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M/s KRANTI CRESENT PROPERTIES INDIA PVT LTD.,SURVEY NO. 606, 608/1 and 609(P),

SAINIKPURI (KANDIGUDA), KAPRA, KEESARA,RANGA REDDY DISTRICT

Conceptual PlanResidential Apartments Construction Project

Document No. 0616 - 38 – 06June 2016

Submitted ByM/s Kranti Cresent Properties India Pvt Ltd.,Kranti Icon, Flat No: 101,Rukminipuri Colony,Dr.A.S.Rao Nagar,Hyderabad-500062.

Studies & Documentation byM/s Team Labs and ConsultantsB-115, 116, 117 & 509,Annapurna Block, Aditya Enclave,Ameerpet, Hyderabad- 500 038Phone: 91-040-23748555/616Fax : 91-040-23748666e-mail: [email protected]

SUBMITTED TO

STATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY,TELANGANA

GOVERNMENT OF INDIA

Kranti Cresent Properties India Pvt Ltd., Environmental Impact Statement

Team Labs and Consultants2 - 1

2.0 PROJECT DESCRIPTION

This chapter details the need for the project, description of the proposed project andalternatives, and identifies the valued ecosystem components. The project will bespread over an area of 1.358 hectares of land for residential building purpose withnecessary amenities in Survey nos. 606, 608/1 and 609(P), Sainikpuri (Kandiguda),Kapra, Keesara Mandal, Ranga Reddy District. The site area falls under GreaterMunicipal Corporation of Hyderabad (GHMC) area

2.1 THE PROJECT LOCATION:The project will be spread over an area of 1.358 hectares of land for residential buildingpurpose with necessary amenities in Survey nos. 606, 608/1 and 609(P), Sainikpuri(Kandiguda), Kapra, Keesara Mandal, Ranga Reddy District. The project site issurrounded by residential building in all direction expect in northeast direction. A 12feet wide road in northeast direction connecting Yapral and A.S Rao nagar. The nearestrailway station is Ammuguda railway station at a distance of 2.0 km.

2.2 PROJECT DESCRIPTION2.2.1 DESIGN STAGEThe project will be spread over an area of 1.358 is proposed to develop for residentialApartments development with necessary amenities. The land allocation will beoptimized to ensure compliance with the regulations of GHMC. The land allocation willbe optimized to ensure compliance with the regulations of GHMC. The land allocationand the number of units proposed are presented in table 2.1.

Table 2.1 Land Allocation for various purposes

Land Use No of Floors Total No ofUnits

Total Site Areain m2

Total Built uparea (m2)

Block A 2C+G+5 52 1184.2 7687.4Block B 2C+G+5 53 1300.3 7801.9Block C 2C+G+5 46 1053.2 6892.5Block D 2C+G+5 12 305.5 1833.1Block E 2C+G+5 35 924.2 5545.4Amenities G+3 363.7 1252.5Green Area 1560.7Road Area 4800.1Open Area 2098.0ParkingCellar 8159.8Sub Cellar 4500.8Total 198 13589.9 43673.3

It is proposed to provide 198 Apartments units/Flats. It is proposed to provide 2 cellarfloors for parking. The land allocation will be optimized to ensure compliance with theregulations of GHMC. The water requirement of the project during operation will bedrawn from HMWSSB. Sewage treatment plant will be provided to treat the



sewage/wastewater. Water conservation measures will be incorporated in theplumbing designs. Water recycling/reuse will be adopted by way of using treatedsewage for green belt development and for flushing. The rainwater will be let-out intothe storm water drain and discharged into side drains of road. The required power willbe drawn from the TRANSCO and providing open space between each flat to allowsunlight will optimize the energy requirement. Solar Energy will be used for fencing.The designs of the houses will also incorporate Indian Architectural principles of“Vastu”, as the market demands the same. Construction material will be drawn fromlocal sources. The parking provision follows the guidelines prescribed by GHMC andBuilding policy. The layout of the project site and individual layout of building ispresented in fig. 2.1 and fig 2.2 respectively.

Circulation Plan:Ground Floor Driveway : 7.4 mNo. of Cellars : 2No. of Ramps : 2 - 1 wayWidth of Ramp : 4.9 mSlope of Ramp : 1 in 8Cellar Driveway : 4.57 mNo. of Lifts : 9Capacity of each Lift: 10 pax.Connecting Road : 12 m ROW

Volume/Capacity Ratio

Towards ExistingVolume, PCU/hr

MaximumCapacity, PCU/hr

Volume/Capacity

LOS,Performance

Site road 586 2700 0.217 “B” VeryGood

Modified Los & Performance

RoadExistingvolume,PCU/hr

Existingvolume/Capacity

Additionalvolume

ModifiedVolume

ModifiedVolume/Capacity

ModifiedLos &

performance

Siteroad 586 0.217 45 631 0.234 “B” Very

Good

ParkingIt is proposed to provide sub cellar and cellar floor for parking. The parking provisionfollows the guidelines prescribed by FAR and Building policy. The number of parkingspaces provided is presented in table 2.2.

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

Cellar 192 68Sub Cellar 140 89Total 332 157



Fig. 2.1 Site Layout

VENTILATIONSHAFT

9.65 SQ.M

VENTILATION

SHAFT12.64 SQ.M

7.003.01

5.72

4.27

5.59

1.98

10.624.71

4.11

1.98

10.1

6

VENTILATION SHAFT

12.98 SQ.M

ROAD

TOT-LOT-0676.84 SQ.M






CLUB

BUILD

ING

BLOCK - A

BLOCK - B

BLOCK - C

BLOCK - D

BLOCK - E

12.08 2.00 9.49 2.00 11.09 2.00 9.49 2.00 12.08

11.2

82.

0011

.28

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0011

.28

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.05

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0011

.28

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2112.08 2.00 13.37 7.28 13.37 2.00 12.08

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0011

.28

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0011

.28

7.47

12.08 2.00 9.49 2.00 11.11 2.00 9.49 2.00 12.08

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5

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5

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11.0

5

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2

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511

.05

12.08 2.00 9.49 2.00 11.11 2.00 9.49

11.0

5

2.82

9.22

9.22

8.53 2.00 9.75

14.4

0

2.90

4.86

11.85

12.0

4

2.671.26

9.60

6.78

4.27

11.703.05

10.973.05

11.01

10.863.05

9.37

13.72

10.863.05

9.37

11.66

6.97

8.88

8.61

10.78

12.05

7.63

7.56

7.57

7.65

7.66

7.67

7.47

7.62

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11.31

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6.75

7.00

9.51

10.09

10.02

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43.6

5

33.83

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05

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3.05

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73.

05

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18.21

8.49

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7.58

9.44

9.20

3.05

3.22

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4.65

54.51

6.21

12.03

18.04

11.59

17.54

5.423.05

7.47

10.97

5.00

5.03

33.13

5.03

5.00

2.0M

WID

E G

REEN

STR

IP

2.0M WIDE GREEN STRIP

2.0M

WID

E G

REEN

STR

IP

2.0M W

IDE GREEN

STRIP

2.0M

WID

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REEN

STR

IP

2.0M WIDE GREEN STRIP2.0M WIDE GREEN STRIP

2.0M

WID

E G

REEN

STR

IP2.

0M W

IDE

GRE

EN S

TRIP

2.0M W

IDE GREEN

STRIP



GATE

DRIVEWAY DRIVEWAY

DRIVEWAY DRIVEWAY

DRIVEWAY DRIVEWAY

DRIVEWAYDRIVEWAY

DRI

VEW

AY

DRI

VEW

AY

DRI

VEW

AY

DRI

VEW

AY

DRI

VEW

AY

DRI

VEW

AY

DRI

VEW

AY

DRIV

EWA

Y

DRIV

EWA

Y

DRIVEWAY

DRIVEWAYDRIVEWAY

DRIV

EWA

Y

SEWERAG

E LIN

E

MUN

ICIP

AL WATER L

INE

STORM W

ATER LIN

E

RP RP RP RP RP

RP

RP

RP

RP

RP

RP

RP

RP

RP

RP RP

RP

RP RP

RP

RP

RP

RP

RP

KANDIGUDA VILLAGE

SURVEY NO. 609 (PART)

KANDIGUDARAJEEV COMMUNITY HALL

SUMP

SPACE FORTRANSFORMER

32.51

29.63

19.87

63.7

4

11.30

3.16

16.06

9.90

1.0426.57

26.27

1.57

15.50

12.675.47 1.88 6.89

0.54

14.12

16.42

76.28

8.92

43.93

1.96

2.54

84.57

RAMP DOWN TO CELLAR FLOOR

RAMP UP TO GROUND LEVEL

SITE PLANSCALE :- 1:200

CELLAR LINE

CELLAR LINE

CELLAR LINE

CELLAR LINE

CELLAR LINE

CELLAR LINE

CELLAR LINE

VENTILATION SHAFT18.03 SQ.M



VENTILATION SHAFT

21.43 SQ.M

VENTILATION SHAFT

21.44 SQ.M

VENTILATION SHAFT

21.44 SQ.M

VENTILATION SHAFT

17.81 SQ.M

VENTILATION SHAFT

18.57 SQ.M

VENTILATION SHAFT

32.17 SQ.M



Fig. 2.2 Floor plans



Fig. 2.3 Parking floor plans

4.50 2.504.

50

2.50

4.50

2.50

4.50

2.50

4.50

2.50

4.57

M W

IDE

DRIV

E W

AY

4.50

2.50

4.50

2.50

4.50

4.98M WIDE DRIVE WAY

VENTILATIONSHAFT

9.65 SQ.M

VENTILATIONSHAFT

12.64 SQ.M

VENTILATION SHAFT

10.94 SQ.M

AMENITIESPARKING

UP

4.50

M W

IDE

DRIV

E W

AY

4.50

M W

IDE

DRIV

E W

AY

4.50

M W

IDE

DRIV

E W

AY

4.57M WIDE DRIVE WAY 4.57M WIDE DRIVE WAY

4.50

M W

IDE

DRIV

E W

AY

4.57

M W

IDE

DRIV

E W

AY

4.50

M W

IDE

DRIV

E W

AY

4.50

M W

IDE

DRIV

E W

AY

4.57M WIDE DRIVE WAY 4.57M WIDE DRIVE WAY

4.57

M W

IDE

DRIV

E W

AY

4.57M WIDE DRIVE WAY4.57M WIDE DRIVE WAY4.57M WIDE DRIVE WAY

4.50

M W

IDE

DRIV

E W

AY

4.50

M W

IDE

DRIV

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AY

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M W

IDE

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AY

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M W

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IDE

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AY



UP

DN UP

DN LIFT 2.0X1.68M

LIFT 2.0X1.68M

UP

DN UP

DN

LIFT 2.0X1.68M

LIFT 2.0X1.68M

UP

DN UP

DN

LIFT 2.0X1.68M

LIFT 2.0X1.68M

LIFT 2.0x2.0M

UP

LIFT1.98X1.98

LIFT1.98X2.44

62.14

81.6

0

68.77

11.76

30.12

32.60

50.52

14.09

24.50

89.2

3

7.02

6.93

6.98

2.65

4.32

5.22

7.67

3.28

3.25

6.87

10.2

2

7.63




VENTILATION SHAFT

21.44 SQ.M

VENTILATION SHAFT

11.09 SQ.M

VENTILATION SHAFT

21.44 SQ.M

VENTILATION SHAFT

21.44 SQ.M

VENTILATION SHAFT

17.81 SQ.M

VENTILATION SHAFT

18.57 SQ.M

VENTILATION SHAFT

32.17 SQ.M

4.98M WIDE DRIVE WAY5.44M WIDE RAMP DOWN TO SUB-CELLAR

RAMP UP TO GROUND LEVEL

4.504.50

AMENITIESPARKINGAMENITIES

PARKING

4.50 4.50 4.57

4.57

4.57

4.57

4.57

4.57

4.504.50

4.50

4.57

4.50

4.57

4.50

4.50

4.50

4.50

4.50

2.50

4.50

2.50

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4.50

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4.50

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2.50

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2.50

4.50

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4.50

2.50

4.50

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2.50

4.50

2.50

4.50

2.50

4.50

2.50

4.50

2.50

4.50

2.50

CELLAR FLOOR PLANSCALE :- 1:200



2.2.1.1 Storm water drains:Conservation of water resource is most important aspect of the project duringconstruction and occupation phases. Storm water drainage planning, domestic waterplanning and sewerage transfer and sewage treatment planning are most essential.The percolation pit is presented in fig 2.4.

Storm water sumps will be provided to meet the expected increase in the runoff duringrainy seasons due to the impervious nature of the Roof, roads and other paved areas.Storm water drainage system shall be provided to collect both the roof water andsurface water generated within the project site. All roof water from terraces of allblocks shall be collected by means of rainwater down take pipes. All roof water downtakes shall be taken up to the ground level and connected to the storm water sumpsfor all blocks excess storm water from terrace will be sent to rainwater harvestingstructures. The storm water coming from roads are connected to water quality inletsand then it is allowed to flow into rain water harvesting structures of size 1.2m X 1.2m X2 m provided at distance of 50 m and excess storm water will be let in to the stormwater drains. Intensity of rainfall of 40 mm/hr shall be considered for design purpose ofstorm water Sumps

Calculation for Storm Water DrainQuantity of storm water(a) With out projectArea of Catchment, ‘A’ : 1.3590 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q : 0.091 m3/sec

(b) With project :Area for catchment for roof and road : 0.993 Ha

Area of Catchment, ‘A’ : 0.993 HaRun off Coefficient, ‘C’ : 0.9Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.099 m3/sec

Area for catchment for open areas : 0.366 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.024 m3/secTotal Discharge : 0.124 m3/secBut, Discharge, Q = A/VWhere,A= Area of the Drain,V= Max. Permissible Velocity : 6 m/sec for concrete drain



Area of drain, ‘A’ = Q/V : 0.021 m2

Taking depth of drain as 0.6 m at the startingpoint : 0.6Width of drain = Area/depth = : 0.034 m 34 mmWidth of the drain is to taken 35 mm and depth varies according to the slope of ground.

Table 2.3 Storm water Management

LandUse

Area inhectares

Vol./hr afterdevelopment

C=0.8

Vol./hrbefore

developmentC=0.6

Differencein

DischargesRemarks

RoofArea 0.51 164.2 123.1 41.0

Harvested in sumpswith a capacity of 4X15 m3 and used fordomestic purpose

RoadArea 0.48 153.6 115.2 38.4 24 nos. of RWH pits

are provided of size1.5m X 1.5mX 2.0 mOpen

Area 0.37 43.9 87.8 -43.9

TOTAL 1.36 35.5* C = 0.3 after development

Fig 2.4 Rain water Harvesting Structure of Size 1.5 m X 1.5 m X 2m



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 of50 cum/day with a peak demand of 100 cum/day, and during occupation stage in theorder of 146.6 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 18Manjira 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) to mitigate the drinkingwater demand, which has been encouraging bulk consumers. The water shortage if anyduring summer season will be drawn from ground water sources. During theconstruction stage, water will be sourced primarily through tankers that would bearranged by the contractor or bulk supplies from HMWS&SB. During the projectoperational stage the water demand shall be sourced bulk supplies from HMWS&SB.The water requirement of the project during occupation stage is in the order of 146.6KLD.

The water requirement for the project during the occupation stage is presented in table2.5. The water savings for the project is presented in table 2.6.



Table 2.5 Water Requirement of the Project

Land Use No. ofUnits

No. ofPersons/

unit

Waterrequirement per

person in l *

Total WaterRequirement

in KLDBlock A to E 198 5 135 133.7Amenities 1 45 45 2.0Swimming pool 1 5.0Visitors 2 15 5.9TOTAL 146.6*Water requirement as per NBC

Table 2.6 Water Savings of the Project

Land UseNo.of

Units

No. ofPersons/unit

WaterRequiremen

t/ KLD

Treatedwater

reuse/dayKlpcd

EffectiveWater

Requirementin KLD

Block A to E 198 5 133.7 39.6 94.1Amenities 1 45 2.0 0.9 1.1Swimming pool 5.0 5.0Visitors 2 5.9 3.0 3.0TOTAL 146.6 43.5 103.1

Approximately 43.5 Kl/day water will be saved by adopting recycling of treated water inthe toilet flush. The effective water consumption is reduced by 43.5 Kl/day and therequirement will be in the order of 103.1 Kl/day due to treated water recycling. Thewater balance of the project during occupation stage is tabulated in table 2.7.

Table 2.7 Water Balance during occupation stageInput KLD Output KLDDomestic water fromHMWSSB 103.1 Excess treated water will be

sent to sewer lines 70.8

Recycled water 43.5 Recycled water 43.5Water requirement for greenbelt during non monsoon 3.0Losses approx 20% 29.3

Total 146.6 Total 146.6

The water used in the order of 146.6 KL/day would generate 117.3 KL/day ofwastewater, which has to be treated for reused.

Sewage treatment plant based on Fluidized Aerobic Bio Reactor (FAB) technologyPROCESS 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 for



homogenization of hydraulic load. The tank contents will be kept in suspension bymeans of course bubble serration through pipe grid. The equalization tank, with air flowindicator for continuous monitoring of air supply to the tank in order to avoid septicconditions, will be covered from top (RCC or FRP) to avoid nuisance. The equalizedeffluent will then be pumped to two Fluidized Aerobic Bio Reactors (FAB) in serieswhere BOD/COD reduction can be achieved by virtue of aerobic microbial activities. Theoxygen required will be supplied through coarse air bubble diffusers. The bio-solidsformed in the biological process will be separated in the downstream Tube Settler. Theclear supernatant will gravitate to the chlorine contact tank where sodium hypochloritewill be dosed for disinfection of treated water prior to disposal. The biological sludgegenerated in the FAB and settled in the tube settlers will be collected in a sludge sumpand then pumped to sludge drying bed for de watering. The dried sludge will then bedisposed off suitably as manure. The schematics of the process are shown. The twomain components of the treatment system viz. The FAB reactor and tube settler aredescribed in the following sections.

Fluidized Aerobic Bio Reactor (FAB)Conventional effluent treatment plants are large sized, power intensive and require a lotof monitoring. Scarcity of open space and rising land a power costs have forced theindustries to look out 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 advantagesand best features of Trickling filters, Rotating biological contractors, activated sludgeprocess and submerged fixed film reactors while eliminating the drawbacks of thesesystems. The plants are more compact and more 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 : 117 KLDCapacity : 140 m3Peak factor : 3.5Peak flow Q peak : 455 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 : 0.0015 m3/secPeak factor : 3.5Peak flow : 0.005 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 : 0.011 m2

Considering screen depth as : 0.022 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 : 0.005 m3/secProviding a flow through velocity of 0.30 m/secCross sectional area of Channel (0.005/0.3) : 0.016 m2

Surface area of channel (0.005/0.013) : 0.38 m2

Assuming depth d : 0.2 mWidth of channel (0.016/0.2) : 0.08 m (say 0.2m)Length of channel (0.38/0.08) : 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 0.2m.



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 : 5.41 m3/hrPeak factor : 3.5Peak flow : 18.95 m3/hrHydraulic retention tank = 2 hrs at Peak flowHence required volume of the tank : 37.91 m3

Provide tank of : 37.91 m3 CapacityAssuming depth : 3 mArea : 12.6 m2

Assuming length to width ratio (1:1) ; l=blength of the tank : 3.5 mwidth of the tank : 3.5 mAir required for agitation : 0.01 m3/ m2 minTotal air required : 22.75 m3/hrAir blower required : 40 m3/hr @ 3.8 mwcEffluent transfer pump : 5.41 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 maintaining theCSTR (continuous Stirrer tank reactor) regime as well as two tanks are provided in seriesmaking the plug – flow system. This will enhance the efficiencies and have the merits ofboth CSTR and plug-flow regimes.Organic loading rate : 3.2 kg BOD/ m3 dOrganic load : 26 kg/dayVolume of the tank : 8.2 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. : 1.65Aeration : Coarse bubbleOxygen transfer efficiency : 12%Air required : 67.37 m3/hrAir blower required : 80 m3/hr @ 6.5 m wc



5.Tube settlerSurface loading rate : 48 m2 /m3 dSurface area required : 2.7 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 : 5.41 m3/hrPeak factor : 2 m3/hrPeak flow : 10.8 m3/hrProvide min 1.5 hours holding capacity.Hence required volume of the tank : 16.25 m3

7. Pressure Sand Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.Flow : 130 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20hrs : 6.5 m3/hrDia. of filter of 1 nos. : 950 mmProvide pressure sand filter of 950 mm dia. and 1200 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 polysterenestrains.Flow : 130 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20hrs : 6.5 m3/hrDia of filter of 1 nos. : 950 mmProvide Activated Carbon filter of 950 mm dia with granular Activated carbon as mediaand 1200 mm HOS with sand as media layer, under drain pipe, laterals face piping etcfor 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: 140 m3

11. Sludge Filter Press:The biomass in the aeration tank stabilizes BOD in wastewater by consuming the organicmatter in the wastewater. The metabolic activity results in growth of the biomasspopulation in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank has beenprovided with filter press for dewatering sludge. The filtrate drains off through themedia, 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 HP

The biomass in the aeration tank stabilizes BOD in wastewater by consuming the organicmatter in the wastewater. The metabolic activity results in growth of the biomasspopulation in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank has beenprovided with filter press for dewatering sludge. The filtrate drains off through themedia, which is again let into equalization tank. The dewatered sludge is collected intrays, 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 Wastewater: It is proposed to reuse the treated wastewater forgreen belt development and for toilet flushing. Excess treated water shall be let outinto the municipal sewer line.



Fig. 2.5 Sewage Treatment Flow Diagram

SEW

AG

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PLA

NT

FLU

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ED A

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BIC

BIO

REA

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ewat

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ATER

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UV



2.2.1.3 Solid WasteMunicipal 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.

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

Paper 8 50Plastics 9 56Metals 1 6Glass 1 6others 4 25Biodegradable 48 301Inerts 25 157Rags 4 25Total 100 627

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

Design StageThe total number of people anticipated to stay in the project is in the range of 1000-1500. The anticipated solid waste/garbage is in the range of 500 g/head, and the totalgarbage will be in the order of 627 kg/day. The responsibility of garbage collection anddisposal lies with the municipal authorities, however the project authorities propose toeducate the residents to segregate the waste at source before disposal. Thebiodegradable waste will be stored in green color bins whereas the recyclable and otherwastes will be stored in blue colour bins. The green bin to be filled with Biodegradablekitchen waste, while the blue dustbins to be filled with recyclable waste like glass,plastic, paper, etc., The biodegradable waste to be removed every day, while therecyclable waste to be removed once a week. The Solid waste/garbage collected, issent to segregation point. The table 2.10 presents the anticipated garbage quantityafter occupation. The Solid waste management plan shown in Fig 2.6.

Table 2.10 Solid Waste Generation

Land Use No. ofUnits

No. ofPersons/

unit

Total No. ofPersons

Total Solid waste inKgs @ 0.5 kg/head

Block A to E 198 5 990 495Amenities 1 45 45 14Visitors 2 396 119

TOTAL 627



2.2.2 CONSTRUCTION STAGEThe sequence of construction operations and the approximate time requirement ispresented in the following table 2.11. The construction sequence is for the constructionproject follow the same sequence. The time schedule of the entire project isapproximately 36 months.

Table 2.11 Construction SequenceS.No Description of work1 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.16 Plumbing works (concealed works).

Electrical conduit junction boxes & board fixing.Plastering works.

Internal (GF & FF).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 isdevoid of any trees due to biogenic pressures. The cut and fill operation for the entirearea is presented in table 2.12.

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 13046 16308 ----------- 3262



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

UnitsBUA perunit in(m2)

Total ReadyMix

Concrete(m3)

TotalCement(bags)

TotalSand(m3)

TotalAggregate(m3)

TotalWater(m3)

TotalBricks(Nos) x1000

TotalReinforcement

Steel(MT)

Total BUA 43673 17906 40616 17033 1878 10569 5066 1004Total 43673 17906 40616 17033 1878 10569 5066 1004

The lead distance for various construction materials is presented in table 2.14.

Table 2.14 Lead Distance for Construction MaterialsS.No Material Source Lead Distance (Km)

1 Sand ROBOSAND and or Krishnaor Godavari river bed areaspermitted by Govt.

5-150

2 Aggregate Crushers near to the site 10-303 Cement Company Dealers 50-1004 Reinforcement Steel TATA / SAIL godowns 10-505 Bricks Local brick kiln 10-306 Plumbing Material Local Suppliers 2-77 Electrical Material Local Suppliers 2-78 Sanitary Material Local suppliers 2-79 Paints Local Suppliers 10-2510 Ready Mix Concrete Local Batching Plants 10-50

2.2.2.1 Water RequirementThe water required for this project is in the order of 11,000 m3 for the entire projectimplementation period. The peak demand for water may be 50 m3/day, however typicaldaily consumption will be in the order of 25 m3/day.

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 bein the order of 2%. Construction debris containing bricks, demolished RCC will be usedfor land 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 1000 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 500 people. Thewater requirement for the labor force will be approximately 20000 lt/day.

2.2.2.5 Material preparation and transportAll the construction materials will be drawn from outside. The material will betransported by trucks within the site and 10 tippers will be used for the purpose.

2.2.3 OCCUPATION PHASEA number of facilities will be provided by M/s Kranti Cresent Properties India Pvt. Ltd.,to the occupants and the facilities are shown in table 2.15.

Table 2.15 Amenities ProposedAmenity Nos. or descriptionTot Lots and Greening Area 1560.7 m2

DG Sets 250 kVA x 5 No.Sewage Treatment Plant 1Garbage segregation point 1

The owners/purchasers will form cooperatives to run the remaining amenities likesewage treatment plant, DG sets. The major requirement of resource is for electricityand water. The electricity will be drawn from TRANSCO. A number of transformers willbe provided to reduce voltage fluctuation and to provide quality energy. The powerrequirement during operation phase is presented in table 2.16.



Table 2.16 Energy Consumption Statement

S.No DescriptionNo. ofUnits Load in KW

TotalConnected

Load(KW)

TotalConnected

Load(kVA)

Total MaxDemand

(KVA)1 Block A to E 198 5 990.0 1237.5 1237.52 Street Lights 45 0.04 1.8 2.3 1.83 Amenities 80.3 100.4 80.34 STP 1 90 90.0 112.5 112.55 Lifts 10 15 150.0 187.5 187.5

TOTAL 1312.1 1640.1 1619.6Maximum demand in kw at 0.6 diversity factor 787.3Consumption of power for 8 hours per day 6298.0Maximum demand in kw at 0.2 diversity factor 262.4Consumption of power for 16 hours per day 4198.7Total consumption of power per day 10496.7 KWTotal consumption of power per year 38.3 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 Block A to E 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 Areain m2



(KW)

1Residential &Commercial 31013 8 248

2 Common & Utilities 12661 1.5 19TOTAL 267

Maximum demand in kw at 0.9 diversity factor 240Consumption of power for 12 hours per day 2885Total consumption of power per day 2884.6 KWTotal consumption of power per year 10.53 Lakh UnitsSavings in power using CFL 3.16 Lakh Units

Table 2.20 Savings in Electrical Power Consumption – SUMMARY

S.No Description WithCFL

With SolarHeater and

StreetLighting

TotalConsumption

lakh unitsTotal Saving

1 Savings in lakhkwh units

3.16 2.0638.31

5.22

2 Savings inpercentage (%)

8.24 5.39 13.6

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 flushing. The line providing treated water will be coloredblue 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. The excess water will belet out into the storm water drains.

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 Phase

S.No. Type ofWaste Quantity Collection/storage Disposal

1 Garbage 627kg/day

Stored at each house ingreen and blue bins forrecyclable and non-recyclable wastesrespectively. Collectedand transported to thesegregation bin by NGO’s.

Municipal solidwaste disposal

2Sewage

TreatmentPlant Sludge

7kg/day Stored in HDPE bags.

Used as manureand or given tofarmers.

3 UsedBatteries

6 nos.year

Sent to Authorizedrecyclers orreturned to seller

4 UsedLubricant 90 l/year Stored in HDPE Carbouy Sold to authorized

recyclers

5 TransformerOil

110l/year Stored in HDPE Drum

Sold to TRANSCOauthorizedcontractors

M/s KRANTI CRESENT PROPERTIES INDIA PVT LTD.,SURVEY NO. 606, 608/1 and 609(P),

SAINIKPURI (KANDIGUDA), KAPRA, KEESARA,RANGA REDDY DISTRICT

Studies and Documentation by:M/s Team Labs and ConsultantsB-115, 116, 117 & 509, Annapurna Block,Aditya Enclave, Ameerpet,Hyderabad- 500 038Phone: 91-040-23748555/616Fax : 91-040-23748666e-mail: [email protected]

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