praneeth pranav leaf -...

Praneeth Pranav LeafM/s Venkata Praneeth Developers Pvt. Ltd.

SURVEY NOS. 99, 100, 111, 112, 114, 115, 116, 117, 118, 119, 120,121, 122, 123, 124, 125, 126, 127, 128, 129, 130, 131, 132, 133,154, 155, 157, 158, 159, 160, 161, 162, 163 & 165, Mallampet,

Dundigal-Gandimaisamma Mandal, Medchal-Malkajgiri District

1. Conceptual Plan2. EMP Report

Residential and Commercial Construction Project

Submitted ByVenkata Praneeth Developers Pvt. Ltd.#2-37, Pranav Complex, Praneeth Homes,Praneeth Nagar, Mallampet Village,Quthubullapur,Hyderabad-500090

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

Praneeth Pranav Leaf Environmental Impact Statement

Team Labs and Consultants2 - 1

2.0 PROJECT DESCRIPTION/CONCEPTUAL PLANThis chapter details the need for the project, description of the proposed project andalternatives, and identifies the valued ecosystem components. M/s Venkata PraneethDevelopers Pvt. Ltd., Proposes to build Residential and Commercial Building to cater tothe needs with all amenities as a gated community.

2.1 THE PROJECT LOCATION:The project will be spread over an area of 13.88 Hectares in Survey Nos. 99, 100, 111,112, 114, 115, 116, 117, 118, 119, 120, 121, 122, 123, 124, 125, 126, 127, 128, 129, 130,131, 132, 133, 154, 155, 157, 158, 159, 160, 161, 162, 163 & 165, Mallampet, Dundigal-Gandimaisamma Mandal, Medchal-Malkajgiri District The site is surrounded by openlands in all the directions. An existing outer ring road in North direction.

2.2 PROJECT DESCRIPTION2.2.1 DESIGN STAGEThe project is envisaged as a gated community of Residential units with variousAmenities and Commercial Building. The land area available for the project is 13.88 haand will be allocated for various types of buildings and amenities based on thedevelopment rules of GHMC. The built up areas and the number of units proposed ispresented in table 2.1.

Table 2.1 Built Up Area Statement

Land Use No. of Floor No. ofUnits

Total Site Area(m2)

Total Built uparea (m2)

Villas G+1 519 54398.1 87406Amenities G+1 1192.0 1912Commercial G+2 2755.0 2538School G+2 11837.0 2550Green area 14495.0Road area 34688.0Open area 18933.9Total 519 138299.0 94406.0

It is proposed to provide Residential units and Commercial Buildings. The landallocation will be optimized to ensure compliance with the regulations of GHMC. Thewater requirement of the project during operation will be drawn from HMWSSB.Sewage treatment plant will be provided to treat the sewage. Water conservationmeasures will be incorporated in the plumbing designs. Water recycling/reuse will beadopted by way of using treated sewage for green belt development. The rainwaterwill be let-out into harvesting tank and excess discharged into storm water drains. Therequired power will be drawn from the TRANSCO. Solar Energy will be used for fencing,and partially for hot water in the apartments. The designs of the apartments will alsoincorporate Indian Architectural principles of “Vastu” as the market demands the



same. Construction material will be drawn from local sources. The layout of theproject site is presented in fig. 2.1 and typical floor plans are presented in figure 2.2.The parking provision follows the guidelines prescribed by GHMC and Building policy.The number of parking spaces provided is presented in table 2.2

Circulation Plan: Spinal Road: 12.19 m Sub-Arterial : 9.14 m Connecting Road : 20 m ROW

ParkingIt is proposed to provide parking spaces each unit for parking. The parking provisionexceeds the guidelines prescribed by FAR and Building policy. Parking floor plans ispresented in fig 2.3. The no. of parking spaces is presented in table 2.2.

Table 2.2 Parking Space Provision of the ProjectLand Use 4-Wheelers 2-Wheelers

Villas 530 530Amenities 15 30Commercial 25 40School 15 35Social Infrastructure 2 8Total 587 643



Fig 2.1 Layout of the project site

4.00

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SHOPPINGCOMPLEXAMENITIES3295 syd

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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.

Calculation for Storm Water DrainQuantity of storm water(a) Without projectArea of Catchment, ‘A’ : 12.3707 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q : 0.825 m3/sec(b) With project :Area for catchment for roof and road : 9.028 HaArea of Catchment, ‘A’ : 9.028 HaRun off Coefficient, ‘C’ : 0.9Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.903 m3/sec

Area for catchment for open areas : 3.343 HaRun off Coefficient, ‘C’ : 0.6Maximum intensity of rainfall, ‘I’ : 40 mm/hrTherefore Q = : 0.223 m3/secTotal Discharge : 1.126 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 : 0.188 m2

Taking depth of drain as 0.6 m atthe starting point : 0.6Width of drain = Area/depth = : 0.313 m 313 mm

Width of the drain is to taken 313 mm and depth varies according to the slope ofground.

Rainwater Harvesting StructuresStorm water drains are provided with recharge pits which will act as flow dissipatersand also as infiltration trenches to ensure percolation of water and enhance the groundwater table. The roof waters are channeled through storm water drains, which areconnected with water harvesting pits. Rain Water Harvesting Pit shown in fig 2.3



Fig2.3 Rain Water Harvesting Pit

Table 2.3 Strom Water Runoff

Land UseArea inHectar

es

Vol./hrafter

development C=0.8

Vol./hrbefore

Development C=0.6

Difference inDischarges Remarks

Roof Area 5.56 1778.88 1334.16 444.72 519 nos. of RWH pitsare provided of size1.5m X 1.5m X 2.0 m

Road Area 3.47 1110.02 832.51 277.50

Open Area 3.34 401.15* 802.29 -401.15TOTAL 12.37 321.08

*C=0.3 after development



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 of120 cum/day with a peak demand of 240 cum/day, and during occupation stage in theorder of 382.8 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 Boardresources for Hyderabad along with the treatment of wastewater. The resources(HMWSSB) in the GHMC area. The HMWSSB has been maintaining the water supplyavailable 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 NagarjunaSagar 116 90Krishna Phase II Krishna 2008 NagarjunaSagar 116 90Krishna Phase III Krishna 2015 NagarjunaSagar 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 projectsi.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 Himiyathsagar 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 have beenencouraging the bulk consumers. The water shortage if any during summer season willbe drawn from ground water sources /bulk suppliers/municipal tankers. The waterrequirement of the project during occupation stage is in the order of 382.8 KLD. Thewater requirement during construction will be from ground water sources and therequirement is in the order of 30 m3/day. The water requirement for the project duringthe occupation stage is presented in table 2.5. The water saving is presented in table2.6.



Table 2.5 Water Requirement of the Project

Land Use No. ofUnits

No. ofPersons/

unit

Waterrequirement

per person in l

Total Daily WaterRequirement in

klVillas 519 5 135 350.3Visitors 2 15 15.6Amenities 1 150 45 6.8School 1 100 45 4.5Commercial 25 5 45 5.6TOTAL 382.8

Table 2.6 Water Saving Measures


No. ofPersons/unit

WaterRequirement

/ KLD

Treated waterreuse/day

Klpcd

Effective WaterRequirement in

KLDVillas 519 5 350.3 103.8 246.5Visitors 2 15.6 7.8 7.8Amenities 1 150 6.8 3.0 3.8School 1 100 4.5 2.0 2.5Commercial 25 5 5.6 2.5 3.125TOTAL 382.8 119.1 263.7

The effective water consumption is reduced by 119.1 KLD and the requirement will bein the order of 263.7 KLD. The water balance of the project during occupation stage istabulated in table 2.7

Table 2.7 Water BalanceInput KLD Output KLDDomestic water fromHMWS & SB 263.7 Treated waste water to municipal

sewer lines 157.1

Recycled water 119.1 Treated waste water for Recycle 119.1Water requirement for green beltduring non monsoon 30.0

Losses approx 20% 76.6Total 382.8 Total 382.8

The water used in the order of 382.8 KLD would generate 306.2 KLD of wastewater,which has to be treated for reuse and excess will be let in to municipal sewer lines. Theeffluent characteristics of wastewater are presented in table 2.8.

Sewage treatment plant based on Fluidized Aerobic Bio Reactor (FAB) technologyThe 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 air



flow 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.

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 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 : 306 KLDCapacity : 400 m3



Peak factor : 3.5Peak flow Q peak : 1225 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 : 0.004 m3/secPeak factor : 3.5Peak flow : 0.014 m3/secVelocity at peak flow : 0.75 m/SecEffective area of screen RequiredAt average flow : 0.005 m2

At Peak flow : 0.0175 m2

Provide Effective area of screen : 0.0175 m2

Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b)Overall area required : 0.34 m2

Considering screen depth as : 0.024 mNumber of clear spacing : 0.3Number 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 2hours capacity. 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 : 0.046 m2

Surface area of channel : 0.66 m2

Assuming depth d : 0.2 mWidth of channel : 0.1 m (say 0.3m)Length of channel : 4. 6 m (say 4.6 m)Provide two channels each of 0.3 m wide and 4.6 m long with depth of waste water 0.2 m.



3. Equalization tank:The flow from the bar screen chamber is let into the equalization tank of 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 : 14.58 m3/hrPeak factor : 3.5Peak flow : 51.04 m3/hrHydraulic retention tank = 2 hrs at Peak flowHence required volume of the tank : 102.08 m3

Provide tank of : 102.08 m3 CapacityAssuming depth : 3 mArea : 34.02 m2

Assuming length to width ratio (1:1) ; l=blength of the tank : 5.8 mwidth of the tank : 5.8 mAir required for agitation : 0.01 m3/ m2 minTotal air required : 61.25 m3/hrAir blower required : 100 m3/hr @ 3.8 mwcEffluent transfer pump : 14.58 m3/hr @ 8 mwc

4. Fluidized Aerobic Bio Reactor (FAB):The polypropylene media have been provided with a specific surface area of 350 –520 m2 /m3. This allows micro-organisms to get attached and biomass concentrationcan be increased to four folds as compared to Activated Sludge Process. This enablesto consider 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 : 60 kg/dayVolume of the tank : 21.86 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 : 77.7 m3/hrAir blower required : 80 m3/hr @ 6.5 m wc

5.Tube settlerSurface loading rate : 48 m2 /m3 dSurface area required : 7.29 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 intothe respective Pre-Filtration Tank, which has a minimum 1.5 hours holding capacity.This tank is provided to hold the treated effluent and give an even flow to thepressure sand filter.Average flow : 14.58 m3/hrPeak factor : 2 m3/hrPeak flow : 29.16 m3/hrProvide min 1.5 hours holding capacity.Hence required volume of the tank : 43.75 m3

7. Pressure Sand Filter:Vertical down flow type with graded/sand bed under drain plate with polysterene strains.Flow : 400 m3/dayRate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 17.5 m3/hrDia. of filter of 1 nos. : 2286 mmProvide pressure sand filter of 2500 mm dia. and 2800 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 polysterene strains.Flow : 400 m3/day



Rate of filtration assumed as : 10 m3/m2/hrRequirement of treated water for usage in 20 hrs : 17.5 m3/hrDia of filter of 1 nos. : 2286 mmProvide Activated Carbon filter of 2500 mm dia with granular Activated carbon asmedia and 2800 mm HOS with sand as media layer, under drain pipe, laterals facepiping etc for each stream.

9.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: 400 m3

10. 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 tankhas been provided with filter press for dewatering sludge. The filtrate drains offthrough the media, which is again let into equalization tank. The dewatered sludge iscollected 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

Characteristics of Treated Waste waterParameter Quantity in mg/l

pH 7.3Total Suspended Solids 20BOD 10COD 50

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.



Fig2.4 Sewage Treatment Plant

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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 8 137.7Plastics 9 154.9Metals 1 17.2Glass 1 17.2others 4 68.9Biodegradable 48 826.3Inerts 25 430.4Rags 4 68.9Total 100 1721.4

(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 of3500-4100. The anticipated solid waste/garbage is in the range of 500 g/head, and thetotal garbage will be in the order of 1721.4 kg/day. The present practice is to collectthe garbage from each flat using the services of NGO’s and send it to the segregationpoint by cycle-rickshaws. The area of Patancheru has no solid waste disposal plan,however residents of the surrounding layouts are sending their solid waste through theGHMC appointed NGO for collection. Table 2.10 presents the anticipated garbagequantity after occupation. The responsibility of garbage collection and disposal lieswith municipality, however the project authorities propose to educate the residents tosegregate the waste at source before disposal.

Table 2.10. Solid Waste Generation


No. ofPersons/unit

Total No.of Persons

Total Solid waste inKgs @ 0.5 kg/head

Villas 519 5 2595 1297.5Visitors 2 1038 311.4Amenities 1 150 150 45School 100 100 30Commercial 1 5 125 37.5Total 1721.4

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 more number offloors and standard housing flats. The time schedule of the entire project isapproximately 48 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.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 area 27660 27660 ---- ----

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



Table 2.13 Material Consumption

BUA perunit in(m2)

TotalReady

MixConcrete

(m3)

TotalCement(bags)

TotalSand(m3)

TotalAggregate(m3)

TotalWater(m3)

TotalBricks(Nos)

x1000

TotalReinfo

rcementsteel(MT)

BUA 94406.0 38706 87798 36818 4059 22846 10951 2171Total 94406.0 38706 87798 36818 4059 22846 10951 2171

Table: 2.14Lead Distance for Construction Materials

S.No Material Source Lead Distance(Km)

1 Sand ROBOSAND and or Krishna orGodavari river bed areaspermitted by Govt.

100-150

2 Aggregate Crushers near to the site 10-303 Cement Company Dealers 100-1504 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 2-78 Paints Local Suppliers 10-259 Ready Mix Concrete Local Batching Plants 10-50

2.2.2.1 Water RequirementThe water required for this project is in the order of 23000 m3 for the entire projectimplementation period. The peak demand for water may be 240 m3/day, howevertypical daily consumption will be in the order of 120 m3/day. The required water will bedrawn from ground water sources/bulk suppliers/municipal tankers. The water supplyand plumbing will be optimized and low water consuming faucets and flush tanks willbe 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 consistsempty containers of adhesives, thinners, paints, and petroleum products. These emptycontainers will be sold to authorize recycling agencies. 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 10,000 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 200 people andsome of the labor force will be provided with temporary accommodation within thesite. The labor force will be provided with a temporary toilet facilities connected to aseptic tank followed by soak pit. The labor accommodation will provide accommodationto about 20families. The water requirement for the labor force will be approximately2,000 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 tripsare1000. The material transport within the site will be facilitated by required numberof tippers. 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.

2.2.2.6 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 20 m3 to 30 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 (30 MT to 40 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 within the site from a temporary stonecrusher. The capacity of the stone crusher is 100 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 8.5 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 project authorities for the occupants and thefacilities are shown in table 2.15.

Table 2.15 Amenities ProposedAmenity Nos. or description

Garbage segregation point 1STP 1Green Area 14495 m2

DG Sets 4 Nos. X 250 KVA

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

Table 2.16 Electricity Consumption Statement

S.No DescriptionNo. ofUnits

Load inKW

TotalConnected

Load(KW)

TotalConnecte

d Load(kVA)

TotalMax

Demand(KVA)

1 Villas 519 8 4152 5190 51902 Street Lights 60 0.04 2 3 23 Amenities 0 0 222 278 2224 School 1 80 80 100 1005 Commercial 1 200 200 250 2506 STP 1 150 150 188 188

TOTAL 4807 6008 5952

Maximum demand in kw at 0.6 diversity factor 2884Consumption of power for 8 hours per day 23072Maximum demand in kw at 0.2 diversity factor 961Consumption of power for 16 hours per day 15382Total consumption of power per day 38454 KWTotal consumption of power per year 140.4 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 Villas 519 3000 1557

TOTAL 1557Maximum demand in kw at 1 diversity factor 1557Consumption of power for 2 hours per day 3114Maximum demand in kw at 0.4 diversity factor 623Consumption of power for 2 hours per day 1246Total consumption of power per day 4359.6 KWTotal consumption of power per year 15.91 Lakh Units

Table 2.18 Energy Saving by using Solar Street Lights

S.No Description No. ofUnits



(KW)1 Street lights 30 40 1

TOTAL 1Maximum demand in kw at 0.6 diversity factor 0.7Consumption of power for 8 hours per day 6Maximum demand in kw at full load 1Consumption of power for 4 hours per day 5Total consumption of power per day 10.6 KWTotal consumption of power per year 0.04 Lakh Unitssaving with Solar Heater and Street Lighting 15.95 Lakh Units

Table 2.19 Electrical Power savings using CFL for lighting

S.No Description Area inm2



(KW)1 Residential 87406 6 5242 Common & Utilities 1912 1.5 3

TOTAL 527Maximum demand in kw at 0.9 diversity factor 475Consumption of power for 12 hours per day 5695Total consumption of power per day 5694.9 KWTotal consumption of power per year 20.79 Lakh UnitsSavings in power using CFL 6.24 Lakh Units



Table 2.20 Savings in Electrical Power Consumption – SUMMARY

S.No Description WithCFL/LED

With SolarHeater and

Street Lighting

TotalConsumption

lakh unitsTotal Saving

1 Savings in lakhkwh units 6.24 15.95

140.422.19

2 Savings inpercentage (%) 4.44 11.36 15.8

2.2.3.1 Domestic WaterThe domestic water will be drawn from HMWSSB to augment the supplies. Thewastewater will be treated and reused for gardening. The line providing grey water willbe colored blue and ensured that the tank is at least 1 foot below the level of othertanks and a distance of minimum 2 feet from the other water 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 2.21.

Table: 2.21 Solid Waste Generated during Occupation PhaseS. No. Type of Waste Quantity Collection/storage Disposal

1 Garbage 1721.4kg/day

Segregation at source into bio-degradable, non bio-degradable and DomesticHazardous wastes. Disposal ofrecyclable waste to AuthorizedWaste Pickers / AuthorizedRecyclers. Balance segregatedwaste given to AuthorizedAgency of Local Body.

Municipalsolid wastedisposal

2SewageTreatment PlantSludge

20kg/day

Stored in HDPE bags. Used asmanure andor given tofarmers.

3 Used Batteries 7 nos.year

Sent toAuthorizedrecyclers orreturned toseller

4 Used Lubricant 120l/year

Stored in HDPE Carbouy Sold toauthorizedrecyclers

5 Transformer Oil 100l/year

Stored in HDPE Drum Sold toTRANSCOauthorizedcontractors

Praneeth Pranav LeafM/s Venkata Praneeth Developers Pvt. Ltd.

SURVEY NOS. 99, 100, 111, 112, 114, 115, 116, 117, 118, 119, 120,121, 122, 123, 124, 125, 126, 127, 128, 129, 130, 131, 132, 133,154, 155, 157, 158, 159, 160, 161, 162, 163 & 165, Mallampet,

Dundigal-Gandimaisamma Mandal, Medchal-Malkajgiri District

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]

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