conceptual plan - welcome to environment properties pvt. ltd., environmental impact statement team...

M/s JAYABHERI PROPERTIES PVT. LTD.,SURVEY NOS. 80/3C, 80/4B /81/2, 81/3, 81/5,

81/6B, 81/7, 81/8, 81/9, 81/10, KUNCHANAPALLYVILLAGE, TADEPALLI MANDAL, GUNTUR DISTRICT,

ANDHRA PRADESH

CONCEPTUAL PLANRESIDENTIAL APARTMENTS CONSTRUCTION PROJECT

Submitted ByM/s Jayabheri Properties Pvt. Ltd.,Plot no. I, Jayabheri Enclave,Next to Botanical Gardens,Gachibowli, HyderabadPhone: +91-9347068353

Studies & Documentation byM/s Team Labs and Consultants(An ISO Certified Organization)B-115 - 117 & 509, Annapurna Block,Aditya Enclave, Ameerpet,Hyderabad- 500 038Phone: 91-040-23748555/616Fax : 91-040-23748666e-mail: [email protected]

SUBMITTED TOSTATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY,

ANDHRA PRADESHGOVERNMENT OF INDIA

Jayabheri Properties Pvt. Ltd., Environmental Impact Statement

Team Labs and Consultants2 - 1

2.0 CONCEPTUAL PLAN/PROJECT DESCRIPTION

M/s Jayabheri Properties Pvt. Ltd. proposes to construct Residential ApartmentsConstruction project at Kunchanapally village, Tadepalli Mandal,Guntur district, AndhraPradesh.

2.1 THE PROJECT LOCATIONThe project is envisaged to develop 2.825 hectares in Survey nos. 80/3C, 80/4B /81/2,81/3, 81/5, 81/6B, 81/7, 81/8, 81/9, 81/10, Kunchanapally Village, Tadepalli Mandal,Guntur District, Andhra Pradesh into Residential Apartments for various socio economicsectors. 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 except Northwestdirection. An 80 m wide road (NH-5) in the Northwest direction connecting Guntur –Vijayawada. The nearest railway station is the Kolanukonda Railway Station at adistance of 1.6 km.

2.2 PROJECT DESCRIPTION2.2.1 DESIGN STAGEThe design of the layout and the buildings is planned based on the low impactdevelopment principles; mixed type road network/circulation network, improvedHydrology, open area, rain water harvesting structures, sewage treatment plant, refusesegregation and recycling of treated water, energy conservation by adopting highefficiency lighting fixtures and equipments, use of renewable energy systems like solarenergy systems etc., and water-efficient land scaping. The land allocation and the Builtup areas proposed are presented in table 2.1.

The project obtained environmental clearance vide order No. SEIAA/AP/ GNT-144/2015- 3465, dated 14/08/2015, for Residential Apartments Construction project.Now Present proposal is for Amendment increasing number of Blocks, increase in sitearea, no. of units and decrease in built up area. Construction not initiated as on date -Seeking Amendment to Environmental clearance.

EC OBTAINED PROPOSED SITE AREA 2.77 hectares 2.825 hectares BUILT UP AREA 127951.8 m2 126394.6 m2

Total no of units 375 Units 471 Units (375 + 96 LIG & EWS) Apartments blocks 5 blocks 6 blocks Block A - E 2C+G+14 2C+G+14 LIG & EWS -- 2C+G+5 Water requirement 273.9 KLD 338.7 KLD Wastewater generation 219.1 KLD 270.9 KLD Solid waste 1193 Kg/day 1433 Kg/day STP Capacity 260 KLD 330 KLD



Table 2.1 Built Up Area Statement - Proposed

Land Use No of Floors Total Noof Units

Total Site Areain m2

Total Built uparea (m2)

Block A C+G+14 75 889.46 13371.56Block B C+G+14 75 985.74 14801.40Block C 2C+G+14 75 985.74 14807.74Block D 2C+G+14 75 985.74 14807.71Block E 2C+G+14 75 1556.11 23295.57LIG & EWS 2C+G+7 96 592.8 4829.8Amenities 2C+G+3 455.1 2475.9Green Area 4091.3Road Area 8793.6Open Area 8922.0ParkingCellar - 1 21789.9Cellar - 2 16215.0Total 471 28257.6 126394.6

Table 2.2 Built Up Area Statement- EC Obtained

Land Use No of Floors Total No ofUnits

Total Site Area inm2

Total Built uparea (m2)

Block A 2C+G+14 75 889.9 13348.5Block B 2C+G+14 75 983.2 14747.6Block C 2C+G+14 75 983.2 14748.0Block D 2C+G+14 75 983.2 14747.6Block E 2C+G+14 75 1523.7 22856.1Amenities 2C+G+5 491.4 2993.0Green Area 3007.8Road Area 8007.3Open Area 10880.0ParkingCellar - 1 22255.5Cellar - 2 22255.5Total 375 27749.6 127951.8

The amenities proposed include DG sets and STP. The water requirement of theproject during operation will be drawn from Tadepalli Municipality. Dedicated Sewagetreatment plant will be provided to treat wastewater. Water conservation measureswill be incorporated in the plumbing designs. Water recycling/reuse will be adopted byway of using treated water for toilet flush systems with dual plumbing and green beltdevelopment. Runoff shall be managed by providing rain water harvesting pits toensure post development runoff will be less than the pre development run off from thesite. The required power will be drawn from the APTRANSCO and the energy



requirement will be optimized by adopting energy conservation measures efficientdesign for lighting. Solar Energy will be used by providing solar water heaters and SolarPhoto-Voltaic panels to cater to hot water requirements and electricity generation tothe extent possible. DG sets shall be provided to meet emergency power requirementsas a backup. Construction materials will be drawn from local sources to ensure lowembodied energy. The layout of the project site and typical floor plan of buildings ispresented in fig. 2.1 and fig 2.2 respectively.

ParkingThe project shall have multiple residential blocks, and internal circulation is provided by9.0 m path all around the site facilitating movement of fire truck and passengervehicles. The access to cellars is provided by a ramp with a width of 4.57 m one way ofpassage. It is proposed to provide 850 car parking spaces. The parking provision followsthe guidelines prescribed by FAR and Building policy of Andhra Pradesh. The numberof parking spaces provided is presented in table 2.2. The Basement area shall havenatural ventilation. The parking floor plans are presented in fig. 2.3.

Table 2.2 Parking Space Provision of the ProjectFloor 4 - Wheeler Parking No's provided

Cellar – 1 484Cellar – 2 366Total 850

Circulation Plan:The project site is classified as residential zone as per master plan. The connecting roadto the site is 80m. The width of connecting roads is 30 m with a capability of 1800 PCU.The present level of service is 0.158. The proposed project shall increase the number oftrips by 131. The level of service of connecting road shall reduce from 0.158 to 0.338and the LOS remains class B (Very Good).

Table 2.3 Generated Traffic - MODIFIED LOS & PERFORMANCE

RoadExistingVolume,PCU/hr

ExistingVolume/capacity

AdditionalVolume

ModifiedVolume

ModifiedVolume/capacity*

Modified LOS&

PerformanceNH-5 1823 0.338 131 1954 0.371 “B” Very Good

serviceroad 285 0.158 131 416 0.259 “B” Very Good

*Traffic Volumes as PCU during Peak hour



Fig 2.1 Site plan



Fig2.2 Floor Plans

FLOO

R PLANS

41

BLOCK A

BLOCK

-B



Fig2.3 Parking Floor Plans

EXIST

ING

RO

AD

BLOCK-E

BLOCK-A

BLOCK-B

BLOCK-C

BLOCK-D

UPDN

UP

DN

2.44M WIDE CORRIDOR

P.LIFT2.00X2.00

P.LIFT2.00X2.00

F/S LIFT2.00X2.60

1.52

1.52

2.54

3.05

UPDN

UP

DN

P.LIFT2.00X2.00

P.LIFT2.00X2.00

F/S LIFT2.00X2.60

1.52

1.52

2.54

3.05

UPDN

UP

DN

P.LIFT2.00X2.00

P.LIFT2.00X2.00

F/S LIFT2.00X2.60

1.52

1.52

UPDN

UP

DN

2.44M WIDE CORRIDOR

P.LIFT2.00X2.00

P.LIFT2.00X2.00

F/S LIFT2.00X2.60

1.52

1.52

GOODS LIFT2.59X2.00 P.LIFT

2.00X2.00LOBBY

2.44X4.17

UPDN

UP

DN

1.52

1.52

P.LIFT2.00X2.00

2.59

2.00

3.61

3.05

OPENTOSKY

7.42m

5.50m

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

3.50

4 .50m W ID E D R IVEW AY

4.50m W ID E D R IVEW AY






5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

5.50

m W

IDE

DR

IVE

WA

Y

9.14

4.72

m

4.50

m

5 .50m W ID E D R IVEW AY

4.50

m W

IDE

DR

IVE

WA

Y

DN

DN

UP

DN

3.60

m W

ide

Ram

p Dn

From

Cel

lar-1

Leng

th -

28.0

4m ;S

lope

-1:8

3.60m Wide Ramp Dn From Cellar-1

Length - 28.04m , Slope- 1:8.

9.14

9.14

9.14

9.14

BUFFER FROM NALA

BUFFER FROM NALA

R.C.C

RETAINING W

ALL

R.C.C RETAINING WALL



4 .50m W

IDE D

RIVEW

AY

4.50m W

IDE D

RIVEW

AY

4.50m W

IDE D

RIVEW

AY

4 .50m W IDE DR IVEWAY

4.50m W IDE DR IVEWAY



UP

69.69m

51.5

0

42.2

1

30.85

28.24

171.30

72.20

25.46

13.88

43.02

16.99

11.70

45.74

20.80

57.33

38.76

59.2

4

3.60

m W

ide

Ram

p Up

To C

ella

r-1Le

ngth

- 28

.04m

;Slo

pe-1

:8

CELLARVENTILATION DUCT ABOVE






CELL

AR V

ENTI

LATI

ON

DUC

T AB

OVE











ELECTRICAL ROOM172.73 Sqmts

LUMBER ROOM165.10 SQMTS

GARBAGE ROOM348.13 Sqmts

3.60m W Ramp Up To Cellar-1,Length - 28.04m; Slope-1:8

3.60m W Ramp Dn From Cellar-1,Length - 28.04m; Slope-1:8

28.04

28.04

2.44M WIDE CORRIDOR

2.00

M W

IDE

CO

RRID

OR

2.00

M W

IDE

CO

RRID

OR

2.44M WIDE CORRIDOR

2.00

M W

IDE

CO

RRID

OR

2.00

M W

IDE

CO

RRID

OR

2.44M WIDE CORRIDOR

2.00

M W

IDE

CO

RRID

OR

2.00

M W

IDE

CO

RRID

OR

2.00

M W

IDE

CO

RRID

OR

2.00

M W

IDE

CO

RRID

OR

2.00 M W CORRRIDOR

2.00

M W

CO

RRRI

DOR

2.00

M W

CO

RRRI

DOR

STPBELOW

DOMESTIC SUMPBELOW

SITE

BOUN

DAR

Y

SITE BOUNDARY

SITE BOUNDARY


2.54


2.54

3.05


2.54

3.05



4.88

2.50

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

4.88

2.50

2.50

4.88

4.88 2.50

4.88

2.50

2.50 4.88

2.50 4.88

2.50 4.88

2.50 4.88

2.50 4.88

2.50 4.88

2.50 4.88

2.50 4.88

2.50

4.88

2.50

4.88

4.88 2.50

4.88 2.50

4.88 2.50

4.882.50

4.88 2.50

4.88 2.50

4.88 2.50

4.88 2.50

4.88 2.50

4.88 2.50

4.88 2.50

4.88 2.50

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

2.50

4.88

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

4.882.50

2.50m

4.88

2.50m

4.88



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 critical aspects ofconstruction and occupation stages of housing projects.

Storm water drains will be provided along the roads to meet the expected increase inthe runoff during rainy seasons due to the impervious nature of the roads and otherpaved areas. The site is uneven and it is proposed to maintain the levels as much aspossible, hence storm water let outs from the site are anticipated. The expected runoffis 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’ : 2.8258 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q : 0.188 m3/sec

(b) With project: :Area for catchment for roof and road : 1.524 Ha

Area of Catchment, ‘A’ : 1.524 HaRun off Coefficient, ‘C’ : 0.9Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.152 m3/sec

Area for catchment for open areas : 1.301 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.087 m3/secTotal Discharge : 0.239 m3/secBut, Discharge, Q = A/V :Where, :A= Area of the Drain, :V= Max. Permissible Velocity : 6 m/sec for concrete drain

Area of drain, ‘A’ = Q/V : 0.040 m2

Taking depth of drain as 0.6 m at the startingpoint : 0.6Width of drain = Area/depth = 0.066 m 66 mm

Width of the drain is to taken 70 mm and depth varies according to the slope of ground.



Table 2.4 Strom Water Runoff

Land Use Area inHectares

Vol./hr(KL) after

development C=0.8

Vol./hr(KL)

beforedevelopment C=0.6

Difference in

Discharges

Remarks

Roof Area 0.65 206.4 154.8 51.6Harvested in 3 nos. of

Storm water storage sumpsof capacity 20 m3 each.

Road Area 0.88 281.4 211.0 70.3 12 nos. of RWH pits areprovided of size 1.5m x

1.5m x 2.0 mOpen Area 1.30 156.2 312.3 -156.2TOTAL 2.83 -34.2

* C=0.3 after development of greenery

Typical drawings of intermediate rainwater harvesting pits is presented in Figure 2.4

Fig 2.4 Rainwater Harvesting Structure



2.2.1.2 Domestic Water: It is proposed to draw domestic water from the TadepalliMunicipality to mitigate the drinking water demand, which has been encouraging bulkconsumers. The water shortage if any during summer season will be drawn from groundwater sources. During the construction stage, water will be sourced primarily throughtankers that would be arranged by the contractor or bulk supplies from TadepalliMunicipality. During the project operational stage the water demand shall be sourcedbulk supplies from Tadepalli Municipality. The water requirement of the project duringoccupation stage is in the order of 338.7 KLD. The water requirement for the projectduring the occupation stage is presented in table 2.5. The water savings for the projectis presented in table 2.6.

Table 2.5Water Requirement of the Project

Land Use No. of UnitsNo. of

Persons/unit

Waterrequirement per

person in l *

Total WaterRequirement in

KLDBlock A to E 375 5 135 253.1LIG & EWS 96 5 135 64.8Amenities 1 100 45 4.5Swimming pool 1 5.0Visitors 2 15 11.3TOTAL 338.7*Water requirement as per NBC

Table 2.6Water Savings Proposed

Land UseNo.of

Units

No. ofPersons/

unit

WaterRequirement

/ KLD

Treatedwater

reuse/dayKlpcd

EffectiveWater

Requirementin KLD

Block A to E 375 5 253.1 75.0 178.1LIG & EWS 96 5 64.8 19.2 45.6Amenities 1 100 4.5 2.0 2.5Swimming pool 5.0 5.0Visitors 2 11.3 5.6 5.6TOTAL 338.7 101.8 236.9

Note: Treated water reuse assumed @ 45l/head for Housing, and @ 20 l/head inamenities.

Approximately 101.8 Kl/day water will be saved by adopting recycling of treated waterin the toilet flush. The effective water consumption is reduced by 101.8 Kl/day and therequirement will be in the order of 236.9 Kl/day. The water balance of the projectduring occupation stage is tabulated in table 2.6



Table 2.7Water Balance during occupation stageInput KLD Output KLDDomestic water fromTadepalli Municipality 236.9

Open drains/ Excess treated watershall be utilized for development ofgreenery in the surrounding areas

159.1

Recycled water 101.8 Recycled water 101.8Water requirement for green beltduring non monsoon 10.0Losses approx 20% 67.7

Total 338.7 Total 338.7

The water used in the order of 338.7 KL/day would generate 270.9 KL/day ofwastewater, which has to be treated for reuse and or disposal. The effluentcharacteristics 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 barscreen chamber for removal of large floating matter followed by grit removal in GritChamber. The raw sewage will then be collected in an equalization tank forhomogenization of hydraulic load. The tank contents will be kept in suspension bymeans of course bubble serration through pipe grid. The equalization tank, with airflow indicator for continuous monitoring of air supply to the tank in order to avoidseptic conditions, will be covered from top (RCC or FRP) to avoid nuisance. Theequalized effluent will then be pumped to two Fluidized Aerobic Bio Reactors (FAB) inseries where BOD/COD reduction can be achieved by virtue of aerobic microbialactivities. The oxygen required will be supplied through coarse air bubble diffusers.The bio-solids formed in the biological process will be separated in the down streamTube Settler. The clear supernatant will gravitate to the chlorine contact tank wheresodium hypochlorite will be dosed for disinfection of treated water prior to disposal.

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

Fluidized Aerobic Bio Reactor (FAB)Conventional effluent treatment plants are large sized, power intensive and require alot of monitoring. Scarcity of open space and rising land a power costs have forced theindustries to look our for space saving, compact and efficient treatment options. Thishas led to the development attached growth processes where the bio mass is retainedwithin the aeration tank obviating the need for recycle. These plants are not onlycompact but also user friendly. The endeavor to have a continuously operating, no-clogging biofilm reactor with no need for back washing, low head-loss and high specific



biofilm surface area culminated in the most advanced technology of aerobic biologicalfluidized bed treatment where the biofilm (biomass) grows on small carrier elementsthat move along with the water in the reactor. The movement is normally caused byaeration in the aerobic version of the reactor.

The reactor combines all the advantages and best features of Trickling filters, Rotatingbiological contractors, activated sludge process and submerged fixed film reactors whileeliminating the drawbacks of these systems. The plants are more compact and moreenergy 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 2.9 Characteristics of Waste waterParameter Quantity in mg/l

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

Design of the unitBasic dataFlow : 270 KLDCapacity : 330 m3

Peak factor : 3.5Peak flow Q peak : 1155 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/lit1. Bar Screen ChamberAverage flow : 0.0040 m3/secPeak factor : 3.5Peak flow : 0.014 m3/secVelocity at peak flow : 0.75 m/SecEffective area of screen RequiredAt average flow : 0.015 m2

At Peak flow : 0.021 m2



Provide Effective area of screen : 0.021 m2

Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b)Overall area required : 0.032 m2

Considering screen depth as : 0.5 mNumber of clear spacing : 1.8Number of bars : 2 Consider 4 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 : 0.014 m3/secProviding a flow through velocity of 0.30 m/secCross sectional area of Channel (0.018/0.3) : 0.06 m2

Surface area of channel (0.018/0.013) : 1.3 m2

Assuming depth d : 0.2 mWidth of channel (0.06/0.2) : 0.3 m (say 0.3m)Length of channel (1.3/0.3) : 4.3 m (say 4.3 m)Provide two channels each of 0.2 m wide and 4.3 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 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 : 13.75 m3/hrPeak factor : 3.5Peak flow : 48.12 m3/hrHydraulic retention tank = 2 hrs at Peak flowHence required volume of the tank : 96.28 m3

Provide tank of : 96.28 m3 CapacityAssuming depth : 4 mArea : 24.06 m2

Assuming length to width ratio (1:1) ; l=blength of the tank : 4.9 mwidth of the tank : 4.9 mAir required for agitation : 0.01 m3/ m2 minTotal air required : 68.75 m3/hrAir blower required : 100 m3/hr @ 3.8 mwcEffluent transfer pump : 13.75 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 canbe increased to four folds as compared to Activated Sludge Process. This enables toconsider higher Organic loading rates.



The micro-organisms attached to media are kept in a fluid state thereby maintainingthe CSTR (continuous Stirrer tank reactor) regime as well as two tanks are provided inseries making the plug – flow system. This will enhance the efficiencies and have themerits of both CSTR and plug-flow regimes.Organic loading rate : 3.2 kg BOD/ m3 dOrganic load : 66 kg/dayVolume of the tank : 20.6 m3

Assume the depth : 5 mNo. of tanks in series : 2Size of the tank : 4.0 m dia. x 5.0 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 : 116.6 m3/hrAir blower required : 150 m3/hr @ 6.5 m wc

5.Tube settlerSurface loading rate : 48 m2 /m3 dSurface area required : 6.8 m2

Tank size : 3.0 m x 6.0 m x 2.7 m SWD With55 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 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 : 13.75 m3/hrPeak factor : 2 m3/hrPeak flow : 27.5 m3/hrProvide min 1.5 hours holding capacity.Hence required volume of the tank : 41.25 m3

7. Pressure Sand Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.



Flow : 330 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 16.5 m3/hrDia. of filter of 1 nos. : 1449.8 mm

Provide pressure sand filter of 1500 mm dia. and 2000 mm HOS with sand as medialayer, under drain pipe, laterals face piping etc for each stream.

8. Activated Carbon Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.Flow : 330 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 16.5 m3/hrDia of filter of 1 nos. : 1449.8 mm

Provide Activated Carbon filter of 1500 mm dia with granular Activated carbon asmedia and 2000 mm HOS with sand as media layer, under drain pipe, laterals facepiping etc for each stream.

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

10.Final Treated Water Holding TankIt is always preferred to provide one final holding tank of minimum one day holdingcapacity, so that the treated effluents can be stored and used back for gardening orother tertiary purposes.Capacity: 330 m3

11. Sludge Filter Press:The biomass in the aeration tank stabilizes BOD in wastewater by consuming theorganic matter in the wastewater. The metabolic activity results in growth of thebiomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank hasbeen provided with filter press for dewatering sludge. The filtrate drains off throughthe media, which is again let into equalization tank.

The dewatered sludge is collected in trays, which can be used as manure in the garden.No. of plates : 24Size of plates : 600 mm X 600 mmPlate moc (material of construction) : PP (poly propline)Type of operation : HydraulicPower pack capacity : 2 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 thebiomass population in the Fluidized Aerobic Bio Reactor (FAB).

Sludge holding tank has been provided with filter press for dewatering sludge. Thefiltrate 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 waterParameter Quantity in mg/l

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

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



Fig 2.5 Sewage Treatment Flow Diagram

SEW

AG

E TR

EATM

ENT

PLA

NT

FLU

IDIZ

ED A

ERO

BIC

BIO

REA

CTO

R TE

CHN

OLO

GY

(FA

B)

Slud

geD

ewat

erin

gSy

stem

EQT

TAN

K

ACF

BarS

cree

n/ G

ritCh

ambe

r

Raw

Sew

age

Ove

rflo

w

Filte

r Fee

dPu

mp

(1W

+1S)

Slud

geD

ispo

sal

SLU

DG

EH

OLD

ING

TAN

K

CLAR

IFIE

DW

ATER

TAN

K

FAB

REAC

TOR

(Pac

kage

uni

t)TU

BESe

ttle

rs

PSF

TREA

TED

WAT

ERTA

NKUV

To R

euse

Ope

n dr

ains

/Exc

ess t

reat

ed w

ater

shal

l be

utili

zed

for d

evel

opm

ent o

fgr

eene

ry in

the

surr

ound

ing

area

s



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. The table2.9presentsCompositionof Municipal Solid Waste.

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

Paper 8 115Plastics 9 129Metals 1 14Glass 1 14others 4 57Biodegradable 48 688Inerts 25 358Rags 4 57Total 100 1433

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

Design StageThe total number of people anticipated to stay in the housing project is in the range of3000 – 4000. The anticipated solid waste/garbage is in the range of 500 g/head, and thetotal garbage will be in the order of 1433 kg/day. The present practice is to collect thegarbage from each house using the services of NGO’s and send it to the segregationpoint by cycle-rickshaws. The biodegradable garbage after segregation is composted atthe segregation point and the remaining waste is sent to the landfill. The landfill site isyet to obtain clearance under Municipal solid waste rules of MoE&F, GOI. The table2.10 presents the anticipated garbage quantity after occupation. The responsibility ofgarbage collection and disposal lies with the Tadepalli Municipality, however theproject authorities propose to educate the residents to segregate the waste at sourcebefore disposal.

Table 2.10 Solid Waste Generation

Land Use No. ofUnits

No. of Persons/unit

Total No.of Persons

Total Solid waste inKgs @ 0.5 kg/head

Block A to E 375 5 1875 938LIG & EWS 96 5 480 240Amenities 1 100 100 30Visitors 2 750 225

TOTAL 1433



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 flatsconstruction. The time schedule of the entire project is approximately 24 months.

Table 2.11Construction SequenceS.No Description of work

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

10 Deshuttering of GF Roof & cleaning.11 Deshuttering of 1st Roof & cleaning.12 Brick work in GF floor.13 Brick work in 1st floor.14 Staircase up to terrace.15 Staircase headroom slab.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 cut and fill operation for the entire area is presented in table 2.12There is excesscut material which would be used for the purpose of aggregate for the constructionpurpose.

Table 2.12 Earth Work Quantities

S No Area Qty of fill (m3) Qty of cut (m3) SurplusFill(m3) Surplus Cut(m3)

1 Site 51357 96900 --- 45543



The cut material contains mainly granite stones, which is suitable for aggregatepurpose. The excess cut material in the order of 45543 m3 will be used for the purposeof aggregate for RCC and dust for flooring. The construction of this magnitude wouldrequire huge quantities of construction materials. The material requirement for theproject is presented in table 2.13.

Table 2.13Material Consumption for Total Built Up area

UnitsBUA perunit in(m2)

TotalReady MixConcrete

(m3)

TotalCement(bags)

TotalSand(m3)

TotalAggregate(m3)

TotalWater(m3)

TotalBricks(Nos) x1000

TotalReinforcement

Steel(MT)

Total BUA 126395 51822 117547 49294 5435 30587 14662 2907Total 126395 51822 117547 49294 5435 30587 14662 2907

Thus aggregate requirement will be met from within the Local Market. The leaddistance for various construction materials is presented in table 2.14.

Table 2.14Lead Distance for Construction MaterialsS.No Material Source Lead Distance

(Km)

1Sand ROBOSAND and or Krishna

river bed areas permitted byGovt. of Andhra Pradesh

30– 45

2 Aggregate From quarries 20-303 Cement Manufacturing units 50–1004 Reinforcement Steel SAIL/TATA godowns 55 Bricks Local Suppliers 10 -206 Plumbing Material Local suppliers 2 – 77 Electrical Material Local Suppliers 2 – 78 Sanitary Material Local suppliers 2 – 7

9 Flooring andPavement Tiles

Manufacturers 50– 150

10 Paints Local Manufacturers 50 - 25011 Ready Mix Concrete Local Batching Plants 5 – 10

2.2.2.1 Water RequirementThe water required for this project is in the order of 30500 cum for the entire projectimplementation period. The peak demand for water may be 60 m3/day,however typicaldaily consumption will be in the order of 40m3/day. The required water will be drawnfrom ground water sources/bulk suppliers/municipal tankers The water supply andplumbing will be optimized and low water consuming faucets and flush tanks will beused to conserve water.

2.2.2.2 Construction DebrisThe construction debris consists of various types of materials. The construction debriswill be in both hazardous and non hazardous categories. The hazardous debris consists



of empty containers of adhesives, thinners, paints, petroleum products. These emptycontainers will be sold to authorized recyclers. The non hazardous wastes containrecyclable 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 orderof 2%. Construction debris containing bricks, will be used for land grading/ in the placeof subgrade.

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

2.2.2.4 Work Force:The labor/work force requirement is approximately 8000 man days of various skilledand unskilled employees. Sufficient labor force and skilled employees are availablefrom the rural areas. The peak labor force requirement will be in the order of 100people and some of the labor force will be provided with temporary accommodationwithin the site. The labor force will be provided with a temporary toilet facilitiesconnected to a septic tank followed by soak pit. The labor accommodation will provideaccommodation to about 10 families. The water requirement for the labor force will beapproximately 3000 lt/day.

2.2.2.5 Material preparation and transportMost of the construction material including aggregate will be drawn from outside. Thematerial will be transported by trucks and the approximate number of truck tripsare200. The material transport within the site will be facilitated by required number oftippers. All grades of concrete will be procured from RMC suppliers. No stone crushershall be installed at site. Aggregate for Road, pavements and floorings shall be procuredthrough the metal suppliers in the required quantities.

2.2.3 OCCUPATION PHASEA number of facilities will be provided by M/s Jayabheri Properties Pvt. Ltd., for theoccupants and the facilities are shown in table 2.15

Table 2.15 Amenities ProposedAmenity Nos. or descriptionGreening Area 4091.3 m2

DG Sets 500 kVA X 5 nos.Sewage Treatment Plant 1Garbage segregation point 1

The amenities like roads, street lighting and open spaces will be handed over to thelocal administration viz. Tadepalli Municipality. The owners/purchasers will formcooperative to run the all amenities like sewage treatment plant, DG sets. The majorrequirement of resource is for electricity and water. The electricity will be drawn fromAPTRANSCO. Transformers will be provided to reduce voltage fluctuation and toprovide quality energy. The power requirement during operation phase is presented intable 2.15



Table 2.16 Electricity Consumption Statement

S.No DescriptionNo. ofUnits Load in KW

TotalConnected

Load(KW)

TotalConnected

Load(kVA)

Total MaxDemand

(KVA)1 Block A to E 375 4 1500 1875 18752 LIG & EWS 96 2 192.0 240.0 480.03 Street Lights 60 0.04 2.4 3.0 2.44 Amenities 158.7 198.4 158.75 STP 1 150 150 187.5 187.56 Lifts 10 15 150 187.5 187.5

TOTAL 2153.1 2691.4 2891.1Maximum demand in kw at 0.6 diversity factor 1291.9Consumption of power for 8 hours per day 10334.9Maximum demand in kw at 0.2 diversity factor 430.6Consumption of power for 16 hours per day 6890.0Total consumption of power per day 17224.9 KWTotal consumption of power per year 62.9 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 150 2000 300

TOTAL 300Maximum demand in kw at 1 diversity factor 300Consumption of power for 2 hours per day 600Maximum demand in kw at 0.4 diversity factor 120Consumption of power for 2 hours per day 240Total consumption of power per day 840.0 KWTotal consumption of power per year 3.07 Lakh Units

Table 2.18 Energy saving by using Solar Street Lights

S.No Description No. ofUnits



(KW)1 Street lights 20 40 1

TOTAL 1Maximum demand in kw at 0.6 diversity factor 0.5Consumption of power for 8 hours per day 4Maximum demand in kw at full load 1Consumption of power for 4 hours per day 3Total consumption of power per day 7.0 KWTotal consumption of power per year 0.03 Lakh Unitssaving with Solar Heater and Street Lighting 3.09 Lakh Units



Table 2.19 Electrical Power savings using CFL for lighting

S.No Description Area inm2



(KW)1 Residential 81084 4 3242 Common & Utilities 40481 1.5 61

TOTAL 385Maximum demand in kw at 0.9 diversity factor 347Consumption of power for 12 hours per day 4159Total consumption of power per day 4158.6 KWTotal consumption of power per year 15.18 Lakh UnitsSavings in power using CFL 4.55 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

4.55 3.0962.87

7.65

2 Savings inpercentage (%)

7.24 4.92 12.2

2.2.3.1 Domestic WaterThe domestic water will be drawn from Tadepalli Municipality and during non-availability of municipal water supply, ground water will be drawn and used to augmentthe 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 1foot below the level of other tanks and a distance of minimum 2 feet from the otherwater pipelines.



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 2.20.

Table 2.20 Solid Waste Generated during Occupation PhaseS.No Type of Waste Quantity Collection/storage Disposal

1 Garbage 1433kg/day

Stored at each housein green and blue binsfor non-recyclable andrecyclable wastesrespectively. Collectedand Transported tothe Segregation bin.

Municipal solidwaste disposal

2SewageTreatment PlantSludge

13kg/day Stored in HDPE bags.

Used as manureand or given to

farmers.

3 Used Batteries 6nos. year

Sent to Authorizedrecyclers or

returned to seller

4 Used Lubricant 100l/year

Stored in HDPECarbouy

Sold to authorizedrecyclers

5 Transformer Oil 120l/year Stored in HDPE Drum

Sold to APTRANSCOauthorizedcontractors

JAYABHERI PROPERTIES PVT. LTD.,SURVEY NOS. 80/3C, 80/4B /81/2, 81/3, 81/5,

81/6B, 81/7, 81/8, 81/9, 81/10,KUNCHANAPALLY VILLAGE, TADEPALLI 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 038Phone: 91-040-23748555/23748616Fax : 91-040-23748666e-mail: [email protected]

conceptual plan - welcome to environment properties pvt. ltd., environmental impact statement team...

Documents