for 8 hours per day 3Maximum demand in kw at full load 1Consumption of power for 4 hours per day 2Total consumption of power per day 5.3 KWTotal consumption of power per year 0.02 Lakh Unitssaving with Solar Heater and Street Lighting 2.06 Lakh Units

Table 2.19 Electrical Power savings using CFL for lighting

S.No Description Area inm2



(KW)

1Residential &Commercial 78811 10 788

2 Common & Utilities 4966 2.5 12TOTAL 801

Maximum demand in kw at 0.9 diversity factor 720Consumption of power for 12 hours per day 8646Total consumption of power per day 8645.6 KWTotal consumption of power per year 31.56 Lakh UnitsSavings in power using CFL 9.47 Lakh Units

Table 2.20 Savings in Electrical Power Consumption – SUMMARY

S.No Description WithCFL/LED

With SolarHeater and

StreetLighting

TotalConsumptionin lakh units

Total Saving

1 Savings in lakhkwh units

9.47 2.0654.97

11.53

2 Savings inpercentage (%)

17.22 3.75 21.0

2.2.3.1 Domestic WaterThe domestic water will be drawn from HMWSSB and during non-availability Groundwater will be drawn and used to augment the supplies. The wastewater will be treatedand reused for gardening and flush tanks. Dual plumbing system is adopted to reuse thetreated wastewater for flushing. Dual plumbing system: Separate tank is provided tostore the treated water, the tank is at least 1 foot below the level of other tanks and a



distance of minimum 2 feet from the other water pipelines. Separate pipe system isprovided to pump the treated water for flushing. All the lines providing treated waterwill be colored blue. The excess treated water will be let out into the storm waterdrains.

2.2.3.2 Solid WasteThe solid wastes anticipated during occupation stage include garbage, sludge from STP,hazardous waste of used oils, and batteries from generators. The quantity of wastes ispresented in table 2.21.

Table 2.21 Solid Waste Generated during Occupation PhaseS.No Type of Waste Quantity Collection/storage Disposal

1 Garbage 775 kg/day

Segregation at source intobio-degradable, non bio-degradable and DomesticHazardous wastes. Disposalof recyclable waste toAuthorized Waste Pickers /Authorized Recyclers.Balance segregated wastegiven to Authorized Agencyof Local Body.

Municipalsolid wastedisposal

2SewageTreatmentPlant Sludge

7.5kg/day Stored in HDPE bags.

Used asmanure andor given tofarmers.

3 Used Batteries 8 nos. year

Sent toAuthorizedrecyclers orreturned toseller

4 Used Lubricant 175 l/year Stored in HDPE CarboySold toauthorizedrecyclers

5 TransformerOil 220 l/year Stored in HDPE Drum

Sold toTRANSCOauthorizedcontractors

6 e-waste Stored in go downs e-parisara

DSR THE FIRST & BN TECH SQUAREM/s DSR BUILDERS AND DEVELOPERS

SURVEY NO. 66/2, PANMAKTHA,SERILINGAMAPALLY, RANGA REDDY DISTRICT

Studies and Documentation by:M/s Team Labs and ConsultantsB-115 to 117 & 509, Annapurna Block,Aditya Enclave, Ameerpet,Hyderabad- 500 038Phone: 91-040-23748555/616Fax : 91-040-23748666e-mail: [email protected]

Documents

Conceptual Planenvironmentclearance.nic.in/writereaddata/FormB/TOR/PFR/...staircase pressurization shaft 3.43 x 1.22 SERVICE LIFT 2.51 x 2.13 FIRE2.06X1.52 FIRE 2.21 x 0.91 TOILET