BUCKINGHAM ENCLAVE SREE VIBHAVA ESTATES SURVEY NOS. 147/1, 159/5, 161/5, 161/5A, 162/5A, 162/5A(1), 163/A,163/B, & 164/B,IPPATAM, MANDAL, DISTRICT,

Conceptual Plan Residential Apartments Construction Project

Submitted By Studies & Documentation by M/s Sree Vibhava Estates M/s Team Labs and Consultants Sai Balaji Complex, next to Ramalayam, (An ISO Certified Organization) Gollapudi Bypass Road, B-115 - 117 & 509, Annapurna Block, 520012 Aditya Enclave, Ameerpet, Hyderabad- 500 038 Phone: 91-040-23748555/616 Fax : 91-040-23748666 e-mail: [email protected]

SUBMITTED TO STATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY, ANDHRA PRADESH GOVERNMENT OF Buckingham Enclave Environmental Impact Statement

CONCEPTUAL PLAN/PROJECT DESCRIPTION

M/s Sree Vibhava Estates proposes to construct Residential Apartments Construction Project at Ippatam, Mangalagiri Mandal, , Andhra Pradesh.

1.1 THE PROJECT LOCATION The project is envisaged to develop 6.60 hectares in Survey nos. 147/1, 159/5, 161/5, 161/5A, 162/5A, 162/5A(1), 163/A,163/B, & 164/B, Ippatam, Mangalagiri Mandal , Guntur district, Andhra Pradesh into Residential Apartments for various socio economic sectors. The project would cater to various market demands and needs of the people. The project site is surrounded by open lands in all the directions. A 12 m wide road in the west direction connecting NH - 5. The nearest railway station is the Kolanukonda Railway Station at a distance of 1.2 km.

1.2 PROJECT DESCRIPTION 1.2.1 DESIGN STAGE The design of the layout and the buildings is planned based on the low impact development principles; mixed type road network/circulation network, improved Hydrology, open area, rain water harvesting structures, sewage treatment plant, refuse segregation and recycling of treated water, energy conservation by adopting high efficiency lighting fixtures and equipments, use of renewable energy systems like solar energy systems etc., and water-efficient land scaping. The land allocation and the Built up areas proposed are presented in table 1.1.

It is proposed to provide 1091 Apartments units/Flats, 135 units/Flats for Service Apartments and 2 Amenities Block. The amenities proposed include DG sets and STP. The water requirement of the project during operation will be drawn from Mangalagiri . Dedicated Sewage treatment plant will be provided to treat wastewater. Water conservation measures will be incorporated in the plumbing designs. Water recycling/reuse will be adopted by way of using treated water for toilet flush systems with dual plumbing and green belt development. Runoff shall be managed by providing rain water harvesting pits to ensure post development runoff will be less than the pre development run off from the site. The required power will be drawn from the APTRANSCO and the energy requirement will be optimized by adopting energy conservation measures efficient design for lighting. Solar Energy will be used by providing solar water heaters and Solar Photo-Voltaic panels to cater to hot water requirements and electricity generation to the extent possible. DG sets shall be provided to meet emergency power requirements as a backup. The layout of the project site and typical floor plan of buildings is presented in fig. 1.1, 1.2 and fig 1.3 respectively.

C - 1 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

Table 1.1 Built Up Area Statement No of Total No of Total Site Total Built up Land Use Floors Units Area in m2 area (m2) Block - A 2C + G + 9 59 838.6 8475.4 Block - B 2C + G + 9 59 838.6 8475.4 Block - C 2C + G + 9 59 838.6 8475.4 Block - D 2C + G + 9 59 838.6 8475.4 Block - E 2C + G + 9 59 838.6 8475.4 Block - F 2C + G + 9 59 838.6 8475.4 Block - G 2C + G + 9 80 953.3 9487.5 Block - H 2C + G + 9 80 953.3 9487.5 Block - I 2C + G + 9 80 953.3 9487.5 Block - J 2C + G + 9 80 953.3 9487.5 Block - K 2C + G + 9 59 864.3 8727.2 Block - L 2C + G + 9 59 864.3 8727.2 Block - M 2C + G + 9 59 864.3 8727.2 Block - N 2C + G + 9 80 993.6 9860.4 Block - O 2C + G + 9 80 993.6 9860.4 Block - P 2C + G + 9 80 993.6 9860.4 Service Apartments C + G + 8 135 792.5 7775.5 Amenities Block - 1 C + G + 3 483.9 1945.1 Amenities Block - 2 2C + G + 3 574.2 2641.8 Green Area 6574.1 Road Area 20049.5 Open Area 21134.3 Road Widening Area 2017.8 Parking Cellar - 1 50610.1 Cellar - 2 19986.6 Total 1226 66044.6 227524.1

Circulation Plan: Ground Floor Driveway : 7.0 m No of cellar : 2 No. of Ramps : 6 Width of Ramp : 5.6 m Cellar Driveway : 6 m No. of Lifts : 48 Capacity of each Lift: 10 pax. Connecting Road : 12 m ROW

C - 2 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

Table 1.3 Generated Traffic Existing Existing Modified Modified Los volume, volume/ Additional Modified volume/ & Road PCU/hr Capacity volume Volume Capacity performance Vaddes waram 136 0.076 92 228 0.127 “A” Excellent road NH-5 2041 0.378 178 2219 0.411 “C” Good

Parking It is proposed to provide 2 cellar floors for parking. The parking provision follows the guidelines prescribed by FAR and Building policy of Andhra Pradesh. The number of parking spaces provided is presented in table 1.2. The cellar area shall have natural ventilation. The parking floor plans are presented in fig. 1.3.

Table 1.2 Parking Space Provision of the Project Floor No. of units 4 - Wheeler 2 - Wheeler Cellar - 1 661 182 1091 Cellar - 2 661 250 Total 1091 1322 432 Parking Details: Required Parking as per GO 168, Go AP & GO 119,Go 34524.0 AP Parking Provided 70596.7 45.0% Required Parking as per MoEF & NBC 546 Parking Provided 1322

C - 3 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement 12.80

Fig 1.1 Layout of project

52.06

18.80

2.00m WIDE GREEN BELT

164.28 210.65

DN RAMP DN FROM GROUND TO CELLAR-1 LENGTH : 27.10 m , SLOPE : 1 :8

9.00m WIDE DRIVE WAY

5.60

29.20 RAMP UP FROM CELLAR -1 TO GROUND LENGTH : 27.10 m , SLOPE : 1 :8 5.60 UP 2.00m WIDE GREEN BELT

12.00M WIDE APPROACH ROAD

10.29

ORGANISED OPEN 10.77 18.00 10.00 SPACE -1 SERVICE BLK 10.00

CELLARS+GROUND +8 FLOORS 22.25 BLOCK - P 10.00

95.91 2CELLARS+GROUND +9 FLOORS

VENITALATION VENITALATION DUCT DUCT VENITALATION VENITALATION DUCT DUCT 13.97 BLOCK - O

2CELLARS+GROUND +9 FLOORS 10.00 10.61 BLOCK - A DRIVEWAY 2CELLARS+GROUND +9 FLOORS

VENITALATION VENITALATION DUCT DUCT VENITALATION DUCT 9.00m WIDE9.00mWAY DRIVE VENITALATION VENITALATION 10.00 DUCT DUCT

DRIVEWAY BLOCK - N 2CELLARS+GROUND +9 FLOORS

VENITALATION DUCT VENITALATION 10.01 DUCT VENITALATION VENITALATION DUCT DUCT 9.00m WIDE9.00mWAY DRIVE

VENITALATION DUCT

VENITALATION VENITALATION 9.00m WIDE DRIVE WAY DUCT VENITALATION DUCT DUCT

11.22 10.00

DUCT 30.01 VENITALATION 74.68

UP DN VENITALATION VENITALATION DUCT DUCT VENITALATION

DUCT WIDE9.00mWAY DRIVE

3.50 9.00m WIDE9.00mWAY DRIVE 10.03 DUCT

11.06 VENITALATION

VENITALATION VENITALATION DUCT DUCT 2.00m WIDE GREEN BELT

10.00 VENITALATION VENITALATION

52.49 WIDE9.00mWAY DRIVE DUCT DUCT

DUCT BLOCK - B VENITALATION CELLAR+GROUND +9 FLOORS

10.00 10.00

VENITALATION VENITALATION DUCT DUCT WAY DRIVE WIDE 9.00m

53.23 2.00m WIDE GREEN BELT GREEN WIDE 2.00m 10.00 9.00m WIDE DRIVE WAY 10.00

10.00 10.00 30.01

SPACE -2

ORGANISED OPEN 10.00 VENITALATION VENITALATION DUCT DUCT

BLOCK - M

53.51 CELLAR+GROUND +9 FLOORS

VENITALATION VENITALATION 5.60 DUCT DUCT

VENITALATION VENITALATION DUCT DUCT BLOCK - C CELLAR+GROUND +9 FLOORS 9.00m WIDE9.00mWAY DRIVE 9.00m WIDE9.00mWAY DRIVE

73.48

VENITALATION VENITALATION WAY DRIVE WIDE 9.00m LENGTH : 27.33 m , SLOPE : 1 :8 DUCT DUCT

RAMP DN FROM GROUND TO CELLAR-1

DN 10.00 9.65

2.00m WIDE GREEN BELT 41.33 9.00m WIDE DRIVE WAY 9.86 10.00

10.65 UP 30.01

5.60

8.90

AMENITIES - 1 VENITALATION VENITALATION CELLAR+GROUND +3 FLOORS DUCT DUCT

BLOCK - D

LENGTH:8 1 :: 27.10 m , SLOPE CELLAR+GROUND +9 FLOORS RAMP GROUND UP FROMTO CELLAR-1

VENITALATION VENITALATION DUCT DUCT 9.00m WIDE9.00mWAY DRIVE

35.54

10.00 13.22

10.00 9.00m WIDE DRIVE WAY 10.00

104.44 10.00

VENITALATION VENITALATION DUCT DUCT

VENITALATION VENITALATIONVOID ABOVE DUCT DUCT BLOCK - L CELLAR+GROUND +9 FLOORS ORGANISED OPEN SPACE -3 BLOCK - E CELLAR+GROUND +9 FLOORS

VENITALATION VENITALATION DUCT DUCT VENITALATION VENITALATION 9.00m WIDE9.00mWAY DRIVE DUCT DUCT

9.00mWIDE DRIVEWAY 9.00m WIDE DRIVE WAY

10.00

30.00

10.00 9.00m WIDE DRIVE WAY 11.07

10.00 10.00

90.78

10.71

AMENITIES - 2 15.69 VENITALATION VENITALATION DUCT DUCT 2 CELLAR+GROUND +3 FLOORS VENITALATION VENITALATION DUCT DUCT

BLOCK - K 4.60 CELLAR+GROUND +9 FLOORS BLOCK - F 2.00m WIDE GREEN BELT CELLAR+GROUND +9 FLOORS

VENITALATION VENITALATION VENITALATION VENITALATION DUCT DUCT DUCT DUCT 54.68 LENGTH:8 1 :: 27.10 m , SLOPE RAMP GROUND UP FROMTO CELLAR-1 10.49

30.01

9.00m WIDE DRIVE WAY 9.00m WIDE DRIVE WAY 11.45 10.00 10.00 10.00 10.10 30.01

34.82

VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION DUCT DUCT DUCT DUCT DUCT DUCT DUCT DUCT

BLOCK - J BLOCK - I BLOCK - H BLOCK - G DN CELLAR+GROUND +9 FLOORS CELLAR+GROUND +9 FLOORS CELLAR+GROUND +9 FLOORS CELLAR+GROUND +9 FLOORS DUCT DUCT DUCT DUCT VENITALATION VENITALATION VENITALATION VENITALATION

5.60

2.00m WIDE GREEN BELT DUCT DUCT 9.00m WIDE9.00mWAY DRIVE DUCT DUCT 9.00m WIDE9.00mWAY DRIVE 9.00m WIDE9.00mWAY DRIVE 9.00m WIDE9.00mWAY DRIVE VENITALATION VENITALATION VENITALATION VENITALATION

66.60

VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION VENITALATION DUCT DUCT DUCT DUCT DUCT DUCT DUCT LENGTH:8 1 :: 29.60 m , SLOPE RAMP DOWN CELLAR-1 FROM TO GROUND DUCT DUCT DUCT DUCT VENITALATION VENITALATION VENITALATION VENITALATION

9.00mWIDE DRIVEWAY

10.00 10.00 10.00 35.21

ORGANISED OPEN 10.00 ORGANISED OPEN SPACE -4 11.50 SPACE -5

9.00m WIDE DRIVE WAY 10.00 10.38 10.86 11.43

2.00m WIDE GREEN BELT 2.00m WIDE GREEN BELT 85.34 66.91 35.70

C - 4 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

Fig1.2 Floor Plans

PHE SHAFT PHE SHAFT 1100x450 1100x450 11.03m 5.28m B 10.18m 11.03m 5.28m 10.18m AC UNITS PHE PHE AC UNITS AC UNITS PHE PHE AC UNITS W2 V SHAFT V W1 W1 SHAFT V W2 W2 V SHAFT V W1 W1 SHAFT V W2

TOILET TOILET 1.22x2.74 TOILET TOILET 1.22x2.74 TOILET TOILET BED ROOM 1.68x2.13 1.87x2.13 BED ROOM BED ROOM 1.68x2.13 1.87x2.13 BED ROOM D1 BED ROOM D1 BED ROOM 3.66x3.35 BED ROOM 3.66x3.35 3.66x3.35 BED ROOM 3.66x3.35 3.66x3.35 2.97m 3.96x3.35 3.66x3.35 2.97m 3.96x3.35 D1 D1 D1 D1 W3 W3 W3 W3 W4 W4 W4 W4 D D D D

D D D D POOJA PD POOJA PD V V POOJA V POOJA V 1.64x1.03PD MD 2.44m WIDE CORRIDOR 5 MD 1.64x1.03 1.64x1.03PD MD 2.44m WIDE CORRIDOR 5 MD 1.64x1.03

4 BRW- SHAFT 4 BRW- SHAFT DINING DRAWING DRAWING DINING DINING DRAWING DRAWING DINING 4.86x3.66 4.08x3.66 4.08x3.66 4.01x3.66 4.86x3.66 4.08x3.66 4.08x3.66 4.01x3.66 W W W W COMM. COMM. W1 W1 11.36m 11.36m 11.36m SHAFT 11.36m SHAFT

2.40x1.55 SD 2.40x1.55 2.40x1.64 BALCONY 2.40x1.64 BALCONY BALCONY D1 D1 BALCONY D1 SDD1 BRW- SHAFT BRW- SHAFT ELEC. F/P.LIFT ELEC. F/P.LIFT D SHAFT D SHAFT

D KW1 D KW1 2.00X2.60 KITCHEN 2.00X2.60 KITCHEN W2 KITCHEN W2 KITCHEN 3.66x2.44 3.66x2.44 M.BED ROOM 3.66x2.44 M.BED ROOM 3.66x2.44 FRD TOILET TOILET 4.88x3.66 M.BED ROOM 1.56x2.44 4.88x3.66 M.BED ROOM 1.56x2.44 FRD KW LOBBY 4.27x3.66 KW1 KW LOBBY 4.27x3.66 KW1 D1 D1 D1 D1 D1 D1 PHE SHAFT 3.05x2.44 D1 PHE SHAFT PHE SHAFT 3.05x2.44 D1 PHE SHAFT TOILET TOILET 1.80x2.44 1.34m WIDE UTILITY REQUIRED 1.34m WIDE UTILITY 1.80x2.44 1.34m WIDE UTILITY REQUIRED 1.34m WIDE UTILITY FRD FHC FHC 1620 1620 PHE PHE PHE FRD PHE SHAFT SHAFT V SHAFT SHAFT V 10.80m W3 VAC UNITS 730 shaft W3 W3 10.80m W3 VAC UNITS 730 shaft W3 W3 AC UNITS 9.95m AC UNITS 9.95m T : 0.30m T : 0.30m R : 0.15m R : 0.15m W2 W2

3.05m FRD UP W : 1.53m 3.05m 3.05m DN UP W : 1.53m 3.05m AC UNITS 2.00m WIDECORRIDOR AC UNITS AC UNITS 2.00m WIDECORRIDOR AC UNITS PHE DN PHE PHE PHE 9.35m W4 V SHAFT W1 W1 SHAFT V W4 9.35m 9.35m W4 V SHAFT W1 W1 SHAFT V W4 9.35m

TOILET TOILET 1.88x1.83 1.88x1.83 TOILET BED ROOM

EXTERNAL BED ROOM 1.88x1.83 BED ROOM BED ROOM STAIRCASE EXTERNAL

BED ROOM STAIRCASE BED ROOM 9.94m 3.35x3.05 3.35x3.05 3.35x3.05 3.66x3.05 D1 D1 3.66x3.05 1.53m D1 3.66x3.05 1.53m

A W2 A A A W2 D D W2 D D D D W2

POOJA 3 POOJA 3

V V PD POOJA V 1.64x1.02 1.64x1.02 UP 1.63x1.02 MD MD 6 MD DRAWING ENTRANCE DINING DINING 3.78x3.05 DINING BRW- SHAFT

2.62m WIDE CORRIDOR MD 2.62m WIDE CORRIDOR LOUNGE 3.71x3.05 DRAWING 3.71x3.05 DRAWING 3.71x3.05

W2a 9.12x9.47 W2a W2a 9.93m 9.93m 9.94m

3.78x3.05 W3 3.78x3.05 W3 W3 D1 D1 D1

1.83x1.64 1.83x1.64 SD SD 1.83x1.64 BRW- BALCONY SHAFT BRW- BALCONY SHAFT BALCONY D D PH PH RAMP W4 D KW1 KITCHEN ENTRANCE KITCHEN KITCHEN W2 P.LIFT W2 P.LIFT 3.35x2.13 3.35x2.13 3.35x2.13 2.00x2.00 UP 2.00x2.00 M.BED ROOM D1 LOBBY D1 LOBBY 3.66x3.14 D1 M.BED ROOM KW 2.60x4.23 M.BED ROOM KW 2.60x4.23 KW1 3.66x3.14 D1 3.66x3.14 D1 D1 TOILET PHE SHAFT TOILET PHE SHAFT TOILET PHE SHAFT 1.88x2.00 1.88x2.00 1.13m W UTILITY P.LIFT 1.88x2.00 1.13m W UTILITY P.LIFT 1.13m W UTILITY

PHE PHE PHE PHE SHAFT V SHAFT SHAFT V SHAFT 9.35m W4 V AC UNITS 2.00x2.00 W4 W4 AC UNITS 9.35m 9.35m W4 V AC UNITS 2.00x2.00 W4 W4 AC UNITS 9.35m 1160 1160 730 REQUIRED FRD 730 REQUIRED FHC T : 0.30m FHC T : 0.30m CUTOUT CUTOUT FOR RISING FOR RISING FRD MAIN MAIN W2 R : 0.15m W2 R : 0.15m 3.06m 3.05m 3.05m 3.05m 3.05m ELEC. FRD UP W : 1.53m 3.06m ELEC. DN UP W : 1.53m PANEL ROOM PANEL ROOM METERING AC UNITS 9.95m METERING AC UNITS 9.95m AC UNITS PHE PHE AC UNITS PHE PHE W2 V SHAFT V 10.80m DN W1 SHAFT V W2 W2 V SHAFT V 10.80m W1 SHAFT V W2

W3 W3 TOILET TOILET 1.22x2.74 TOILET TOILET 1.22x2.74 TOILET TOILET BED ROOM 1.68x2.13 1.87x2.13 BED ROOM BED ROOM 1.68x2.13 1.87x2.13 BED ROOM D1 BED ROOM D1 BED ROOM 3.66x3.35 BED ROOM 3.66x3.35 3.66x3.35 INTERNAL BED ROOM 3.66x3.35 STAIRCASE 3.66x3.35 INTERNAL 3.66x3.35 STAIRCASE 3.96x3.35 3.96x3.35 D1 1.53m D1 D1 1.53m D1 2.00m WIDECORRIDOR 2.00m WIDECORRIDOR W4 W4 W4 W4 D D D D

D D D D AC AC POOJA PD POOJA PD V V POOJA V POOJA V 1.64x1.03PD 4 1 1.64x1.03 1.64x1.03PD 4 1 1.64x1.03 MD 2.00m W CORRIDOR MD MD 2.00m W CORRIDOR MD DRAWING BRW- SHAFT DRAWING BRW- SHAFT DRAWING DRAWING DINING 4.08x3.66 DINING DINING 4.08x3.66 DINING 4.86x3.66 4.08x3.66 4.01x3.66 4.86x3.66 4.08x3.66 4.01x3.66 W W W W 11.35m 11.36m 11.35m 11.36m SD 2.40x1.64 2.40x1.64 W2 W2 W2 W2 BALCONY BALCONY 2.40x1.55 SD 2.40x1.55 D1 D1 BALCONY D1 D1 BALCONY BRW- SHAFT BRW- SHAFT

D D D D KW1 KW1 KITCHEN KW1 KITCHEN KW1

W2 KITCHEN W2 KITCHEN

W2 3.66x2.44 W2 3.66x2.44 M.BED ROOM 3.66x2.44 TOILET M.BED ROOM 3.66x2.44 TOILET 4.88x3.66 5.44m M.BED ROOM 1.56x2.44 4.88x3.66 5.44m M.BED ROOM 1.56x2.44 KW 4.27x3.66 KW1 KW 4.27x3.66 KW1 D1 D1 D1 D1 D1 PHE SHAFT D1 PHE SHAFT D1 PHE SHAFT D1 PHE SHAFT TOILET TOILET 1.80x2.44 1.34m WIDE UTILITY 1.34m WIDE UTILITY 1.80x2.44 1.34m WIDE UTILITY 1.34m WIDE UTILITY

PHE PHE V PHE PHE V W3 SHAFT V W3 SHAFT W3 SHAFT V W3 SHAFT 11.03m AC UNITS 5.28m 10.18m AC UNITS 11.03m AC UNITS 5.28m 10.18m AC UNITS B B GROUND FLOOR PLAN FIRST FLOOR PLAN

L.M.R L.M.R L.M.R 2.50m STAIRCASE S.H.R S.H.R 4.00m HEAD ROOM 2.50

TERRACE FLOOR TERRACE FLOOR 1.50m 1.00 OPEN TERRACE OPEN TERRACE OPEN TERRACE OPEN TERRACE OPEN TERRACE 1.00 2.95 2.95

9th FLOOR 9th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

8th FLOOR 8th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

7th FLOOR 7th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

6th FLOOR 6th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

5th FLOOR 5th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 29.95 29.95 2.95 2.95

4th FLOOR 4th FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

3rd FLOOR 3rd FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

2nd FLOOR 2nd FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

1st FLOOR 1st FLOOR BED ROOM TOILET DRAWING CORRIDOR BED ROOM TOILET BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING BED ROOM M.BED ROOM DRAWING DRAWING 2.95 2.95

GROUND FLOOR GROUND FLOOR BED ROOM TOILET DRAWING CORRIDOR ENTRANCE LOUNGE M.BED ROOM DRAWING BED ROOM ENTRANCE LOUNGE M.BED ROOM DRAWING DRAWING G.Lvl G.Lvl G.Lvl G.Lvl 0.45 0.45 3.50 3.95 3.95 3.50

CELLAR -1 CELLAR -1 CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING 3.15 3.15

CELLAR -2 CELLAR -2 CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING CAR PARKING SECTION AT 'A-A' SECTION AT 'B-B'

C - 5 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

Fig1.3 Parking Floor Plans

C - 6 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

1.2.1.1 Storm water drains: Conservation of water resource is most important aspect of the project during construction and occupation phases. Storm water drainage planning, domestic water planning and sewerage transfer and sewage treatment planning are critical aspects of construction and occupation stages of housing projects.

Storm water drains will be provided along the roads to meet the expected increase in the runoff during rainy seasons due to the impervious nature of the roads and other paved areas. The site is uneven and it is proposed to maintain the levels as much as possible, hence storm water let outs from the site are anticipated. The expected runoff is calculated for the design of the storm water runoff and presented in following table.

CALCULATION FOR STORM WATER DRAIN: (a) With out project: Area of Catchment, ‘A’ : 6.6045 Ha Run off Coefficient, ‘C’ : 0.6 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q : 0.440 m3/sec

(b) With project: : Area for catchment for roof and road : 3.834 Ha

Area of Catchment, ‘A’ : 3.834 Ha Run off Coefficient, ‘C’ : 0.9 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q = : 0.383 m3/sec

Area for catchment for open areas : 2.771 Ha Run off Coefficient, ‘C’ : 0.6 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q = : 0.185 m3/sec Total Discharge : 0.568 m3/sec But, 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 : 0.095 m2 Taking depth of drain as 0.6 m at the starting point : 0.6 Width of drain = Area/depth = 0.158 m 158 mm

Width of the drain is to taken 160 mm and depth varies according to the slope of ground.

C - 7 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

Table 1.4 Strom Water Runoff Vol./hr Vol./hr(KL Differenc (KL) Area in ) after e in Land Use before Remarks Hectares developm Discharg developm ent C=0.8 es ent C=0.6 Harvested in 2 nos. of Roof Area 1.63 520.6 390.5 130.2 Storm water storage sumps of capacity 200 m3 each. Road Area 2.21 706.2 529.6 176.5 17 nos. of RWH pits are provided of size Open Area 2.77 332.5 665.0 -332.5 1.5m x 1.5m x 2.0 m TOTAL 6.60 -25.8 * C=0.3 after development of greenery

Typical drawings of intermediate rainwater harvesting pits is presented in Figure 1.4

Fig 1.4 Rainwater Harvesting Structure

C - 8 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

1.2.1.2 Domestic Water: It is proposed to draw domestic water from the Mangalagiri Municipality to mitigate the drinking water demand, which has been encouraging bulk consumers. The water shortage if any during summer season will be drawn from ground water sources. During the project operational stage the water demand shall be sourced bulk supplies from Mangalagiri Municipality. The water requirement of the project during occupation stage is in the order of 823.6 KLD. The water requirement for the project during the occupation stage is presented in table 1.5. The water savings for the project is presented in table 1.6.

Table 1.5 Water Requirement of the Project No. of Water Total Water No. of Land Use Persons/ requirement per Requirement Units unit person in l * in KLD Block A to P 1091 5 135 736.4 Service Apartments 135 2 135 36.5 Amenities 2 200 45 18.0 Visitors 2 15 32.7 TOTAL 823.6 *Water requirement as per NBC

Table 1.6 Water Savings Proposed Treated Effective No. of Water No. of water Water Land Use Persons/ Requirement Units reuse/day Requirement unit / KLD Klpcd in KLD Block A to P 1091 5 736.4 245.5 491.0 Service Apartments 135 2 36.5 12.2 24.3 Amenities 2 200 18.0 8.0 10.0 Visitors 2 32.7 21.8 10.9 TOTAL 823.6 287.4 536.2 Note: Treated water reuse assumed @ 45l/head for Housing, and @ 20 l/head in amenities.

Approximately 287.4 Kl/day water will be saved by adopting recycling of treated water in the toilet flush. The effective water consumption is reduced by 287.4 Kl/day and the requirement will be in the order of 536.2 Kl/day. The water balance of the project during occupation stage is tabulated in table 1.6

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Table 1.7 Water Balance during occupation stage Input KLD Output KLD Domestic water from Excess treated water will be sent to Mangaligiri Municipality 536.2 open drains/greenery in the 354.9 surrounding areas Recycled water 287.4 Recycled water 287.4 Water requirement for green belt during non monsoon 16.5 Losses approx 20% 164.7 Total 823.6 Total 823.6

The water used in the order of 823.6 KL/day would generate 658.9 KL/day of wastewater, which has to be treated for reuse and or disposal. The effluent characteristics of wastewater are presented in table 2.8.

Sewage treatment plant based on Fluidized Aerobic Bio Reactor (FAB) technology PROCESS DESCRIPTION: The raw sewage will be collected in a collection sump and pumped to mechanical bar screen chamber for removal of large floating matter followed by grit removal in Grit Chamber. The raw sewage will then be collected in an equalization tank for homogenization of hydraulic load. The tank contents will be kept in suspension by means of course bubble serration through pipe grid. The equalization tank, with air flow indicator for continuous monitoring of air supply to the tank in order to avoid septic conditions, will be covered from top (RCC or FRP) to avoid nuisance. The equalized effluent will then be pumped to two Fluidized Aerobic Bio Reactors (FAB) in series where BOD/COD reduction can be achieved by virtue of aerobic microbial activities. 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 stream Tube Settler. The clear supernatant will gravitate to the chlorine contact tank where sodium 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 be collected in a sludge sump and then pumped to sludge drying bed for de watering. The dried sludge will then be disposed off suitably as manure. The schematics of the process are shown. The two main components of the treatment system viz. The FAB reactor 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 a lot of monitoring. Scarcity of open space and rising land a power costs have forced the industries to look out for space saving, compact and efficient treatment options. This has led to the development attached growth processes where the bio mass is retained within the aeration tank obviating the need for recycle. These plants are not only compact 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 specific biofilm surface area culminated in the most advanced technology of aerobic biological fluidized bed treatment where the biofilm (biomass) grows on small carrier elements

C - 10 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement that move along with the water in the reactor. The movement is normally caused by aeration in the aerobic version of the reactor. The reactor combines all the advantages and best features of Trickling filters, Rotating biological contractors, activated sludge process and submerged fixed film reactors while eliminating the drawbacks of these systems. The plants are more compact and more energy efficient.

The Fluidized Aerobic Bio Reactor (FAB) consists of a tank in any shape filled up with small carrier elements. The elements are made up of special grade PVC or polypropylene 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 biomass such that they can fluidize using an aeration device. A biofilm develops on the elements, which move along the effluent in the reactor. The movement within the reactor is generated by providing aeration with the help of diffusers placed at the bottom of the reactor. Then thin biofilm on the elements enables the bacteria to act upon the biodegradable matter in the effluent and reduce the BOD/COD content in the presence of oxygen available from the air that is used for fluidization.

Table 1.8 Characteristics of Waste water Parameter Quantity in mg/l PH 6 – 7 Total Suspended Solids 300 BOD 150 COD 350

Design of the unit Basic data Flow : 648.0 KLD Capacity : 800 m3 Peak factor : 3.5 Peak flow Q peak : 2940 m3/day Influent BOD : 200 mg/lit Influent Suspended Solids : 200 mg/lit Influent COD : 350 mg/lit Effluent BOD : 30 mg/lit Effluent COD : 200 mg/lit Effluent Suspended Solids : 100 mg/lit

1. Bar Screen Chamber Average flow : 0.0097 m3/sec Peak factor : 3.5 Peak flow : 0.035 m3/sec Velocity at peak flow : 0.75 m/Sec Effective area of screen Required

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At average flow : 0.032 m2 At Peak flow : 0.046 m2 Provide Effective area of screen : 0.046 m2 Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b) Overall area required : 0.069 m2 Considering screen depth as : 0.5 m Number of clear spacing : 2.3 Number of bars : 3 Consider 5 Nos. Hence Provide 5 bars Provide a screen of 0.5 m X 0.5 m at an inclination of sin 600. In a screen channel of one meter (1 m) length.

2. Grit Chamber : The flow from the bar screen chamber is let into the Grit Chamber of minimum 2 hours capacity. This tank is provided to even out the flow variation, and to provide a continuous feed into the secondary biological treatment units. Peak flow Q : 0.0142 m3/sec Providing a flow through velocity of 0.30 m/sec Cross sectional area of Channel (0.0142/0.3) : 0.047 m2 Surface area of channel (0.0142/0.013) : 1.092 m2 Assuming depth d : 0.2 m Width of channel (0.047/0.2) : 0.235 m (say 0.2m) Length of channel (1.092/0.24) : 4.55 m (say 4.6 m) Provide two channels each of 0.2 m wide and 4.6 m long with depth of waste water 0.2 m.

3. Equalization tank: The flow from the bar screen chamber is let into the equalization tank of minimum 2hours capacity. This tank is provided to even out the flow variation, and to provide a continuous feed into the secondary biological treatment units. Average flow : 35 m3/hr Peak factor : 3.5 Peak flow : 122.5 m3/hr Hydraulic retention tank = 2 hrs at Peak flow Hence required volume of the tank : 245 m3 Provide tank of : 245 m3 Capacity Assuming depth : 3 m Area : 81.6 m2 Assuming length to width ratio (1:1) ; l=b length of the tank : 9.0 m width of the tank : 9.0 m

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Air required for agitation : 0.01 m3/ m2 min Total air required : 147 m3/hr Air blower required : 150 m3/hr @ 3.8 mwc Effluent transfer pump : 35 m3/hr @ 8 mwc

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

The micro-organisms attached to media are kept in a fluid state thereby maintaining the CSTR (continuous Stirrer tank reactor) regime as well as two tanks are provided in series making the plug – flow system. This will enhance the efficiencies and have the merits of both CSTR and plug-flow regimes. Organic loading rate : 3.2 kg BOD/ m3 d Organic load : 168 kg/day Volume of the tank : 52.5 m3 Assume the depth : 5 m No. of tanks in series : 2 Size of the tank : 3.6 m dia. x 5.0 SWD Specific gravity of media : 0.92 to 0.96 Specific surface area of media : 350 – 520 m2 /m3 Media filling : 30 – 50 % of tank volume Oxygen required : 2 kg / kg BOD Oxygen in air : 23% Specific gravity of air @ 30 deg. : 1.65 Aeration : Coarse bubble Oxygen transfer efficiency : 12% Air required : 217.7 m3/hr Air blower required : 250 m3/hr @ 6.5 m wc

5.Tube settler Surface loading rate : 48 m2 /m3 d Surface area required : 17.5 m2 3.0 m x 6.0 m x 2.7 m SWD With Tank size : 55 deg. 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 Hexagonal

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Hydraulic radius : 1/61 cm (1.5 cm) Shape factor : 0.6 – 0.7 for media settleable solids

6. Pre Filtration tank The flow from the each individual settling tank i.e., the supernatant liquid is let into the respective Pre-Filtration Tank, which has a minimum 1.5 hours holding capacity. This tank is provided to hold the treated effluent and give an even flow to the pressure sand filter. Average flow : 35 m3/hr Peak factor : 2 m3/hr Peak flow : 70 m3/hr Provide min 1.5 hours holding capacity. Hence required volume of the tank : 105 m3

7. Pressure Sand Filter: Vertical down flow type with graded/sand bed under drain plate with polysterene strains. Flow : 800 m3/day Rate of filtration assumed as : 10 m3/m2/hr Requirement of treated water for usage in 20 hrs : 42 m3/hr Dia. of filter of 1 nos. : 2350 mm Provide pressure sand filter of 2350 mm dia. and 2500 mm HOS with sand as media layer, 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 polysterene strains. Flow : 800 m3/day Rate of filtration assumed as : 10 m3/m2/hr Requirement of treated water for usage in 20 hrs : 42 m3/hr Dia of filter of 1 nos. : 2350 mm Provide Activated Carbon filter of 2300 mm dia with granular Activated carbon as media and 2500 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 not harmful to aquatic organisms in the receiving water. UV light kills viruses, Vegetative- and spore-forming bacteria, algae and yeasts. No chemicals are added to the wastewater to change the pH, conductivity, odor or taste to create possible toxic compounds. UV treatment has a few moving parts to adjust or wear out.

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10.Final Treated Water Holding Tank It is always preferred to provide one final holding tank of minimum one day holding capacity, so that the treated effluents can be stored and used back for gardening or other tertiary purposes. Capacity: 800 m3

11. Sludge Filter Press: The biomass in the aeration tank stabilizes BOD in wastewater by consuming the organic matter in the wastewater. The metabolic activity results in growth of the biomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank has been provided with filter press for dewatering sludge. The filtrate drains off through the 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 : 24 Size of plates : 600 mm X 600 mm Plate moc (material of construction) : PP (poly propline) Type of operation : Hydraulic Power pack capacity : 2 HP

The biomass in the aeration tank stabilizes BOD in wastewater by consuming the organic matter in the wastewater. The metabolic activity results in growth of the biomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank has been provided with filter press for dewatering sludge. The filtrate drains off through the media, which is again let into equalization tank. The dewatered sludge is collected in trays, which can be used as manure in the garden.

Characteristics of Treated Waste water Parameter Quantity in mg/l PH 7.3 Total Suspended Solids 20 BOD 10 COD 50

Disposal of Treated Waste Water: It is proposed to reuse the treated wastewater for green belt development and for toilet flushing. Excess treated water shall be utilized for development of greenery in the surrounding areas.

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Fig 1.5 Sewage Treatment Flow Diagram 18 Pump (1W+1S) Filter Feed Filter To Reuse To TANK WATER PSF CLARIFIED Overflow ACF UV TREATED WATER TANK TUBE Settlers Dewatering Sludge SLUDGE Disposal System HOLDING TANK HOLDING FAB REACTOR FAB (Package unit) (Package Sludge SEWAGE TREATMENT PLANT TREATMENT SEWAGE EQT TANK FLUIDIZED AEROBIC BIO REACTOR TECHNOLOGY (FAB) TECHNOLOGY BIOREACTOR AEROBIC FLUIDIZED Screen/ Grit Screen/ Chamber Bar Raw Sewage Raw

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1.2.1.3 Solid Waste Municipal Solid Waste Composition In India the biodegradable portion dominates the bulk of Municipal Solid Waste. Generally the biodegradable portion is mainly due to food and yard waste. The table 1.9 presents Composition of Municipal Solid Waste.

Table 1.9 Composition of Municipal Solid Waste Type Composition (%) Solid waste in kg Paper 8 291 Plastics 9 327 Metals 1 36 Glass 1 36 others 4 145 Biodegradable 48 1746 Inerts 25 909 Rags 4 145 Total 100 3637 (Source: NSWAI- National Solid Waste Association of India estimate)

Design Stage The total number of people anticipated to stay in the housing project is in the range of 8000 – 8500. The anticipated solid waste/garbage is in the range of 500 g/head, and the total garbage will be in the order of 3637 kg/day. The present practice is to collect the garbage from each house using the services of NGO’s and send it to the segregation point by cycle-rickshaws. The biodegradable garbage after segregation is composted at the segregation point and the remaining waste is sent to the landfill. The landfill site is yet to obtain clearance under Municipal solid waste rules of MoE&F, GOI. The table 1.10 presents the anticipated garbage quantity after occupation. The responsibility of garbage collection and disposal lies with the Mangalagiri Municipality, however the project authorities propose to educate the residents to segregate the waste at source before disposal.

Table 1.10 Solid Waste Generation No. of No. of Persons/ Total No. Total Solid waste in Land Use Units unit of Persons Kgs @ 0.5 kg/head Block A to P 1091 5 5455 2728 Service Apartments 135 2 270 135 Amenities 2 200 400 120 Visitors 2 2182 655 TOTAL 3637

1.2.2 CONSTRUCTION STAGE The sequence of construction operations and the approximate time requirement is presented in the following table 1.11. The construction sequence is for the flats construction. The time schedule of the entire project is approximately 48 months.

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Table 1.11Construction Sequence S.No Description of work 1 Clearing and Grubbing 2 Leveling by way of cut and fill 3 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 slab 8 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. 16 Plumbing works (concealed works). Electrical conduit junction boxes & board fixing. Internal (GF & FF) Plastering works. External (GF & FF) 17 Fixing of door & window frames. 18 Plinth filling & floor PCC. 19 Floor Tiling Works, Bath Room, 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 cut and fill operation for the entire area is presented in table 1.12There is excess cut material which would be used for the purpose of aggregate for the construction purpose.

Table 1.12 Earth Work Quantities Surplus S No Area Qty of fill (m3) Qty of cut (m3) Surplus Cut(m3) Fill(m3) 1 Site 52836 52836 ------

The cut material contains mainly granite stones, which is suitable for aggregate purpose. The excess cut material will be used for the purpose of aggregate for RCC and dust for flooring. The construction of this magnitude would require huge quantities of construction materials. The material requirement for the project is presented in table 1.13.

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Table 1.13 Material Consumption for Total Built Up area Total Total Total Total BUA per Total Total Total Reinfor Ready Mix Aggr Bricks Units unit in Cement Sand Water cement Concrete egate (Nos) x (m2) (bags) (m3) (m3) Steel (m3) (m3) 1000 (MT) Total BUA 227524 93285 211597 88734 9784 55061 26393 5233 Total 227524 93285 211597 88734 9784 55061 26393 5233

Thus aggregate requirement will be met from within the Local Market. The lead distance for various construction materials is presented in table 1.14.

Table 1.14Lead Distance for Construction Materials S.No Material Source Lead Distance (Km) Sand ROBOSAND and or Krishna 1 river bed areas permitted by 30– 45 Govt. of Andhra Pradesh 2 Aggregate From quarries 20-30 3 Cement Manufacturing units 50–100 4 Reinforcement Steel SAIL/TATA godowns 5 5 Bricks Local Suppliers 10 -20 6 Plumbing Material Local suppliers 2 – 7 7 Electrical Material Local Suppliers 2 – 7 8 Sanitary Material Local suppliers 2 – 7 Flooring and Manufacturers 9 50– 150 Pavement Tiles 10 Paints Local Manufacturers 50 - 250 11 Ready Mix Concrete Local Batching Plants 5 – 10

1.2.2.1 Water Requirement The water required for this project is in the order of 55061 cum for the entire project implementation period. The peak demand for water may be 200m3/day, however typical daily consumption will be in the order of 100m3/day. The required water will be drawn from ground water sources/bulk suppliers/municipal tankers The water supply and plumbing will be optimized and low water consuming faucets and flush tanks will be used to conserve water.

1.2.2.2 Construction Debris The construction debris consists of various types of materials. The construction debris will be in both hazardous and non hazardous categories. The hazardous debris consists of empty containers of adhesives, thinners, paints, petroleum products. These empty containers will be sold to authorized recyclers. The non hazardous wastes contain 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 in the order of 2%. Construction debris containing bricks, will be used for land grading/ in the place of subgrade. C - 19 Team Labs and Consultants Buckingham Enclave Environmental Impact Statement

1.2.2.3 Paints All the paints used in the premises will be ensured to have an albedo of at least 0.4 to increase the reflectivity and reduce the heat dissipation and heat island effects.

1.2.2.4 Work Force: The labor/work force requirement is approximately 15000 man days of various skilled and unskilled employees. Sufficient labor force and skilled employees are available from the rural areas. The peak labor force requirement will be in the order of 100 people and some of the labor force will be provided with temporary accommodation within the site. The labor force will be provided with a temporary toilet facilities connected to a septic tank followed by soak pit. The labor accommodation will provide accommodation to about 20 families. The water requirement for the labor force will be approximately 5000 lt/day.

1.2.2.5 Material preparation and transport Most of the construction material including aggregate will be drawn from outside. The material will be transported by trucks and the approximate number of truck trips are200. The material transport within the site will be facilitated by required number of tippers. All grades of concrete will be procured from RMC suppliers. No stone crusher shall be installed at site. Aggregate for Road, pavements and floorings shall be procured through the metal suppliers in the required quantities.

1.2.3 OCCUPATION PHASE A number of facilities will be provided by M/s Sree Vibhava Estates for the occupants and the facilities are shown in table 1.15

Table 1.15 Amenities Proposed Amenity Nos. or description Greening Area 6574.1 m2 DG Sets 750 kVA X 1 nos. + 1000 kVA X 3 nos. Sewage Treatment Plant 1 Garbage segregation point 1

The amenities like roads, street lighting and open spaces will be handed over to the local administration viz. Mangalagiri Municipality. The owners/purchasers will form cooperative to run the all amenities like sewage treatment plant, DG sets. The major requirement of resource is for electricity and water. The electricity will be drawn from APTRANSCO. Transformers will be provided to reduce voltage fluctuation and to provide quality energy. The power requirement during operation phase is presented in table 2.15

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Table 1.16 Electricity Consumption Statement Total Total Connected Connected Total Max No. of Load Load Demand S.No Description Units Load in KW (KW) (kVA) (KVA) 1 Block A to P 1226 5 6130.0 7662.5 7662.5 2 Street Lights 120 0.04 4.8 6.0 4.8 3 Amenities 124.7 155.9 124.7 4 STP 1 300 300.0 375.0 375.0 5 Lifts 48 15 720.0 900.0 900.0 TOTAL 7279.5 9099.4 9067.0 Maximum demand in kw at 0.6 diversity factor 4367.7 Consumption of power for 8 hours per day 34941.5 Maximum demand in kw at 0.2 diversity factor 1455.9 Consumption of power for 16 hours per day 23294.4 Total consumption of power per day 58235.9 KW Total consumption of power per year 212.6 Lakh Units

Table 1.17 Energy Saving by using Solar Water Heater Power Total power No. of S.No Description allocated in required in Units watts / unit (KW) 1 Block A to P 480 2500 1200 TOTAL 1200 Maximum demand in kw at 1 diversity factor 1200 Consumption of power for 2 hours per day 2400 Maximum demand in kw at 0.4 diversity factor 480 Consumption of power for 2 hours per day 960 Total consumption of power per day 3360.0 KW Total consumption of power per year 12.26 Lakh Units

Table 1.18 Energy saving by using Solar Street Lights Power Total power No. of S.No Description allocated in required in Units watts / unit (KW) 1 Street lights 40 40 1.6 TOTAL 1.6 Maximum demand in kw at 0.6 diversity factor 1.0 Consumption of power for 8 hours per day 8 Maximum demand in kw at full load 1.6 Consumption of power for 4 hours per day 6 Total consumption of power per day 14.1 KW Total consumption of power per year 0.05 Lakh Units saving with Solar Heater and Street Lighting 12.32 Lakh Units

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Table 1.19 Electrical Power savings using CFL for lighting Power Total power Area in S.No Description allocated in required in m2 watts / unit (KW) 1 Residential 156927 6 942 2 Common & Utilities 70597 1.5 106 TOTAL 1047 Maximum demand in kw at 0.9 diversity factor 943 Consumption of power for 12 hours per day 11313 Total consumption of power per day 11312.6 KW Total consumption of power per year 41.29 Lakh Units Savings in power using CFL 12.39 Lakh Units

Table 1.20 Savings in Electrical Power Consumption - SUMMARY With Solar Total With Heater and S.No Description Consumption Total Saving CFL Street Lakh units Lighting Savings in lakh 1 12.39 12.32 24.70 kwh units 212.56 Savings in 2 5.83 5.79 11.6 percentage (%)

1.2.3.1 Domestic Water The domestic water will be drawn from Mangalagiri Municipality and during non- availability of municipal water supply, ground water will be drawn and used to augment the supplies. The waste water will be treated and reused for gardening and flushing. The line providing grey water will be colored blue and ensured that 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.

1.2.3.2 Solid Waste The solid wastes anticipated during occupation stage include garbage, sludge from STP, hazardous waste of used oils, and batteries from generators. The quantity of wastes is presented in table 1.21.

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Table 1.21 Solid Waste Generated during Occupation Phase S.No Type of Waste Quantity Collection/storage Disposal Segregation at source into bio-degradable, non bio- degradable and Domestic Hazardous wastes. Disposal of 3637 recyclable waste to Municipal solid 1 Garbage kg/day Authorized Waste waste disposal Pickers / Authorized Recyclers. Balance segregated waste given to Authorized Agency of Local Body. Sewage Used as manure 40 2 Treatment Plant Stored in HDPE bags. and or given to kg/day Sludge farmers. Sent to Authorized 15 3 Used Batteries recyclers or nos. year returned to seller 250 Stored in HDPE Sold to authorized 4 Used Lubricant l/year Carbouy recyclers Sold to APTRANSCO 210 5 Transformer Oil Stored in HDPE Drum authorized l/year contractors

C - 23 Team Labs and Consultants BUCKINGHAM ENCLAVE SREE VIBHAVA ESTATES SURVEY NOS. 147/1, 159/5, 161/5, 161/5A, 162/5A, 162/5A(1), 163/A,163/B, & 164/B,IPPATAM, MANGALAGIRI MANDAL, GUNTUR DISTRICT, ANDHRA PRADESH

Studies and Documentation by: Team Labs and Consultants (An ISO Certified Organization) B-115 – 117 & 509, Annapurna Block, Aditya Enclave, Ameerpet, Hyderabad- 500 038 Phone: 91-040-23748555/23748616 Fax : 91-040-23748666 e-mail: [email protected]