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1 Bruhat Banglore Mahngr Palike Ofice Revnu ; -^ tha Ward Comisner,.Range Date i-c / Certifd the Departmn Banglore, vr; the Khat certifa Propety No. Stands No. Sri in the / Smrtl., name in the regist this ice Sri/mt. Bruhat Banglore Mahngr Palike

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3 Bruhat Banglore Mahngr Palike Ofice Revnu Certifd tha the Khat Propety Range Date CERTIFA No No. / in the Stands in the name Smt regist this ice Bruhat Sri/mt. Comisner,.Banglore, Ward Sri the Departmn Banglore, / Banglore Mahngr Palike

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8 Bruhat Banglore Mahngr Palike Ofice Revnu Certifd tha Ward the Khat / in the Date CERTIFA Propety No..Banglore, Sri/mt. Stands in the name Smt. regist this ice Bruhat ri/to, Comisner,.Range No. Sri the Departmn Banglore, / Banglore Mahngr Palike

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10 Bruhat Banglore Mahngr Palike Ofice Revnu Certifd the Khat Propety the Comisner,.Range Date CERTIFA Nj Banglore, No. in Ward tha the Departmn Banglore, / regist this Stands in the ice name Bruhat Banglore Mahngr Palike

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13 Scale NTS NORTH ORIENTATION LOCATION PLAN NOT TO SCALE SITE BOUNDARY SETBACK LINE SURVEY LINE BASEMENT LINE RESIDENTIAL & CLUB BLOCK FIRE DRIVEWAY CIVIC AMENITIES PARK & OPEN SPACES la 7G Kharab Na OPEN & PARK SPACES PART AREA=3398 sqm M 04 OTHER DRIVEWAY 07 EWAY DRIV 2 2 Set Back Line 0 86/ ITY SECUR CABIN LVL = ENTRY STAIRCASE HEADROOM 2 DN RAMP No Sy EXHAUST AIR SHAFT.2 M 02 8M PODIUM DRIVEWAY LVL 05.0 M ab 86 Nala STAIRCASE UPTO.2 M 33 LOW STP BE 30/, Ulsoor Road, Bangalore WAY. No Sy. 293 DRIVE Set Back Line Kha r 2 95/ 4.5 M 4 86/ Set Back Line PURPOSE OF ISSUE. 2M DRIVEWAY LVL 05.0 M FRESH AIR SHAFT UPTO.2M 86/ EXHAUST AIR SHAFT.2 M A STAIRCASE UPTO.2 M 8G EXHAUST AIR SHAFT.2 M 09 FRESH AIR SHAFT.2 M 8M PODIUM DRIVEWAY LVL 05.0 M Kha rab 03 Nala LVL= M G FFL = 03M 4.5 M WAY DRIVE / 95/ 86 OPEN & PARK SPACES PART 2 AREA =444 SQM LVL= 5M 00.4 PROPOSED RESIDENTIAL DEVELOPMENT PLAN SY NO 86/, 86/4, 95/, 95/2, 95/3(P) THANISANDRA VILLAGE, KR PURAM HOBLI, BANGALORE EAST

14 DESIGN REPORT FOR 30 KLD SEWAGE TREATMENT PLANT & 360 KLD SEWAGE TREATMENT PLANT AT M/s. PURAVANKARA PROJECTS PVT LTD, THANISANDRA VILLAGE PREPARED BY SEAMAK HI-TECH PRODUCTS # 797, st Floor, st Cross, 2th Main, HAL II Stage, Indranagar, Bengaluru Tel No

15 CONTENTS.0 INTRODUCTION 2.0 EXPECTED WASTE WATER FLOWRATE AND SPECIFICATION 2.. Waste Water Specification 2.2. Treated water specifications as per KSPCB standards 3.0 PROPOSED SEWAGE TREATMENT PLANT 3. Proposed Treatment Scheme for STP 3.2 Design Description 3.3. Design Details 4.0 UNIT DETAILS 5.0 CHEMICALS REQUIRED FOR STP

16 30 KLD SEWAGE TREATMENT PLANT.0 INTRODUCTION The objective the proposal for the treatment plant is to give corporation zero discharge and reuse the treated water. The Sewage generated as a domestic waste is treated in Sewage Treatment Plant (STP). Hence there will not be any liquid-waste, as the treated water from STP is used for gardening, flushing or other non-critical operation. The sludge generated from STP can be used as manure for gardening. The sewage treatment plant is based on Membrane Bio-Reactor (MBR). These systems have the advantage combining a suspended growth biological reactor with solids removal via filtration. The membranes can be designed for and operated in small spaces and with high removal efficiency contaminants such as nitrogen, phosphorus, bacteria, biochemical oxygen demand, and total suspended solids. The membrane filtration system in effect can replace the secondary clarifier and sand filters or the tertiary treatment in a typical activated sludge treatment system. Membrane filtration allows a higher biomass concentration to be maintained, thereby allowing smaller bioreactors to be used. After initial pretreatment with screening, the equalized raw sewage enters the anoxic tank. In absence oxygen, the degradation nitrogen and phosphorous will happen. After anoxic zone, the influent is passed to the aeration tank and MBR module, where nitrification & denitrification and biodegradation occur. The treated liquid from the MBR reactor is given for disinfection. The treated effluent can be used for gardening and flushing purpose. The sludge from reactor tank is given for sludge handling units. The sludge from the sludge holding tank is passed through the centrifuge. The dewatered sludge is given to disposal or to use as organic manure. Depending on the present flow, we have designed treatment plant for sewage capacity 30 KLD.

17 2.0. EXPECTED WASTE WATER FLOWRATE AND SPECIFICATION. Waste Water Specification Sewage Water Specification Raw Sewage Quantity 30 KLD Expected average BOD 5 Raw Sewage 250 to 400 mg/l Expected average COD Raw Sewage 500 to 700 mg/l Expected suspended solids Raw Sewage 200 to 400 mg/l Expected ph Raw Sewage 6 to 8.2. Treated water specifications as per KSPCB standards Treated Sewage Standards Treated Sewage BOD 5 Less than 0 mg/l Treated Sewage COD Less than 50 mg/l Treated Sewage ph Around 6.5 to 9 Treated Sewage Suspended solids Less than 20 mg/l Treated Ammoniacal Nitrogen Less than 5 mg/l Treated Total Nitrogen Less than 0 mg/l 3.0 PROPOSED SEWAGE TREATMENT PLANT The treatment process mainly depends on the flow rate waste generated; BOD/COD the effluent, presence any hazardous matter etc. Depending on the present flow type, the following treatment the Sewage generated is designed. The treated water after tertiary treatment has following uses Washing Road cleaning Gardening Flushing All Non-Critical Operations Based on the raw waste water characteristics following treatment scheme is suggested

18 Primary-treatment Comprising screening & equalization Secondary/Biological treatment Comprising anoxic tank, aeration tank and MBR tank. 3.. Tertiary treatment Comprising Disinfection. Proposed Treatment Scheme for STP ) Bar Screen 2) Equalization Tank 3) Fine Screen 4) MBR Tank 5) Sludge Collection Tank 6) Final Collection Tank 3.2. DESIGN DESCRIPTION Coarse Screening The raw sewage is initially passed through coarse screens openings size less than 8 mm which is then passed to the equalization tank. This will remove all the coarse and fine particles size 6 mm and more from the flow stream that will subsequently damage the process equipments especially membranes Equalization Tank The screened sewage is then passed to the equalization tank in order to overcome the operational problems caused by flow rate variations and peak loads. The provision equalization tank will ensure a continuous flow to the treatment plant at all times. Aeration is provided to ensure proper mixing and preventing anoxic conditions in the equalization tank. The raw sewage is pumped to the anoxic tank via fine screen Fine Screening From the equalization tank sewage is pumped through the fine screens which has opening less than 2mm. This will ensure the removal particles size 2 mm from the sewage so that the clogging the membranes can be avoided Biological Reactor Anoxic tank In Anoxic tank, the inlet sewage is treated under anaerobic conditions for a retention time about two hours. During this time the ammonia present in the inlet sewage is degraded to nitrites and nitrates in the absence oxygen. The mechanism is as follows

19 Primary mechanism is dissimilation (biological denitrification) by a mixture facultative heterotrophic bacteria NH 3 NO 3 - NO 2 - NO N 2O N2 (gas). Secondary mechanism is through assimilation (biomass growth); uptake is limited 2-4% by biomass weight Aeration tank/mbr tank Raw effluent from the equalization tank is pumped to the aeration tank. The aeration tank is provided with membrane type air diffusers. The main air header is connected to a rotary lobe type blower, which delivers the required quantum air to the system. The raising bubbles from the diffusion membranes scrub the water more efficiently causing molecular diffusion and enhance the dissolved oxygen level in the effluent. With organic matter as food and oxygen for respiration, the aerobic bacterial volume increases day by day and starts consuming the organic matter present in the water. In order to keep the bacterial volume high, the aerated water is decanted to separate the bacterial floc and the same is re-circulated to the aeration tank. The raising bubbles from the membrane diffusers also keep the content the aeration tank in a turbulent mode; thereby causing intimate mixing bacterial volume and organic matter present in the effluent for more uniform digestion the organic matter. This would result in uniform residual BOD. The biologically treated water from the aeration tank is the passed to the membrane. The influent is passed through a series flat sheet membranes made up polyvinylidene fluoride. The permeate from the membrane system is then passed for polydosing system. The membrane is backwashed by air scouring or chemical washing. Membrane cleaning is done on periodic basis to prevent the membrane fouling and thereby reduction in efficiency. The time cycle for the membrane is 9 minute filtration and minute relaxation Tertiary Treatment The treated water from the MBR tank is passed to the final collection tank for the end uses. Prior to that, the water is disinfected using the sodium hypochloride solution and UV. This will ensure the absence any pathogenic microorganisms in the water.

20 3.3. DESIGN DETAILS Specification for Sewage Raw Sewage Quantity 30 KLD Expected average BOD 5 Raw Sewage 250 to 400 mg/l Expected average COD Raw Sewage 500 to 700 mg/l Expected suspended solids Raw Sewage 200 to 400 mg/l Expected ph Raw Sewage 6 to 8 Expected Flow 30 cum/day Average Flow 2.9 cum/hr Peak Flow cum/hr. Bar Screen Chamber Flow 30 m3 / day Provide detention time 6 min. Required Volume tank = 30 x 6 =.29 m3 24 x 60 Required Size (approx.).5 m X.5 m X0.8m 2. Equalization Tank Average flow = 2.9 cum/hr Assume Retention time = 8 hrs. Therefore required volume the tank = m3 Required Size (approx.) 5.5 m X 6 m X (3.5 m +.25m) 3. Anoxic Tank Average flow = 2.9 cum/hr Assume Retention time = 3 hrs. Therefore required volume the tank = m3 Required Size (approx.) 3 m X 4m X (3.5 m +.25m) 4. Aeration tank Plant Capacity = 30 cum/day Influent BOD = 350 mg/l MLSS = 8,000 mg/l F/M Ratio = 0.5 F/M Ratio = BOD X Q MLSS x V

21 0.5 = 350 X x X Therefore required volume tank (approx.) = 90.4 m3 Required Size (approx.) 6 m X 5 m X (3.5 m +.25m) Air Requirement Calculation BOD5 after treatment < 0 mg/lit BOD5 Loading = 350 mg/lit Total BOD5 load = 30 X 350 kg/day 000 = 08.5 kg/day BOD5 load in Kg/day in the aeration tank = 08.5 kg/day Oxygen required in Kg/day = Kg/day (3 Kgs oxygen is required for every Kg BOD5 to be removed) SOTE oxygen in air = 0.2 (Density air =.2) Assuming α = 0.6, β = 0.7, SOTE = 25 %, Density air =.3, Percentage oxygen in air = 2 % Total Air requirement = m3/hr kg/sq.cm Quantity air required for the membrane modules 20 cum/hr per module Total No membranes 5 Nos. Total quantity air required kg/sq.cm Therefore the blower capacity 500 m3/hr, at the operating pressure 0.5 kg/cm2 is required for Equalization, aeration and Sludge holding tank and blower capacity 600 m3/hr, at the operating pressure 0.5 kg/cm2 is required for MBR tank. 5. Final Collection Tank Average flow = 2.9 cum/hr Providing detention time = 2 hrs Required Volume the tank = m3 Required Size (approx.) 7 m X 6.5 m X (3.5m m) 6. Sludge Holding Tank Average flow = 2.9 cum/hr Providing detention time = 6 hrs Required Volume the tank = m3 Size as per the drawing 5 m X 5 m X (3.5m m)

22 4.0 CHEMICALS REQUIRED FOR STP Following are the chemicals required for satisfactory operation Sewage treatment plant Nutrient It is used for better growth microorganisms in aeration tank and hence helps to maintain MLSS. Deodorizer to remove odor and smell from the effluent. Disinfectant This is added in tertiary treatment step to disinfect treated water and it will also reduce traces organic matter present. ph Controller It controls ph in range 7 to 7.5 as microbial activity is optimum in this ph range. Sodium Hypochloride For the cleaning membranes at the time choking for organic components. Citric Acid For the cleaning membranes at the time choking for inorganic components. Oxalic Acid For the cleaning membranes at the time choking for inorganic components.

23 360 KLD SULLAGE TREATMENT PLANT.0 INTRODUCTION The objective the proposal for the treatment plant is to give corporation zero discharge and reuse the treated water. The Sullage generated as a domestic waste is treated in Treatment Plant.Hence there will not be any liquid-waste, as the treated water from treatment plant is used for bathing purposes. The sludge generated from treatment plant can be used as manure for gardening. The sewage treatment plant is based on Membrane Bio-Reactor (MBR). These systems have the advantage combining a suspended growth biological reactor with solids removal via filtration. The membranes can be designed for and operated in small spaces and with high removal efficiency contaminants such as nitrogen, phosphorus, bacteria, biochemical oxygen demand, and total suspended solids. The membrane filtration system in effect can replace the secondary clarifier and sand filters or the tertiary treatment in a typical activated sludge treatment system. Membrane filtration allows a higher biomass concentration to be maintained, thereby allowing smaller bioreactors to be used. The sludge from reactor tank is given for sludge handling units. The sludge from the sludge holding tank is passed through the centrifuge. The dewatered sludge is given to disposal or to use as organic manure. Depending on the present flow, we have designed treatment plant for sewage capacity 360 KLD EXPECTED WASTE WATER FLOWRATE AND SPECIFICATION. Waste Water Specification Sullage Water Specification Raw Sullage Quantity 360 KLD Expected average BOD 5 Raw Sullage 00 to 50 mg/l Expected average COD Raw Sullage 50 to 200 mg/l Expected suspended solids Raw Sullage 00 to 200 mg/l Expected ph Raw Sullage 6 to 8

24 .2 Treated water specifications as per KSPCB standards Treated Sullage Standards Treated Sullage BOD 5 Less than 0 mg/l Treated Sullage COD Less than 50 mg/l Treated Sullage ph Around 6.5 to 9 Treated Sullage Suspended solids Less than 20 mg/l 3.0 PROPOSED SULLAGE TREATMENT PLANT The treatment process mainly depends on the flow rate waste generated; BOD/COD the effluent, presence any hazardous matter etc. Depending on the present flow type, the following treatment the Sullage generated is designed. The treated water after tertiary treatment has following uses Bathing Washing Road cleaning Gardening Flushing All Non-Critical Operations Based on the raw waste water characteristics following treatment scheme is suggested a) Primary-treatment Comprising screening & equalization b) Secondary/Biological treatment Comprising primary clarifier tank, anoxic tank, aeration tank and secondary clarifier tank. c) Tertiary treatment Comprising Pressure sand Filter, Activated Carbon Filter and Disinfection. 3.. Proposed Treatment Scheme for Sullage Treatment ) Bar Screen 2) Equalization Tank 3) Clariflocculator 4) Anoxic Tank 5) Aeration Tank 6) MBR Tank 7) Treated Water Tank

25 8) Reverse Osmosis 9) UV Sterilizer 0) Sludge Collection Tank ) Final Collection Tank 3.2. DESIGN DESCRIPTION Coarse Screening The raw sullage is initially passed through coarse screens openings size less than 8 mm which is then passed to the equalization tank. This will remove all the coarse and fine particles size 6 mm and more from the flow stream that will subsequently damage the process equipments Equalization Tank The screened sullage is then passed to the equalization tank in order to overcome the operational problems caused by flow rate variations and peak loads. The provision equalization tank will ensure a continuous flow to the treatment plant at all times. Aeration is provided to ensure proper mixing and preventing anoxic conditions in the equalization tank. The raw sullage is then passed to the clariflocculator Clarififlocculator From the equalization tank sullage is passed to the clariflocculator, where the flocculants are added and initial settling will happen. The clarified liquid is then passed to the collection tank. From collection tank, it is pumped from the collection tank to the fine screening system Fine Screening From the collection tank sewage is pumped through the fine screens which has opening less than 2mm. This will ensure the removal particles size 2 mm from the sewage so that the clogging the membranes can be avoided Biological Reactor Anoxic tank In Anoxic tank, the inlet sullage is treated under anaerobic conditions for a retention time about two hours. During this time the ammonia present in the inlet sullage is degraded to nitrites and nitrates in the absence oxygen. The mechanism is as follows Primary mechanism is dissimilation (biological denitrification) by a mixture facultative heterotrophic bacteria

26 NH 3 NO 3 - NO 2 - NO N 2O N2 (gas). Secondary mechanism is through assimilation (biomass growth); uptake is limited 2-4% by biomass weight Aeration tank/mbr Tank The aeration tank is provided with membrane type air diffusers. The main air header is connected to a rotary lobe type blower, which delivers the required quantum air to the system. The raising bubbles from the diffusion membranes scrub the water more efficiently causing molecular diffusion and enhance the dissolved oxygen level in the effluent. With organic matter as food and oxygen for respiration, the aerobic bacterial volume increases day by day and starts consuming the organic matter present in the water. In order to keep the bacterial volume high, the aerated water is decanted to separate the bacterial floc and the same is re-circulated to the aeration tank. The raising bubbles from the membrane diffusers also keep the content the aeration tank in a turbulent mode; thereby causing intimate mixing bacterial volume and organic matter present in the effluent for more uniform digestion the organic matter. This would result in uniform residual BOD. The biologically treated water from the aeration tank is the passed to the membrane. The influent is passed through a series flat sheet membranes made up polyvinylidene fluoride. The permeate from the membrane system is then passed for polydosing system. The membrane is backwashed by air scouring or chemical washing. Membrane cleaning is done on periodic basis to prevent the membrane fouling and thereby reduction in efficiency. The time cycle for the membrane is 9 minute filtration and minute relaxation. Tertiary Treatment The treated water from the MBR tank is passed to the final collection tank. The treated water is usable for the end purposes. The water is disinfected using the sodium hypochloride solution and UV. This will ensure the absence any pathogenic microorganisms in the water.

27 3.3. DESIGN DETAILS Specification for Sewage Raw Sullage Quantity 360 KLD Expected average BOD 5 Raw Sullage 00 to 50 mg/l Expected average COD Raw Sullage 50 to 200 mg/l Expected suspended solids Raw Sullage 00 to 200 mg/l Expected ph Raw Sullage 6 to 8 Expected Flow 360 cum/day Average Flow 5 cum/hr Peak Flow 45 cum/hr. Bar Screen Chamber Average Flow 5 cum/hr Provide detention time 6 min. Required Volume tank = 360 x 6 =.5 m3 24 x 60 Required Size (Approx.).5 m X.5 m X0.8m 2. Equalization Tank Average flow = 5 cum/hr Assume Retention time = 8 hrs. Therefore required volume the tank = 20 m3 Required Size (Approx.) 6 m X 6 m X (3.5 m +.25m) 3. Clariflocculator Average flow = 5 cum/hr Assume Retention time = 2.30 hrs. Therefore required volume the tank = 34.5 m3 Considering SOR =. Required area 3.63 m2 Diameter the tank (Approx.) 4.6 m = 5 m 4. Anoxic Tank Average flow = 5 cum/hr Assume Retention time = 3 hrs. Therefore required volume the tank = 45 m3 Required Size (Approx.) 3.5 m X 4 m X (3.5 m +.25m)

28 5. Aeration tank/mbr Tank Plant Capacity = 360 cum/day Influent BOD = 350 mg/l MLSS = 8,000 mg/l F/M Ratio = 0.5 F/M Ratio = BOD X Q MLSS x V 0.5 = 350 X x X Therefore required volume each tank = 05 m3 Required Size (Approx.) 6 m X 6 m X (3.5 m +.25m) Air Requirement Calculation BOD5 after treatment < 0 mg/lit BOD5 Loading = 350 mg/lit Total BOD5 load = 360 X 350 kg/day 000 = 26 kg/day BOD5 load in Kg/day in the aeration tank = 26 kg/day Oxygen required in Kg/day = 378 Kg/day (3 Kgs oxygen is required for every Kg BOD5 to be removed) SOTE oxygen in air = 0.2 (Density air =.2) Assuming α = 0.6, β = 0.7, SOTE = 25 %, Density air =.3, Percentage oxygen in air = 2 % Total Air requirement = m3/hr kg/sq.cm Quantity air required for the membrane modules 20 cum/hr per module Total No membranes 6 Nos. Total quantity air required kg/sq.cm Therefore the blower capacity 600 m3/hr, at the operating pressure 0.5 kg/cm2 is required for Equalization, aeration and Sludge holding tank and blower capacity 720 m3/hr, at the operating pressure 0.5 kg/cm2 is required for MBR tank. 6. Final Collection Tank Average flow = 5 cum/hr Providing detention time = 2 hrs Required Volume the tank = 80 m3 Required Size (Approx.) 8 m X 7 m X (3.5m m)

29 7. Sludge Holding Tank Average flow = 5 cum/hr Providing detention time = 6 hrs Required Volume the tank = 90 m3 Required Size (Approx.) 5.5 m X 5 m X (3.5m m) 4.0 CHEMICALS REQUIRED FOR STP Following are the chemicals required for satisfactory operation Sewage treatment plant Nutrient It is used for better growth microorganisms in aeration tank and hence helps to maintain MLSS. Deodorizer to remove odor and smell from the effluent. Disinfectant This is added in tertiary treatment step to disinfect treated water and it will also reduce traces organic matter present. ph Controller It controls ph in range 7 to 7.5 as microbial activity is optimum in this ph range. Sodium Hypochloride For the cleaning membranes at the time choking for organic components. Citric Acid For the cleaning membranes at the time choking for inorganic components. Oxalic Acid For the cleaning membranes at the time choking for inorganic components.

30 FM PG PG PG PG FM UV ULTRAVIOLET UV DISINFECTION PG STP DESIGN & INSTALLATION- PROJECT CLIENT FM

31 FM PG PG PG PG FM UV ULTRAVIOLET UV DISINFECTION PG STP DESIGN & INSTALLATION- PROJECT CLIENT FM

32 Electrical Power Consumption - Residential Description Type Flat 2 BHK 3 BHK 4 BHK Power Allocated In KW No. Of Units Total C.L in kw Flats 2 Lifts 5 3 Common Area Lighting 30 4 A B Pumps PHE /STP Fire Fighting HP 50 HP Club house Swimming Pool TOTAL 5027 Maximim demand in kw at 0.4 diversity factor 20 Consumption power for 2 hours per day 2430 () Minimum demand in kw at 0. diversity factor 503 Consumption power for 2 hours per day 6032 (2) Total consumption power per day 3062 (+2) Total consumption power per year 0.09 Lakh Units

33 Electrical Power Consumption - on Solar Energy Description Type Flat Solar Heater for Flats in 2 / 3/4 BHK Units top 2 Floors (One geyser per flat ) 2 Lifts 3 Solar Lights for Common area lighting (Landscape lights) 4 A B Pumps PHE /STP Fire Fighting 5 6 Power Allocated In KW No. Of Units Total C.L in kw NA HP 50 HP NA NA Club house NA Swimming Pool NA TOTAL 4 Maximim demand in kw 4 Consumption power for 3 hours per day 342 Total consumption power per year.25 Lakh Units Equivalent Power Savings by using Solar.25 Lakh Units

34 Electrical Power Consumption - on HF ballast Power loss using conventional ballast Power loss using HF ballast Savings in power loss using HF ballast Description Type Flat 25% 4% % Power(Lighting) Allocated In KW No. Of Units Total C.L in kw Flats 2 BHK 3 BHK 4 BHK 2 Lifts NA 3 Common area lighting 30 4 A B Pumps PHE /STP Fire Fighting NA NA 5 Club house 75 6 Swimming Pool NA 200HP 50 HP TOTAL Maximim demand in kw at 0.8 diversity factor 3684 Consumption power for 4 hours per day 4736 Minimum demand in kw at 0.4 diversity factor 842 Consumption power for 8 hours per day 4736 (2) Total consumption power per day (+2) Total consumption power per year Savings in power loss using HF ballast () Lakh Units.83 Lakh Units

35 Electrical Power Consumption - on Cu. Wound transformer Power loss using Al. wound transformer Power loss using CU. wound transformer Savings in power loss using Cu. Wound transformer Description Type Flat 3.48%.76%.72% Power Allocated In KW No. Of Units Total C.L in kw Flats 2 BHK 3 BHK 4 BHK 2 Lifts 5 3 Common Area Lighting 30 4 A B Pumps PHE /STP Fire Fighting HP 50 HP Club house Swimming Pool TOTAL 527 Maximim demand in kw at 0.4 diversity factor 2 Consumption power for 2 hours per day 2530 () Minimum demand in kw at 0. diversity factor 53 Consumption power for 2 hours per day 632 (2) Total consumption power per day 362 (+2) Lakh Units Lakh Units Total consumption power per year Savings in power loss using CU.wound transformer

36 Electrical Power Consumption - on CFL/LED Savings in power Using CFL / LED as against Fluorescent Lamps 30% Description Type Flat Power(Lighting) Allocated In KW No. Of Units Total C.L in kw Flats 2 BHK 3 BHK 4 BHK 2 Lifts NA 3 Common area lighting 30 4 A B Pumps PHE /STP Fire Fighting NA NA 5 Club house 75 6 Swimming Pool NA 200 HP 50 HP TOTAL Maximim demand in kw at 0.4 diversity factor 842 Consumption power for 6 hours per day 052 () Minimum demand in kw at 0. diversity factor 46 Consumption power for 8 hours per day 8289 (2) Total consumption power per day 934 (+2) Total consumption power per year Savings in power using CFL/LED Lakh Units Lakh Units

37 PURAVANKARA PROJECTS,BANGALORE (THANISANDRA) Savings in Electrical Power Consumption - SUMMARY Consumption per year in lakh Kwh Saving using solar energy in lakh Kwh units Savings using HF ballast in lakh Kwh units Savings using Cu. wound transformer in lakh Kwh Residential ( Percentage savings ) TOTAL Description TOTAL percentage Savings using CFL / Savings in LED fittings Lakh Kwh units in lakh Kwh Savings in percentage 3.3

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39 Scheme for safe scientific management excavated earth Total site area the project sqmt. Building coverage 068 sqmt Level at Thanisandra main road (entry/exit) 907 m Average ground Level at Portion to be excavated 900 m Ground Floor level the building 905 meters Level excavation for 3 basements 3 towers m ( ) m Level excavation for 2 basements clubhouse 898.5m ( ) m Depth Excavation the towers = 4.75 m Depth Excavation Clubhouse =.5 m Quantity Excavated earth 3 towers 4.75 X 944 = 44844Cmts Quantity Excavated earth Clubhouse.5* 76= 764 cmts Total Quantity Excavated earth cmts Excavated earth usage Area to be filled Site area Basement coverage = = Sqmt. Road area Sq.m x 2.33 = cum 2. Filling the land left for civic amenities by 3m 2420 Sq.m *3 = 7260 cum Total quantity filling = ( ) = Cumt. Considering 30% extra loose soil for compaction, quantity soil required for filling = 3982 cubic meters We will use remaining soil to prepare the compressed solid mud blocks which will be used for internal non load bearing walls and compound wall.

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