m/s. devbhumi realtors pvt. ltd., - welcome to...

M/s. Devbhumi Realtors Pvt. Ltd.,SURVEY NO. 83/1, RAIDURG PANMAKHTA,

SERILINGAMAPALLY, RANGA REDDY DISTRICT

Conceptual Plan

Commercial Office Construction Project

Submitted ByM/s. Devbhumi Realtors Pvt. Ltd.Salarpuria Cyber Park, Sy No. 67/P,Adjacent to Shilparamam,Hitech City, Madhapur,Hyderabad 500 081Phone- 040 - 2311 7211

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

TELANGANAGOVERNMENT OF INDIA

Devbhumi Realtors Pvt. Ltd. Environmental Impact Statement

Team Labs and Consultants2 - 1

2.0 PROJECT DESCRIPTION/CONCEPTUAL PLAN

This chapter details the need for the project, description of the proposed project andalternatives, and identifies the valued ecosystem components. The project is envisagedto provide build to suit office space for the Information Technology sector in Madhapurof Serilingampally area. This area adjacent to the Kukatpally Municipality is part of theprincipal growth corridor of Hyderabad from 1995 onwards. The area around thisproject site is known as Hi-Tec City providing office infrastructure and business supportfor computer software companies working in the electronics, telecommunications,engineering, and finance sectors. The area is connected to the residential areas ofKondapur, Gachibowli, Mehdipatnam, Banjarahills, Ameerpet, and Kukatpally, whichhave a wide variety of housing for various socio economic classes. The site area fallsunder Cyberabad Development Authority area and IALA constituted by government ofTelangana under the aegis of TSIIC. The area has become the hub of informationtechnology business, and the state government designated this area for IT knowledgeparks, Indian Institute of Information Technology, Indian school of Business, CMC andthe University of Hyderabad as part of developing Hyderabad as a knowledge capitaland encouraged development of commercial space in the order of 3 million square feet,enhancing the employment opportunities. The demand for business space for IT andfinancial sectors on built to suit and ready to build basis is increasing constantly in viewof the growing interest in Hyderabad as an IT destination. There are variousdevelopments in the area, which is facilitating the location of IT industry. The areaboasts of state of the art buildings of cyber city, cyber pearl, cyber gateway, The V, etc.

2.1 THE PROJECT LOCATIONThe project will be spread over an area of 4.25 hectares in Survey no. 83/1, RaidurgPanmakhta, Serilingamapally Municipality, Ranga Reddy District. The site is surroundedby open lands in all the directions except in north and south directions. An 45 m wideroad in south direction connecting Mind space Junction and Old Bombay road. Thenearest railway station is the Hi-tech City railway Station at a distance of 3.9 km.

2.2 PROJECT DESCRIPTION

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

It is proposed to develop an office building has 4 Basement floors for parking and G+16floors for office. The land allocation will be optimized to ensure compliance with theFAR regulations of HMDA. The water requirement of the project during operation willbe drawn from HMWSSB. Sewage treatment plant will be provided to treat thewastewater. Water conservation measures will be incorporated in the plumbingdesigns. Water recycling/reuse will be adopted by way of using treated sewage fortoilet flush systems and green belt development. The treated effluent and storm waterwill be let-out into the storm water drain, which will join the drains. The required power



will be drawn from the TRANSCO and the energy requirement will be optimized byadopting energy efficient design for lighting and for HVAC systems. Constructionmaterials will be drawn from local sources. The parking provision exceeds the guidelinesprescribed by FAR and Building policy. The layout of the project site and plan ofindividual floors is presented in fig. 2.1 and fig. 2.2.

Table 2.1 Area Statement for the proposed Building

Land Use Total SiteArea (m2)Built up area (m2)

Parking Office TotalBasement 1

12082.9

46166.6 46166.6Basement 2 35484.5 35484.5Basement 3 35948.4 35948.4Basement 4 35305.6 35305.6Ground Floor 12082.9 12082.91st floor 11810.6 11810.62nd floor 16228.0 16228.03rd floor 13299.2 13299.24th floor 15175.8 15175.85th floor 15860.6 15860.66th floor 14178.0 14178.07th floor 12718.5 12718.58th floor 13299.2 13299.29th floor 13299.2 13299.210th floor 12642.4 12642.411th floor 12718.5 12718.512th floor 13299.2 13299.213th floor 13299.2 13299.214th floor 12642.4 12642.415th floor 12718.5 12718.516th floor 13299.2 13299.2Terrace floor 1762.2 1762.2Green area 6007.5Road area 10201.8Open area 13046.8Surface parking 1168.3

Total 42507.3 152905.1 230333.8 383238.9

PARKING PROVISIONIt is proposed to provide 4 Basement floors for parking. The parking provision followsthe guidelines prescribed by HMDA and Building policy. The number of parking spacesprovided is presented in table 2.3. The parking floor plans are presented in fig. 2.2.



Table 2.2 Parking Space Provision of the ProjectFloor 4-Wheeler 2-WheelerBasement 1 1093 320Basement 2 1050 315Basement 3 1068 320Basement 4 1912 467Surface parking 92Total 5215 1422

CIRCULATION PLAN

Ground Floor Driveway : 9.0 m No. of Basements: 4 nos. No. of Ramps : 6 Width of Ramp : 4.5 m Slope of Ramp : 1 in 8 No. of Lifts : 48 Capacity of each Lift: 15 pax. Connecting Road : 45 m ROW

Modified Los & Performance

RoadExistingvolume,PCU/hr

Existingvolume/Capacity

Additionalvolume

ModifiedVolume

ModifiedVolume/Capacity

ModifiedLos &

performance

Site road 984 0.273 224 1208 0.336 B VeryGood



Fig 2.1 Site layout



Fig. 2.2 Typical Floor Plans

TERRACE

2nd FLOOR

3rd FLOOR

4th FLOOR

5th FLOOR

7th FLOOR

8th FLOOR

9th FLOOR

10th FLOOR

6th FLOOR

11th FLOOR

12th FLOOR

13th FLOOR

14th FLOOR

15th FLOOR

16th FLOOR

1st FLOOR

GROUND

BASEMENT-01

BASEMENT-02

BASEMENT-03

BASEMENT-04

590.80



Fig. 2.3 Parking Floor Plans



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

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

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

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

CALCULATION FOR STORM WATER DRAIN:Quantity of storm water:(a) With out project:Area of Catchment, A : 4.2507 HaRun off Coefficient, C : 0.6Maximum intensity of rainfall, I : 40 mm/hrTherefore Q : 0.283 m3/sec

(b) With project: :Area for catchment for roof and road : 2.228 Ha

Area of Catchment, A : 2.228 HaRun off Coefficient, C : 0.9Maximum intensity of rainfall, I : 40 mm/hrTherefore Q = : 0.223 m3/sec

Area for catchment for open areas : 2.022 HaRun off Coefficient, C : 0.6Maximum intensity of rainfall, I : 40 mm/hrTherefore Q = : 0.135 m3/secTotal Discharge : 0.358 m3/secBut, Discharge, Q = A/V :



Where, :A= Area of the Drain, :

V= Max. Permissible Velocity : 6m/sec for concrete

drain

Area of drain, A = Q/V : 0.06 m2

Taking depth of drain as 0.6 m at the startingpoint : 0.6Width of drain = Area/depth = 0.099 m 99 mm

Width of the drain is to taken 100 mm and depth varies according to the slope ofground.

Table 2.3. Storm Water CalculationLandUse

Area inHectares

Vol./hrafter

developmentC=0.8

Vol./hrbeforeDevelopmentC=0.6

Differencein

Discharges

Remarks

RoofArea 1.21 386.7 290.0 96.7

Harvested in sump with acapacity of 100 m3

RoadArea 1.02 326.5 244.8 81.6 21 nos. of RWH pits areprovided of size

1.5m X 1.5m X 2.0 mOpenArea 2.02 242.7* 485.3 -242.7

TOTAL 4.25 -64.4*C=0.3 after development of greenery

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

1. Rainwater Harvesting Pits

2. Harvesting by sumps

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



Fig 2.4 Rainwater Harvesting Structures

2.2.1.2 Water Availability:Water is required for the construction as well as during occupation stage as the same isan important resource. The water requirement during construction is in the order of110 cum/day with a peak demand of 220 cum/day, and during occupation stage in theorder of 828.0 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 ImpoundmentNameDistance from

city kmInstalled

Capacity MGDOsmansagar Musi 1920 Osmansagar 15 27

Himayatsagar 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), which has beenencouraging the bulk consumers. The water shortage if any during summer season willbe drawn from ground water sources. The water requirement during construction willbe from ground water sources and the requirement is in the order of 110 cum/day. Thewater requirement of the project during occupation stage is in the order of 828.0 KLD.The water requirement for the project during the occupation stage is presented in table2.5. The Water Balance for the project is presented in table 2.7.

Table 2.5 Water Requirement of the Project

Description Total No. ofPersonsWater requirement

lpdTotal Water

Requirement in KLDOffice 18400 45 828.0Total 18400 828.0

The water requirement shall be reduced by adopting Dual plumbing system: Separatetank is provided to store the treated water; the tank shall be 1 foot below the overheadtank. Separate pipe system is provided to pump the treated water for flushing. All thetreated water pipelines shall be colored blue. Separate line in the blocks to use treatedwastewater for flushing purpose. The total saving is as follows;



Table 2.6 Water Savings Proposed

Description No. ofPersons

WaterRequirement in

KLD

Treated waterreuse KLD

Effective WaterRequirement in KLD

Office 18400 828.0 368.0 460.0Total 18400 828.0 368.0 460.0

Note: Treated water reuse assumed @ 20 l/head. Approximately 368 KLD water will besaved by adopting recycling of treated water in the toilet flush.

The effective water consumption is reduced by 368.0 KLD and the requirement will bein the order of 460.0 KLD. The water balance of the project during occupation stage istabulated in table 2.7

Table 2.7 Water Balance during occupation stageInput KLD Output KLDDomestic water fromHMWS&SB 460.0 HVAC Chillers 287.9Recycled water 368.0 Treated waste water for Recycle 368.0

Water requirement for green beltduring non monsoon 6.5Losses approx 20% 165.6

Total 828.0 Total 828.0

The water used in the order of 828.0 KLD would generate 662.4 KLD of wastewaterwhich has to be treated for reuse.

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 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 FAB



reactor and tube settler are described in the following sections.

Fluidized Aerobic Bio Reactor (FAB)Conventional effluent treatment plants are large sized, power intensive and require alot of 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 advantages and best features of Trickling filters, Rotatingbiological contractors, activated sludge process and submerged fixed film reactorswhile eliminating the drawbacks of these systems. The plants are more compact andmore energy efficient.

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

Table 2.9 Characteristics of Waste waterParameter Quantity in mg/l

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

Design of the unitBasic dataFlow : 662.1 KLDCapacity : 800 m3

Peak factor : 3.5Peak flow Q peak : 2940 m3/dayInfluent BOD : 200 mg/litInfluent Suspended Solids : 200 mg/litInfluent COD : 350 mg/litEffluent BOD : 30 mg/lit



Effluent COD : 200 mg/litEffluent Suspended Solids : 100 mg/lit

1. Bar Screen ChamberAverage flow : 0.0097 m3/secPeak factor : 3.5Peak flow : 0.035 m3/secVelocity at peak flow : 0.75 m/SecEffective area of screen RequiredAt average flow : 0.032 m2

At Peak flow : 0.046 m2

Provide Effective area of screen : 0.046 m2

Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b)Overall area required : 0.069 m2

Considering screen depth as : 0.5 mNumber of clear spacing : 2.3Number of bars : 3 Consider 5 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 ofone meter (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 : 0.0142 m3/secProviding a flow through velocity of 0.30 m/secCross sectional area of Channel (0.0142/0.3) : 0.047 m2

Surface area of channel (0.0142/0.013) : 1.092 m2

Assuming depth d : 0.2 mWidth of channel (0.047/0.2) : 0.235 m (say 0.2m)Length of channel (1.092/0.24) : 4.55 m (say 4.6 m)Provide two channels each of 0.2 m wide and 4.6 m long with depth of waste water 0.2m.

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 : 35 m3/hrPeak factor : 3.5Peak flow : 122.5 m3/hrHydraulic retention tank = 2 hrs at Peak flowHence required volume of the tank : 245 m3

Provide tank of : 245 m3 CapacityAssuming depth : 3 mArea : 81.6 m2



Assuming length to width ratio (1:1) ; l=blength of the tank : 9.0 mwidth of the tank : 9.0 mAir required for agitation : 0.01 m3/ m2 minTotal air required : 147 m3/hrAir blower required : 150 m3/hr @ 3.8 mwcEffluent transfer pump : 35 m3/hr @ 8 mwc

4. Fluidized Aerobic Bio Reactor (FAB):The polypropylene media have been provided with a specific surface area of 350 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 : 168 kg/dayVolume of the tank : 52.5 m3

Assume the depth : 5 mNo. of tanks in series : 2Size of the tank : 3.6 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 : 217.7 m3/hrAir blower required : 250 m3/hr @ 6.5 m wc

5.Tube settlerSurface loading rate : 48 m2 /m3 dSurface area required : 17.5 m2

Tank size : 3.0 m x 6.0 m x 2.7 m SWD With55 deg. hopper bottomTube 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 : 35 m3/hrPeak factor : 2 m3/hrPeak flow : 70 m3/hrProvide min 1.5 hours holding capacity.Hence required volume of the tank : 105 m3

7. Pressure Sand Filter:Vertical down flow type with graded/sand bed under drain plate with polysterenestrains.Flow : 800 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 42 m3/hrDia. of filter of 1 nos. : 2350 mmProvide pressure sand filter of 2350 mm dia. and 2500 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 : 800 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 42 m3/hrDia of filter of 1 nos. : 2350 mmProvide Activated Carbon filter of 2300 mm dia with granular Activated carbon asmedia and 2500 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: 800 m3

11. Sludge Filter Press:The biomass in the aeration tank stabilizes BOD in wastewater by consuming the



organic matter in the wastewater. The metabolic activity results in growth of 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 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.

Characteristics of Treated Waste waterParameter Quantity in mg/l

PH 7 8Total Suspended Solids 100BOD 30COD 100

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



Fig 2.5 Sewage Treatment Flow Diagram

SEW

AG

E TR

EATM

ENT

PLA

NT

FLU

IDIZ

ED A

ERO

BIC

BIO

REA

CTO

R TE

CHN

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(FA

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Slud

geD

ewat

erin

gSy

stem

EQT

TAN

K

PSF

ACF

BarS

cree

n/ G

rit

Cham

ber

Raw

Sew

age

Ove

rflo

w

Filte

r Fee

dPu

mp

(1W

+1S)

Slud

geD

ispo

sal

SLU

DG

EH

OLD

ING

TA

NK

CLA

RIFI

EDW

ATER

TAN

K

FAB

REA

CTO

R(P

acka

ge u

nit)

TREA

TED

WAT

ERTA

NK

To R

euse

TUBE

Sett

lers

18

UV



2.2.1.3 Solid Waste

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

Table 2.9 Composition of Municipal Solid WasteType Composition (%) Solid waste in kgPaper 8 442Plastics 9 497Metals 1 55Glass 1 55others 4 221Biodegradable 48 2650Inerts 25 1380Rags 4 221Total 100 5520

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

Design StageThe total number of people anticipated to stay in the project is in the range of 8000-8500. The anticipated solid waste/garbage is in the range of 300 g/head, and the totalgarbage will be in the order of 5520 kg/day. The solid waste from the block is collectedthrough dumb waiter system and then collected at the block collection point and finallysent to the main collection point. The organic waste is treated in the waste converterand the inorganic waste is sent to the Municipal Management facility. The residents ofthe surrounding layouts are sending their solid waste through the SerilingampallyMunicipality appointed NGO for collection, which is nearer to the site. Governmentidentified the Jawaharnagar Garbage disposal center for both Kukatpally andSerilingampally areas. The biodegradable garbage after segregation is composted andthe remaining waste is sent to the landfill in Jawaharnagar. The landfill site is yet toobtain clearance under Municipal solid waste rules of MoEF, GoI. The table 2.10presents the anticipated garbage quantity after occupation.

Table 2.10 Solid Waste GenerationLand Use No. of Persons Total Solid waste in Kgs/day

Office 18400 5520Total 18400 5520

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



Table 2.11 Construction SequenceS.No Description of work

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

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

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

a. Internal (GF & FF).

b. External (GF & FF).

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

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

Table 2.12 Earth Work Quantities

S No Area Qty. of fill(m3)Qty of cut

(m3)Surplus fill

(m3)Surplus cut

(m3)

1 Site 59966 99944 --- 39977

The cut material contains mainly granite stones, which is suitable for masonry works.The excess cut material in the order of 39977 m3 will be used for above purpose.



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

Table 2.13 Material Consumption

Floor TotalBUA (m2)

ReadyMix

Concrete(m3)

Cement(bags)

Sand(m3)

Aggregate (m3)

Water(m3)

Brick(Nos) x1000

Reinforcement

steel (MT)

Total BUA 383239 157128 356412 149463 16479 92744 44456 8814Total 383239 157128 356412 149463 16479 92744 44456 8814

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

Table 2.14 Lead Distance for Construction Materials

S.No Material Source Lead Distance(Km)

1Sand ROBOSAND and or Krishna

or Godavari river bed areaspermitted by Govt.

160 250

2 Aggregate With in the site 0 53 Cement Manufacturing units 150 2004 Reinforcement Steel SAIL/TATA god owns 5-10

5 Bricks Local suppliers/Manufacturers 50

6 Plumbing Material Local suppliers 2 97 Electrical Material Local Suppliers 2 88 Sanitary Material Local suppliers 2 8

9 Flooring andPavement Tiles Manufacturers 50 150

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

2.2.2.1 Water RequirementThe water required for this project is in the order of 92500 m3 for the entire projectimplementation period. The peak demand for water may be 220 m3/day, howevertypical daily consumption will be in the order of 110 m3/day. The required water will bedrawn from ground water sources. The project authorities explored the possibility ofusing treated wastewater to meet partial requirement of water and could not identify areliable source. The water supply and plumbing will be optimized and low waterconsuming faucets and flush tanks will be used to conserve water.

2.2.2.2 Construction DebrisThe construction debris consists of various types of materials. The construction debriswill be in both hazardous and non-hazardous categories. The hazardous debris consistsof empty containers of adhesives, thinners, paints, and petroleum products. Theseempty containers will be sold to authorized recyclers. The non hazardous 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 inthe order of 2%. Construction debris containing bricks, demolished RCC will be used forland filling in the place of sub grade.

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

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

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

2.2.2.6 Batching PlantThe required concrete will be prepared in a batching plant to be located temporarily inthe site so as to maintain the quality and reduce the lead distance. The capacity of thebatching plant will be 30 m3 to 50 m3/hr. The raw mix design (Cement: sand: coarseaggregates: water: admixture) is stored in electronic panel board and the quantities areweighed automatically as per the design mix. Aggregates in the sizes of 10 mm, 20 mmis stacked in separate bins and these materials are loaded into the hopper by scrapperand load cells. Cement is provided to the mix through silos (40 MT to 20 MT capacity)with the help of screw conveyor. Measured quantity of water and admixture is fed intohopper though load cells. In the hopper coarse aggregates, fine aggregates, cement,water and admixture gets mixed in required quantities by rotary motion of the mixerand after proper mixing it is unloaded into transit mixers at the rate of 0.5 m3/minute.The water consumption for this process is approximately 160 lts/m3 of concrete. Theentire operation is closed and there is no scope of fugitive dust as the operation is wetin nature.

2.2.2.7 Stone CrusherThe required aggregate will be drawn from with in the site from a temporary stonecrusher. The capacity of the stone crusher is 150 tons/hour. The stone crusher will usethe rocky boulders removed during the cut operations and used for the production ofaggregates of various sizes. The main raw material is boulders obtained from within thesite during clearing operations of the land and conveyed by tippers & dumpers to theplant site. All the crushing units are mobile and electrically operated. The boulder ischarged into the hopper with help of dumper. The boulders are crushed and screened



to required size with help of screens and carried by belt conveyors to the storage yard.The dust and the aggregate of less than 12.5 mm size will be used for road constructionand as sub base for flooring purpose instead of sand. All the silos and the conveyor beltswill be covered and the transfer points will be provided with water sprinkling. Thewater requirement for this plant is approximately 5 cum/day.

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

Table 2.15 Amenities ProposedAmenity Nos. or Description

Sewage Treatment Plant 1Garbage Collection Bin 1DG Sets 10 Nos. X 2000kVAGreen area 6007.5 m2

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

Table 2.16 Energy Consumption Statement

S.No DescriptionTotal

area inm2

Powerallocated in

watts per m2

Total Powerrequired in

(KW)

1 Office &Common area

230334 60.00 13820.03

Total 13820.03

Maximum demand in kw at 0.6 diversity factor 8292.0Consumption of power for 12 hours per day 99504.2Maximum demand in kw at 0.1 diversity factor 1382.0Consumption of power for 12 hours per day 16584.0Total consumption of power per day 116088.2 KWTotal consumption of power per year 423.7 Lakh Units

Table 2.17 Energy Saving by using copper wound transformers for Comm.Power loss using CU. wound transformer 1.20%

Savings in power loss using CU wound transformer 3.2 Lakh Units



Table 2.18 Energy Saving by using HF BallastPower loss using conventional ballast 25%Power loss using HF ballast 14%Savings in power loss using HF ballast 11%


area inm2

Powerallocatedin wattsper m2


(KW)

1 Parking 152905 3.00 458.722 Common Area 69100 5.00 345.50

Total 804.22

Maximum demand in kw at 0.8 diversity factor 643.4Consumption of power for 12 hours per day 7720.5Maximum demand in kw at 0.2 diversity factor 160.8Consumption of power for 12 hours per day 1930.1Total consumption of power per day 9650.6 KWTotal consumption of power per year 35.2 Lakh UnitsSavings in power loss using HF ballast 3.9 Lakh Units

Table 2.19 Electrical Power savings using CFL/T5 for lightingSavings in power Using CFL/T5 as against Fluorescent Lamps 30%

S.No Description Total areain m2

Powerallocated in

watts per m2


(KW)1 Parking 163718 3.00 491.152 Common Area 71496 5.00 357.48

Total 848.64

Maximum demand in kw at 0.8 diversity factor 678.9Consumption of power for 12 hours per day 8146.9Maximum demand in kw at 0.2 diversity factor 169.7Consumption of power for 12 hours per day 2036.7Total consumption of power per day 10183.6 KWTotal consumption of power per year 37.2 Lakh UnitsSavings in power using CFL 11.2 Lakh Units



Table 2.20 Electrical Power savings using Solar Power for External lighting

S.No Description Total areain m2

Powerallocated in

watts per m2


(KW)1 External Lighting 30.00

Total 30.00

Maximum demand in kw at 1.0 diversity factor 30.0Consumption of power for 6 hours per day 180.0Maximum demand in kw at 0.5 diversity factor 15.0Consumption of power for 6 hours per day 90.0Total consumption of power per day 270.0 KWTotal consumption of power per year 0.99 Lakh UnitsSavings in power using Solar Power 0.99 Lakh Units

Table 2.21 Electrical Power savings using water Cooled ChillersSavings in power by using Water Cooled Chillers as against Air cooledChiller 40%


area inm2

Powerallocated in

watts per m2


(KW)1 Commercial Office 230334 25.00 5758.34

Total 5758.34

Maximum demand in kw at 0.6 diversity factor 3455.0Consumption of power for 12 hours per day 41460.1Maximum demand in kw at 0.1 diversity factor 575.8Consumption of power for 12 hours per day 6910.0Total consumption of power per day 48370.1 KWTotal consumption of power per year 176.6 Lakh UnitsSavings in power using water Cooled Chillers and heatrecovery wheel 70.62 Lakh Units

Table 2.22 Total Saving

S.No Description Savings in lakhkwh unitsSavings in

percentage1 With Cu wound Transformer 5.1 1.22 with HF Ballast 3.9 0.013 With CFL 10.6 2.5

4With WaterCooled Chillers 70.6 16.7

5 With Solar Power for External lighting 1.0 0.2Total Saving 91.1 21.5Total Consumption 423.7



2.2.3.1 Domestic WaterThe domestic water will be drawn from HMWSSB and during non-availability Groundwater will be drawn and used to augment the supplies. The wastewater will be treatedand reused for gardening and flush tanks. Dual plumbing system is adopted to reuse thetreated wastewater for flushing. Dual plumbing system: Separate tank is provided tostore the treated water, the tank is at least 1 foot below the level of other tanks and adistance of minimum 2 feet from the other water pipelines. Separate pipe system isprovided to pump the treated water for flushing. All the lines providing treated waterwill be colored blue. The excess treated water will be let out into the storm waterdrains.

2.2.3.2 Solid WasteThe solid wastes anticipated during occupation stage include garbage, sludge from STP,hazardous waste of used oils, and batteries from generators. The quantity of wastes ispresented in table 2.23.

Table 2.23 Solid Waste Generated during Occupation PhaseS.No Type of Waste Quantity Collection/storage Disposal

1 Garbage 5520kg/day

Segregation at source into bio-degradable, non bio-degradable and DomesticHazardous wastes. Disposal ofrecyclable waste toAuthorized Waste Pickers /Authorized Recyclers. Balancesegregated waste given toAuthorized Agency of LocalBody.

Municipalsolid wastedisposal

2SewageTreatmentPlant Sludge

40kg/day Stored in HDPE bags.

Used asmanure andor given tofarmers.

3 Used Batteries 30 nos. year

Sent toAuthorizedrecyclers orreturned toseller

4 Used Lubricant 400 l/year Stored in HDPE CarboySold toauthorizedrecyclers

5 Transformer Oil 500 l/year Stored in HDPE Drum

Sold toTRANSCOauthorizedcontractors

6 e-waste Stored in go downs e-parisara

M/s. Devbhumi Realtors Pvt. Ltd.,SURVEY NO. 83/1, RAIDURG PANMAKHTA,

SERILINGAMAPALLY, RANGA REDDY DISTRICT

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

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