VASAVI LAKE CITY WEST SRI. U. VENKATA SASTRY & OTHERS SURVEY NOS. 105 TO 109, 111 TO 114, HAFEEZPET, , RANGA REDDY DISTRICT

Conceptual Plan RESIDENTIAL APARTMENTS CONSTRUCTION PROJECT

Submitted By Studies & Documentation by Sri. U. Venkata Sastry & Others M/s Team Labs and Consultants Villa No. 6, Luxura Greens, (An ISO Certified Organization) Opp: Kendriya Vidyalay, B-115 - 117 & 509, Annapurna Block, New , Aditya Enclave, , – 500011 - 500 038 Phone: 91-040-23748555/616 Fax : 91-040-23748666 e-mail: [email protected]

SUBMITTED TO STATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY GOVERNMENT OF Vasavi Lake City West Environmental Impact Assessment

2.0 PROJECT DESCRIPTION/CONCEPTUAL PLAN

This chapter details the need for the project, description of the proposed project and alternatives, and identifies the valued ecosystem components. The project is envisaged to provide high-density housing to meet the growing demands for housing in the growing urban area of Hyderabad. This area is part of the principal growth corridor of Hyderabad from 1998 onwards. The surrounding area has a number of I.T& Educational institutions, residential developments and sports complexes. The area is connected to the residential areas of , , Mehadipatnam, Banjarahills, and . The area has developed into residential area over the last 10 years. The project is envisaged as a community with environment friendly features to cater to the growing market demand for quality housing. The demand for quality housing from this area will be partially met from this project. The area has a number of layouts and rapidly turning into a residential/commercial zone for various types of socio economic sectors.

The increased employment opportunities would also increase the demand for housing, as the same is a basic necessity. The housing demand anticipated by GHMC is in the order of 80000 a year. Sri. U. Venkata Sastry & Others proposes to build 1005 apartments with all amenities.

2.1 THE PROJECT LOCATION: The project will be spread over an area of 3.45 ha in survey nos. 105 to 109, 111 to 114, Hafeezpet, Serilingampally Mandal, Ranga Reddy District. The site is surrounded by open lands in all the directions except north, A 24 m wide road Manjeera pipe line road in north direction connecting Chandanagar and Hafeezpet. The nearest railway station is the Hafeezpet railway station located at a distance of 1.1 km.

2.2 PROJECT DESCRIPTION 2.2.1 DESIGN STAGE The project is envisaged as a gated community of residential apartments with various amenities. The land area available for the project is 3.45 ha and will be allocated for various types of apartments and amenities based on the development rules of GHMC/HMDA. The built up areas and the number of units proposed is presented in table 2.1.

It is proposed to provide 1005 units. The land allocation will be optimized to ensure compliance with the regulations of GHMC/HMDA. The water requirement of the project during operation will be drawn from HMWSSB. Sewage treatment plant will be provided to treat the sewage. Water conservation measures will be incorporated in the plumbing designs. Water recycling/reuse will be adopted by way of using treated sewage for green belt development. The rainwater will be let-out into harvesting tank and excess discharged into storm water drains. The required power will be drawn from the TRANSCO. Solar Energy will be used for fencing, and partially for hot water in the apartments. The designs of the apartments will also incorporate Indian Architectural principles of “Vastu” as the market demands the same. Construction material will be drawn from local sources. The layout of the project site is presented in fig. 2.1 and

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Vasavi Lake City West Environmental Impact Assessment typical floor plans are presented in figure 2.2. The parking provision follows the guidelines prescribed by GHMC and Building policy. The number of parking spaces provided is presented in table 2.2

Table 2.1 Built Up Area Statement Total No of Total Site Total Built up Land Use No of Floors Units Area in m 2 area (m 2) Tower -1 3C+G+14 105 895.2 16014.7 Tower -2 3C+G+14 150 1536.7 26980.1 Tower -3 3C+G+14 150 1536.7 26980.1 Tower -4 3C+G+14 165 1642.1 28906.5 Tower -5 3C+G+14 165 1587.5 28770.1 Tower -6 4C+G+14 135 1007.2 18393.2 Tower -7 4C+G+14 135 1021.3 18430.2 Amenities 3C+S+5 784.6 4921.4 Green Area 4266.4 Road Area 17406.4 Open Area 1854.2 Parking Cellar - 1 2827.6 Cellar - 2 27511.8 Cellar - 3 33879.0 Cellar - 4 33879.0 Net plot area 33538.1 267493.6 Buffer Zone 633.61 Nala area 426.76 Total Site Area 1005 34598.5 267493.6

CIRCULATION PLAN  Ground Floor Driveway: 7.0 m  No. of Cellars: 4 nos.  No. of Ramps: 8  Width of Ramp: 5.5 m  Slope of Ramp : 1 in 8  Cellar Driveway: 6.0 m  No. of Lifts: 26  Capacity of each Lift: 10 -15 pax.  Connecting Road : 24 m ROW

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Vasavi Lake City West Environmental Impact Assessment

Volume/Capacity Ratio

Towards Existing Volume, Maximum Volume/ LOS, PCU/hr Capacity, PCU/hr Capacity Performance Manjeera pipe “B” Very 1026 3600 0.285 line road Good

Modified Los & Performance Existing Existing Modified Modified Additional Modified Road volume, volume/ Volume/ Los & volume Volume PCU/hr Capacity Capacity performance Manjeera “B” Very pipe line 1026 0.285 117 1143 0.318 Good road

Parking It is proposed to provide 4 cellar floors for parking. The parking provision exceeds the guidelines prescribed by FAR and Building policy. Parking floor plans is presented in fig 2.3. The no. of parking spaces is presented in table 2.2. Table 2.2 Parking Space Provision of the Project Parking No's provided Floor 4-Wheeler 2-Wheeler Cellar - 1 70 14 Cellar - 2 680 190 Cellar - 3 840 280 Cellar - 4 840 280 Total 2430 764

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Vasavi Lake City West Environmental Impact Assessment

Fig 2.1 Layout of the project site

4 0 8 . 4

D

A

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R

0

0

.

9 R

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Vasavi Lake City West Environmental Impact Assessment

Fig 2.2 Typical floor plan

12.46 W1

PUJA

BEDROOM SD LIVING 3.51 x 3.33

2.25 4.08 x 3.33 D1 BALCONY 1.33 WIDE

MD TD - 18.55 M

DINING 7.17 D1 D2

3.56 3.06 x 4.94

MASTER UTILITY BEDROOM D2 1.33 WIDE 3.92 x 3.36 KITCHEN D2 2.59 x 3.36 TOILET TOILET 1.91 x 1.75 1.91 x 1.75 FIRE MANS LIFT 1.91 x 1.98 V V

DEAD END M CORRIDOR 6.05 - W2 KW SERVICE SHAFT

Fire Mans Talk Back 2.59m WIDE OPEN TO SKY Floor Plan Displayed CORRIDOR 3.05

W1

PUJA DN UP 9.55

MD BEDROOM SD LIVING 3.51 x 3.33 4.08 x 3.33 D1 BALCONY 2.59m WIDE TD - 14.63 M 1.33 WIDE CORRIDOR 2 HR FIRE WALL RATED 11.79

DINING 7.17 D1 D2 BALCONY W2 W2 3.06 x 4.94

1.37 WIDE W3 MASTER UTILITY BALCONY PUJA BEDROOM D2 1.33 WIDE 2.87 WIDE 1.50 x 1.37 3.92 x 3.36 KITCHEN SD BEDROOM MD D2 2.59 x 3.36 4.27 x 3.40 LIVING TOILET TOILET 4.25 x 3.40 1.91 x 1.75 1.91 x 1.75

W2 V V KW SERVICE SHAFT DINING 4.84 x 3.56 D1 OPEN TO SKY V TD - 23.34 M 3.05 TOILET 37.83 10.51 2.44 x 1.37 KITCHEN 2.44 x 4.04 W1 D1 D1 BALCONY TOILET TOILET 1.37 WIDE 1.37 x 2.51 PUJA SD 1.52 x 2.51 MD BEDROOM SD LIVING 3.51 x 3.33 MASTER 4.08 x 3.33 BEDROOM D1 BALCONY 4.27 x 3.73 BEDROOM 1.33 WIDE 2.59m WIDE TD - 22.40 M 3.16 x 3.73 V V KW CORRIDOR SERVICE UTILITY BALCONY 1.22 WIDE

W2 W2 DINING 7.17 D1 3.06 x 4.94 D2 6 MASTER .0 UTILITY 3 D2 5.92 OPEN TO SKY BEDROOM 1.33 WIDE 3.92 x 3.36 KITCHEN D2 2.59 x 3.36 TOILET TOILET 1.41 1.41 1.91 x 1.75 1.91 x 1.75 DN 1 .4 R1 W2 V V KW 1 SERVICE SHAFT 1 .03 2.0m WIDE 3.06 .4 R1 CORRIDOR UP 1.36 7.23 OPEN TO SKY W2 V W2 3.05

MD MD W1

PUJA D2 MD BEDROOM SD W2 W2 TD - 19.83 M LIVING 3.51 x 3.33 4.08 x 3.33 D1 D1 0 TD - 13.51 M BALCONY . 0

9 3 1.38 D1 D1 . 1.33 WIDE 6 1 V DN UP D2 R

V SERVICE TD - 19.83 M BALCONY

D1 D1

DINING 7.17 D1 3.06 x 4.94

MASTER BEDROOM D2 1.25 R 3.92 x 3.36 KITCHEN 1 .3 D2 2.59 x 3.36 D2 0 D2 TOILET TOILET 1.38 1.91 x 1.75 1.91 x 1.75

D2 D2 D2 SD V W1 KW SD V W2 KW W2 W2 V V KW UTILITY 1.2 WIDE

15.00 3.05 11.05 2.59 12.46 44.15 (2nd, 3rd, 4th, 5th, 6th, 7th, 8th, 9th, TYPICAL FLOOR PLAN 10th, 11th, 12th, 13 & 14th Floors)

1.95 2.60 1.20 1.20

R.C.C SLAB R.C.C SLAB R.C.C SLAB R .C .C S LA B 2.95 2.95

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining B e d R oom K itche n B ed R oom K itchen B ed R oom K itchen B ed R oom K itchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 44.95 44.95 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C .C SLAB R .C.C SLAB R.C.C SLAB R.C.C SLAB 3.00 3.00

M.Bed Room Dining Kitchen M .B ed Room K itchenDining M.B ed Room K itchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Utility

R.C.C SLAB R.C.C SLAB

PRO PO SED P RO PO SED MORTA GA GE M ORTAGAG E 3.00 A REA 3.00 A REA

M.Bed Room Dining Kitchen M .B e d Roo m K itchenDining M .B e d Roo m KitchenDining Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen

R.C.C SLAB R.C.C SLAB

PRO PO SED P ROP O SED MORTA GA GE MO RTAG AG E 3.00 3.00 A REA ARE A

GROU ND FLOOR M .Be d Ro om in g K itchenDin M .B e d Roo m in g K itche nDin M .Be d R oom D in ing K itchen U tility GROUN D FLOOR Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen Bed Room Kitchen PODIUM LVL. PODIUM LVL. 4.00 4.00

CELLAR FLOOR-1 P a rking P a rking P arking Pa rking Pa rking CELLAR FLOOR-1 P arking P arkin g Pa rking P arking 3.00 3.00

CELLAR FLOOR-2 P a rking P a rking P arking Pa rking Pa rking CELLAR FLOOR-2 P arking P arkin g Pa rking P arking

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Vasavi Lake City West Environmental Impact Assessment

Fig 2.3 Parking floor plan

25Ø

FRD CUTOUT FRD 1 CUTOUT 1 CUTOUT

4 1.73 4 1.73

R1. DNUP R1. DNUP STAIR STAIR CASE STAIR CASE

1.36 1.36 1.36 1.36 R R 1 1 . . 41 41 1. 52 1. 52

CUTOUT

CUTOUT CUTOUT

FRD FRD

CUTOUT

FI RE MANS LIFT FI RE MANS LIFT 1. 91 x 1. 98 1.91 x 1.98

Fi r e Mans Fi r e Mans Tal k Back Tal k Back

Fl oor Pl an Fl oor Pl an D ispl ayed D ispl ayed

R R 1 1 . 6 . 6 4 0 4 0 5 . 5 . 1 DNUP 1 DNUP

CUTOUT CUTOUT STAIRCASE STAIRCASE 1.40 1.40 45 45 1. 1. R R 1. 45 1. 45

CUTOUT

COMM ROOM

FRD FRD

0 0

. 0 1.38 . 0 1.38 8 3 8 3 DN3 1. UP DN3 1. UP R R

1.25 1.25 1.25 1.25 R R 1. 1. 30 30 1.3 8 1.3 8

V2 V 2

0.80

FRD FRD FRD FRD

41 1.73 41 1.73

41 1.73 41 1.73 1. R1. DNUP R1. DNUP 1. R DNUP R DNUP 4.5 4.5 WAY M WIDEDRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE 4.5WAY MWIDE DRIVE STAIRCASE STAIRCASE STAI RCASE STAI RCASE 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 R R R 1. 1 . R 1. 41 41 1. 41 41 1.52 1.52 1.52 1.52

FRD FRD FRD FRD

NEIGHBOUR'S

FI REMANS LIFT F IRE MANSLIFT F IRE MANS LIFT FI RE MANS LIFT F IRE MANS LIFT 1.91 x 1.98 1. 91x 1.98 1.91 x 1.98 1. 91 x 1. 98 1.91 x 1.98 PLOT

Fi r eMans F ire Mans F ire Mans Fi re Mans F ire Mans Tal k Back Tal kBack T alk Back Tal k Back T alk Back

Fl oorPl an F loor Plan F loor Plan Fl oor Plan F loo r Plan Displ ayed Displayed Displayed Displ ayed Displ ayed

1 R R R R . 1 1 1 1 0 6 6 6 6

1.45 . . . . 8 4 0 4 0 4 0 4 0 5 . 5 . 5 . 5 . DN UP5 1 DNUP 1 DNUP 1 DNUP 1 DNUP .4 1 R R 2 2 HR FIRERATED WALL

1 STAI R CASE STAI R CASE STAI R CASE STAI R CASE . 1.40 1.40 1.40 1.40 1.40 4 45 45 45 45 1. 1. 1 . 1. 5 R R R R

W2 1 .45 1 .45 1 .45 1 .45

1.45 W2

COMM ROOM COMM ROOM COMM ROOM

FD FD FD FD

FD LOBBY LOBBY LOBB Y 4.5WAY MWIDE DRIVE 4.5 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE 4.5 WAY MWIDE DRIVE LOBBY 4.5 4.5 WAY MWIDE DRIVE FRD FRD FRD FRD

0 0 0 0 . . . . 8 30 1. 38 8 30 1. 38 8 30 1. 38 8 30 1. 38 DN3 1. UP DN3 1. UP DN3 1 . UP DN3 1. UP R R R R FRD

0

. 0 1.38 8 . 3 DN3 1 UP R

1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 R R R R 1 1 1 1 . . . . 30 30 30 30 1. 38 1. 38 1. 38 1. 38 1.25 1.25 R 1. V2 V 2 V2 V2 30 1.38

V 2 4.5 M WIDE DRIVE WAY

ROAD

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Vasavi Lake City West Environmental Impact Assessment

2.2.1.1 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 most essential.

Calculation for Storm Water Drain Quantity of storm water (a) Without project Area of Catchment, ‘A’ : 3.4599 Ha Run off Coefficient, ‘C’ : 0.6 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q : 0.231 m3/sec (b) With project : Area for catchment for roof and road : 2.742 Ha Area of Catchment, ‘A’ : 2.742 Ha Run off Coefficient, ‘C’ : 0.9 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q = : 0.274 m3/sec

Area for catchment for open areas : 0.718 Ha Run off Coefficient, ‘C’ : 0.6 Maximum intensity of rainfall, ‘I’ : 40 mm/hr Therefore Q = : 0.048 m3/sec Total Discharge : 0.322 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 : 0.054 m2 Taking depth of drain as 0.6 m at the starting point : 0.6 Width of drain = Area/depth = : 0.089 m 89 mm

Width of the drain is to taken 89 mm and depth varies according to the slope of ground.

Rainwater Harvesting Structures Storm water drains are provided with recharge pits which will act as flow dissipaters and also as infiltration trenches to ensure percolation of water and enhance the ground water table. The roof waters are channeled through storm water drains, which are connected with water harvesting pits. Rain Water Harvesting Pit shown in fig 2.4and Contour plan is shown in fig 2.5

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Vasavi Lake City West Environmental Impact Assessment

Fig2.4 Rain Water Harvesting Pit

Table 2.3 Strom Water Runoff Vol./hr Vol./hr Area in after before Difference in Land Use Hectar Remarks developme Developm Discharges es nt C=0.8 ent C=0.6 Stored in 7 sumps with a Roof Area 1.00 320.4 240.3 80.1 capacity of 20 m 3 Road Area 1.74 557.0 417.8 139.3 24 nos. of RWH pits are provided of size Open Area 0.72 86.2* 172.3 -86.2 1.5m X 1.5m X 2.0 m TOTAL 3.46 133.2 *C=0.3 after development

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2.2.1.2 Water Availability: Water is required for the construction as well as during occupation stage as the same is an important resource. The water requirement during construction is in the order of 120 cum/day with a peak demand of 240 cum/day, and during occupation stage in the order of 722.0 KLD . The water resource available with the Municipal authorities was studied to identify the source and feasibility. The water resource both domestic water and sewage is dealt by the Hyderabad Metropolitan water supply and Sewerage Board (HMWSSB) in the GHMC area. The HMWSSB has been maintaining the water supply resources for Hyderabad along with the treatment of wastewater. The resources available with the HMWSSB are presented in table 2.4.

Table 2.4 Details of present sources of water supply to Hyderabad Impoundment Distance from Installed Source Name River Year Name city km Capacity MGD Osmansagar Musi 1920 Osmansagar 15 27 Himayatsagar ESI 1927 Himayatsagar 9.6 18 Manjira Phase I Manjira 1965 Manjira barrage 58 15 Manjira Phase II Manjira 1981 Manjira barrage 59 30 Manjira Phase III Manjira 1991 Singur Dam 80 37 Manjira Phase IV Manjira 1993 Singur Dam 80 38 Krishna Phase I Krishna 2005 NagarjunaSagar 116 90 Krishna Phase II Krishna 2008 NagarjunaSagar 116 90 Krishna Phase III Krishna 2015 NagarjunaSagar 116 90 Godavari 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 to be operational during 2015 and 2016 respectively. It may also be noted that the dependability of Osman sagar and Himiyathsagar is reduced to approximately 60%. 45 MGD supply is available.

Domestic Water: It is proposed to draw domestic water from the Hyderabad Metropolitan Water Supply and Sewerage Board (HMWSSB), which have been encouraging the bulk consumers. The water shortage if any during summer season will be drawn from ground water sources /bulk suppliers/municipal tankers. The water requirement of the project during occupation stage is in the order of 722.0 KLD. The water requirement during construction will be from ground water sources and the requirement is in the order of 30 m3/day. The water requirement for the project during the occupation stage is presented in table 2.5. The water saving is presented in table 2.6.

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Table 2.5 Water Requirement of the Project No. of Water Total Water No. of Land Use Persons/ requirement per Requirement in Units unit person in l * KLD Tower 1 to 7 1005 5 135 678.4 Amenities 1 300 45 13.5 Visitors 2 15 30.2 TOTAL 722.0 *Water requirement as per NBC

Table 2.6 Water Saving Measures Treated Effective No. of Water No. of water Water Land Use Persons/ Requirement/ Units reuse/day Requirement unit KLD Klpcd in KLD Tower 1 to 7 1005 5 678.4 226.1 452.3 Amenities 1 300 13.5 6.0 7.5 Visitors 2 30.2 20.1 10.1 TOTAL 722.0 252.2 469.8 The effective water consumption is reduced by 252.2 KLD and the requirement will be in the order of 469.8 KLD. The water balance of the project during occupation stage is tabulated in table 2.7

Table 2.7 Water Balance Input KLD Output KLD Domestic water from Excess treated water will be 469.8 322.8 HMWSSB sent to sewer lines Recycled water 252.2 Recycled water 252.2 Water requirement for green belt during non-monsoon 2.6 Losses approx. 20% 144.4 Total 722.0 Total 722.0

The water used in the order of 722.0 KLD would generate 577.6 KLD of wastewater, which has to be treated for reuse and excess will be let in to municipal sewer lines.

The effluent characteristics of wastewater are presented in table 2.8.

SEWAGE TREATMENT PLANT Sewage treatment plant based on Fluidized Aerobic Bio Reactor (FAB) technology 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 2 - 10 Team Labs and Consultants

Vasavi Lake City West Environmental Impact Assessment 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.

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 our 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 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 2.8 Characteristics of Waste water Parameter Quantity in mg/l PH 6 – 7 Total Suspended Solids 400 – 600 BOD 200 – 300 COD 450 – 500

Design of the unit Basic data Flow : 577 KLD Capacity : 730 m3

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Vasavi Lake City West Environmental Impact Assessment

Peak factor : 3.5 Peak flow Q peak : 2100 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 : 0.0072 m3/sec Peak factor : 3.5 Peak flow : 0.0252 m3/sec Velocity at peak flow : 0.75 m/Sec Effective area of screen Required At average flow : 0.028 m2 At Peak flow : 0.036 m2 Provide Effective area of screen : 0.036 m2 Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b) Overall area required : 0.05 m2 Considering screen depth as : 0.1 m Consider 0.5 m Number of clear spacing : 1.65 Number of bars : 2 Consider 4 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 : 0.028 m3/sec Providing a flow through velocity of 0.30 m/sec Cross sectional area of Channel (0.028/0.3) : 0.093 m2 Surface area of channel (0.028/0.013) : 2.15 m2 Assuming depth d : 0.2 m Width of channel (0.093/0.2) : 0.465 m (say 0.2m) Length of channel (2.15/0.465) : 4. 5 m (say 4.5 m)

Provide two channels each of 0.2 m wide and 4.5 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 : 30 m3/hr

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Peak factor : 3.5 Peak flow : 105 m3/hr Hydraulic retention tank = 2 hrs at Peak flow Hence required volume of the tank : 210 m3 Provide tank of : 210 m3 Capacity Assuming depth : 3 m Area : 70 m2 Assuming length to width ratio (1:1) ; l=b length of the tank : 8.3 m width of the tank : 8.3 m Air required for agitation : 0.01 m3/ m 2 min Total air required : 105 m3/hr Air blower required : 120 m3/hr @ 3.8 mwc Effluent transfer pump : 30 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 /m 3. 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 : 156 kg/day Volume of the tank : 40 m3 Assume the depth : 5 m No. of tanks in series : 2 Size of the tank : 3.1 m dia. x 5.0 SWD Specific gravity of media : 0.92 to 0.96 Specific surface area of media : 350 – 520 m2 /m 3 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 : 331.7 m3/hr Air blower required : 350 m3/hr @ 6.5 m wc

5.Tube settler Surface loading rate : 48 m2 /m 3 d Surface area required : 13.33 m2 3.0 m x 6.0 m x 2.7 m SWD With 55 Tank size : deg. hopper bottom

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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 /m 3 Cross sectional area of tubes : 120 mm x 44 mm Hexagonal 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 : 30 m3/hr Peak factor : 2 m3/hr Peak flow : 60 m3/hr Provide min 1.5 hours holding capacity. Hence required volume of the tank : 90 m3

7. Pressure Sand Filter: Vertical down flow type with graded/sand bed under drain plate with polysterene strains. Flow : 730.0 m3/day Rate of filtration assumed as : 15 m3/m2/hr Requirement of treated water for usage in 20 hrs : 40 m3/hr Dia. of filter of 1 nos. : 1612 mm Provide pressure sand filter of 1700 mm dia. and 2000 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 : 730.0 m3/day Rate of filtration assumed as : 15 m3/m2/hr Requirement of treated water for usage in 20 hrs : 40 m3/hr Dia of filter of 1 nos. : 1612 mm Provide Activated Carbon filter of 1700 mm dia with granular Activated carbon as media and 2000 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: 730 m 3

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 Wastewater: It is proposed to reuse the treated wastewater for green belt development and for toilet flushing. Excess treated water shall be let out into the municipal sewer line.

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Fig2.5 Sewage Treatment Plant

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2.2.1.3 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.

Table 2.9 Composition of Municipal Solid Waste Type Composition (%) Solid waste in kg Paper 8 256 Plastics 9 288 Metals 1 32 Glass 1 32 others 4 128 Biodegradable 48 1539 Inerts 25 801 Rags 4 128 Total 100 3206 (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 7000-8000. The anticipated solid waste/garbage is in the range of 500 g/head, and the total garbage will be in the order of 3206 kg/day. The present practice is to collect the garbage from each flat using the services of NGO’s and send it to the segregation point by cycle-rickshaws. The area of Serilingampally has no solid waste disposal plan, however residents of the surrounding layouts are sending their solid waste through the GHMC appointed NGO for collection. Table 2.10 presents the anticipated garbage quantity after occupation. The responsibility of garbage collection and disposal lies with municipality, however the project authorities propose to educate the residents to segregate the waste at source before disposal.

Table: 2.10. Solid Waste Generation No. of No. of Persons/ Total No. of Total Solid waste in Kgs Land Use Units unit Persons @ 0.5 kg/head Tower 1 to 7 1005 5 5025 2513 Amenities 1 300 300 90 Visitors 2 2010 603 TOTAL 3206

2.2.2 CONSTRUCTION STAGE The sequence of construction operations and the approximate time requirement is presented in the following table 2.11. The construction sequence is for more number of floors and standard housing flats. The time schedule of the entire project is approximately 48 months.

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Table: 2.11 Construction 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 1 st floor roof. 9 1st floor roof shuttering, reinforcement & concreting. 10 Deshuttering of GF Roof & cleaning. 11 Deshuttering of 1 st Roof & cleaning. 12 Brick work in GF floor. 13 Brick work in 1 st 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 clearing and grubbing activity involves clearing of shrubs mainly as the land area is devoid of any trees due to biogenic pressures. The cut and fill operation for the entire area is presented in table 2.12.

Table 2.12 Earth Work Quantities Surplus fill S.No. Area Qty. of fill (m 3) Qty. of cut (m 3) Surplus cut (m 3) (m 3) 1 Site area 33215 41518 ---- 8304

The construction of this magnitude would require huge quantities of construction materials. The material requirement for the project is presented in table 2.13.Thus aggregate requirement will be met from within the plant site. The lead distance for various construction materials is presented in table 2.14.

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Table: 2.13 Material Consumption

Total Total Total BUA Total Ready Total Total Total Bricks Reinfo per Aggre Mix Cement Sand Water (Nos) rcement unit in gate Concrete (bags) (m 3) (m 3) x steel (m 2) (m 3) (m 3) 1000 (MT) BUA 267494 109672 248769 104322 11502 64733 31029 6152 Total 267494 109672 248769 104322 11502 64733 31029 6152

Table: 2.14 Lead Distance for Construction Materials Lead Distance S.No Material Source (Km) 1 Sand ROBOSAND and or Krishna or 100-150 Godavari river bed areas permitted by Govt. 2 Aggregate Crushers near to the site 10-30 3 Cement Company Dealers 100-150 4 Reinforcement Steel TATA / SAIL godowns 10-50 5 Bricks Local brick kiln 10-30 6 Plumbing Material Local Suppliers 2-7 7 Electrical Material Local Suppliers 2-7 8 Sanitary Material Local suppliers 2-7 8 Paints Local Suppliers 10-25 9 Ready Mix Concrete Local Batching Plants 10-50

2.2.2.1 Water Requirement The water required for this project is in the order of 65000 m3 for the entire project implementation period. The peak demand for water may be 120 m3/day, however typical daily consumption will be in the order of 60 m 3/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.

2.2.2.2 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 empty containers of adhesives, thinners, paints, and petroleum products. These empty containers will be sold to authorize recycling agencies. 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, demolished RCC will be used for land filling in the place of sub grade.

2.2.2.3 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.

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2.2.2.4 Work Force: The labor/work force requirement is approximately 8,000 man days of various skilled and unskilled employees. Sufficient labor force and skilled employees are available as Hyderabad is a favorite destination of skilled employees and migrating people from the rural areas. The peak labor force requirement will be in the order of 300 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 20families. The water requirement for the labor force will be approximately 3,000 lt/day.

2.2.2.5 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 are1000. 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.

2.2.2.6 Batching Plant The required concrete will be prepared in a batching plant to be located temporarily in the site so as to maintain the quality and reduce the lead distance. The capacity of the batching plant will be 2 no’s batching plants with capacity of 60 m3/hr. The raw mix design (Cement: sand: coarse aggregates: water: admixture) is stored in electronic panel board and the quantities are weighed automatically as per the design mix. Aggregates in the sizes of 10 mm, 20 mm is stacked in separate bins and these materials are loaded into the hopper by scrapper and load cells. Cement is provided to the mix through silos (30 MT to 40 MT capacity) with the help of screw conveyor. Measured quantity of water and admixture is fed into hopper though load cells. In the hopper coarse aggregates, fine aggregates, cement, water and admixture gets mixed in required quantities by rotary motion of the mixer and after proper mixing it is unloaded into transit mixers at the rate of 0.5 m 3/minute. The water consumption for this process is approximately 160 lts/m 3 of concrete. The entire operation is closed and there is no scope of fugitive dust as the operation is wet in nature.

2.2.3 OCCUPATION PHASE A number of facilities will be provided by project authorities for the occupants and the facilities are shown in table 2.15.

Table 2.15 Amenities Proposed Amenity Nos. or description Amenity Block 1 Garbage segregation point 1 STP 1 Green Area 4266.4 m2 DG Sets 10 Nos. X 250 kVA

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The owners/purchasers will form cooperative to run the amenities like sewage treatment plant, DG sets. The major requirement of resource is for electricity and water. The electricity will be drawn from TRANSCO. The power requirement during operation phase is presented in table 2.16 and energy savings is presented in table 2.17.

Table 2.16 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 Tower 1 to 7 1005 6 6030.0 7537.5 7537.5 2 Street Lights 90 0.04 3.6 4.5 3.6 3 Amenities 1181.4 1476.8 1181.4 4 STP 1 300 250.0 312.5 312.5 5 Lifts 24 15 300.0 375.0 375.0 TOTAL 7765.0 9706.3 9410.0 Maximum demand in kw at 0.6 diversity factor 4659.0 Consumption of power for 8 hours per day 37272.1 Maximum demand in kw at 0.2 diversity factor 1553.0 Consumption of power for 16 hours per day 24848.1 Total consumption of power per day 62120.2 KW Total consumption of power per year 226.7 Lakh Units

Table 2.17 Energy Saving by using Solar Water Heater Power Total power No. of S.No Description allocated in required in Units watts / unit (KW) 1 Tower 1 to 7 400 2500 1000 TOTAL 1000 Maximum demand in kw at 1 diversity factor 1000 Consumption of power for 2 hours per day 2000 Maximum demand in kw at 0.4 diversity factor 400 Consumption of power for 2 hours per day 800 Total consumption of power per day 2800.0 KW Total consumption of power per year 10.22 Lakh Units

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Table 2.18Energy 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 30 40 1.2 TOTAL 1.2 Maximum demand in kw at 0.6 diversity factor 0.7 Consumption of power for 8 hours per day 6 Maximum demand in kw at full load 1 Consumption of power for 4 hours per day 5 Total consumption of power per day 10.6 KW Total consumption of power per year 0.04 Lakh Units saving with Solar Heater and Street Lighting 10.26 Lakh Units

Table 2.19Electrical Power savings using CFL for lighting Power Total power Area in S.No Description allocated in required in m2 watts / unit (KW) 1 Residential 164475 10 1645 2 Common & Utilities 267494 2.5 669 TOTAL 2313 Maximum demand in kw at 0.9 diversity factor 2082 Consumption of power for 12 hours per day 24986 Total consumption of power per day 24985.6 KW Total consumption of power per year 91.20 Lakh Units Savings in power using CFL 27.36 Lakh Units

Table 2.20 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 27.36 10.26 37.62 kwh units 226.74 Savings in 2 12.07 4.52 16.6 percentage (%)

2.2.3.1 Domestic Water The domestic water will be drawn from HMWSSB to augment the supplies. The wastewater will be treated and reused for gardening. 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.

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2.2.3.2 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 2.21.

Table: 2.21 Solid Waste Generated during Occupation Phase S.No. Type of Waste Quantity Collection/storage Disposal Segregation at source Municipal solid into bio-degradable, waste disposal non-bio- degradable and Domestic Hazardous wastes. Disposal of 3206 recyclable waste to 1 Garbage kg/day Authorized Waste Pickers / Authorized Recyclers. Balance segregated waste given to Authorized Agency of Local Body. Sewage Stored in HDPE bags. Used as manure 2 Treatment 36 kg/day and or given to Plant Sludge farmers. Sent to Authorized 3 Used Batteries 8 nos. year recycler or returned to seller Stored in HDPE Sold to 4 Used Lubricant 180 l/year Carbouy authorized recyclers Stored in HDPE Drum Sold to TRANSCO Transformer 5 250 l/year authorized Oil contractors

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VASAVI LAKE CITY WEST SRI. U. VENKATA SASTRY & OTHERS SURVEY NOS. 105 TO 109, 111 TO 114, HAFEEZPET, SERILINGAMPALLY, RANGA REDDY DISTRICT

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]