SURVEY NO. 201/1A, RAJAHMUNDRY, EAST GODAVARI DISTRICT, ANDHRA PRADESH CONCEPTUAL PLAN COMMERCIAL SHOPPING MALL & MULTIPLEX CONSTRUCTION PROJECT

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1 M/s Pridhvi Edifices Pvt. Ltd. SURVEY NO. 201/1A, RAJAHMUNDRY, EAST GODAVARI DISTRICT, ANDHRA PRADESH CONCEPTUAL PLAN COMMERCIAL SHOPPING MALL & MULTIPLEX CONSTRUCTION PROJECT Submitted By M/s Raja Prasadamu Building Level-6,Wing-2,1-55/4 Masjid Banda, Botanical Garden Road, Near Chirec Public school Beside Jain School Kondapur, Hyderabad Phone No s: , Studies & Documentation by M/s (An ISO Certified Organization) B & 509, Annapurna Block, Aditya Enclave, Ameerpet, Hyderabad Phone: /616 Fax : teamlabs@gmail.com SUBMITTED TO STATE LEVEL ENVIRONMENT IMPACT ASSESSMENT AUTHORITY, ANDHRA PRADESH GOVERNMENT OF INDIA

2 2.0 PROJECT DESCRIPTION/CONCEPTUAL PLAN This chapter details the need for the project, description of the proposed project and alternatives, and identifies the valued ecosystem components. M/s Pridhvi Edifices Pvt. Ltd., at AV Apparao Road, Opp Gail, Rajahmundry, East Godavari District, Andhra Pradesh for multipurpose activities to meet the growing demands. 2.1 THE PROJECT LOCATION The project is envisaged to develop m 2 of land to build Commercial shopping mall & Multiplex in Survey No. 201/1A, AV Apparao Road, Opp Gail, Rajahmundry, East Godavari District, Andhra Pradesh. The project site is surrounded by roads in all the directions except in north east direction. Residential or commercial building in northeast direction, An existing 100 feet wide road (AV Apparao Road) in North direction connecting National Highway 5 (Visakhapatnam - ravulapalem). Godavari railway station is at a distance of 3.5 km. 2.2 PROJECT DESCRIPTION Design Stage The principles of low impact development are adopted during the design stage to ensure storm water percolation, treated water reuse, energy conservation, and optimized usage of renewable resources. The land area available for the project is m 2 and will be allocated with necessary amenities based on the development rules of DTCP. It is proposed to provide Commercial shopping mall with other necessary amenities. The land allocation will be optimized to ensure compliance with the regulations of DTCP. The amenities proposed to be provided are food courts, restaurants, Children s play area, STP. The proposed Built up area of the project is presented in table 2.1. It is proposed to build 3 Basements + Ground + 5 upper floors for Mall & Multiplex. The land allocation will be optimized to ensure compliance with the regulations of DTCP. The amenities proposed to be provided are food courts, Restaurant, children s play area, STP. The proposed construction would have a Retail Shops/Show rooms, Food courts and Restaurants in ground plus two floors, in 3 rd food courts and 4 th & 5 th floor Multiplex (6 Screens). The water requirement for the project during occupation will be from municipal supply. Sewage treatment plant will be provided to treat the sewage/wastewater. Water conservation measures will be incorporated in the plumbing designs. Water recycling/reuse will be adopted by way of using treated sewage for green belt development, HVAC cooling and for flushing. The rainwater will be let-out into the storm water drain and excess is discharged into storm water drains. The required power will be drawn from State Electricity Board. Solar Energy will be used for Street Lighting & Landscaping. Construction material will be drawn from local sources. It is proposed to provide two basements for parking and additional off-street parking. The parking provision follows the guidelines prescribed by DTCP. The layout and individual levels of the project site is presented in fig. 2.1 and fig

3 Floors Table 2.1 Land Allocation for various purposes Total Site Area in m 2 Mall Built up area m 2 Parking Area m 2 Total Built up area (m 2 ) Basement Basement Basement Ground Floor st Floor nd Floor rd Floor th Floor th Floor Green Area Road Area Open Area Road Widening Total PARKING PROVISION It is proposed to provide 3 Basements for parking. The parking provision follows the guidelines prescribed by Building guidelines of Andhra Pradesh. The number of parking spaces provided is presented in table 2.2. The parking floor plans are presented in fig Table 2.2 Parking Space Provision of the Project Floor 4 - Wheeler 2 - Wheeler Basement Basement Basement Total Parking Details: Required Parking as per Go 168, GoAP % Parking Provided % Parking Details: Required Parking as per MoEF & NBC 195 Parking Provided

4 Circulation Plan: Ground Floor Driveway : 7.0 m No. of Basements: 3 nos. No. of Ramps : 2-2 way Width of Ramp : 3.5 m Slope of Ramp : 1 in 8 Basement Driveway : 5.5 m No. of Lifts : 5 Capacity of each Lift: 15 pax. Connecting Road : 30 m ROW Generated Traffic: Road AV Apparao Road Existing volume, PCU/hr Volume/Capacity Ratio Maximum capacity, PCU/hr Volume/ Capacity Los, performance C Good Road AV Apparao Road Existing volume, PCU/hr Modified Los & Performance Existing volume/ Capacity Additional volume Modified Volume Modified Volume/ Capacity Modified Los & perfor mance C Good 2-3

5 Fig 2.1 Site plan 2-4

6 Fig 2.2 Floor plans 2-5

7 Fig 2.3 Section/Elevation 2-6

8 Rain Water Harvesting Rain water harvesting is implemented in respect of the following Rain water harvesting from roof tops, channeled to the harvesting pits storm water through appropriate piping systems. The second system is in respect of surface drainage which is recharges at suitable locations. The storm water drains also would have recharging pits along the length of the drains for recharging the ground water in the area. The objectives of the rainwater harvesting programme are the following: 1. To collect rainfall over the roof tops and recharge the groundwater regime through recharge structures 2. To channelise the surface flows if any and storm water drains to recharge the groundwater and attempt at zero discharge from the site Keeping in view the requirements of the national and State programmes to conserve the water, it is proposed to develop a rainwater-harvesting programme for the site utilizing the roof slabs of the buildings that are constructed in the site for various purposes including residential. Another component of rainwater harvesting is the harvesting of surface drain water. The terrace is so designed to have four outlets of discharges to reach the recharge structure. Recharge from roof slabs Keeping the configuration of the terrace and the discharge pipeline from the roof it is proposed to interconnect the recharging systems with PVC pipeline of 150 mm diameter and these PVC pipeline would be taken to recharge pits, which are excavated away from the building to recharge the groundwater. The recharge pits would be of 2.0 m diameter with cement steering which is not sealed Storm water drains: Conservation of water resource is most important aspect of the project during construction and occupation phases. Storm water drainage planning, domestic water planning and sewerage transfer and sewage treatment planning are critical aspects of construction and occupation stages of housing projects. Storm water drains will be provided all over the site to meet the expected increase in the runoff during rainy seasons due to the impervious nature of the roads and other paved areas. It is proposed to maintain the levels as much as possible storm water is letting into side drains of main road. The expected runoff is calculated for the entire site is mentioned below. CALCULATION FOR STORM WATER DRAIN: Quantity of storm water: (a) Without project: Area of Catchment, A : Ha Run off Coefficient, C :

9 Maximum intensity of rainfall, I : 40 mm/hr Therefore Q : m 3 /sec (b) With project: : Area for catchment for roof and road : Ha Area of Catchment, A : Ha Run off Coefficient, C : 0.9 Maximum intensity of rainfall, I : 40 mm/hr Therefore Q = : m 3 /sec Area for catchment for open areas : Ha Run off Coefficient, C : 0.6 Maximum intensity of rainfall, I : 40 mm/hr Therefore Q = : m 3 /sec Total Discharge : m 3 /sec But, 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 : m 2 Taking depth of drain as 0.6 m at the starting point : 0.6 Width of drain = Area/depth = m 19 mm Width of the drain is to taken 120 mm and depth varies according to the slope of ground. Land Use Roof Area Area in hectares Table 2.3 Storm water Management Vol./hr Vol./hr Difference after before in developm developm Discharges ent C=0.8 ent C= Remarks Harvested in a sump of capacity of 30 m 3 & used for domestic purpose Road nos. of RWH pits Area are provided of size Open * m x 1.2m x 1.5 m Area TOTAL * C=0.3 after development for greenery 2-8

10 Storm water from the rooftops shall be collected in a sump, road area, and open areas will be collected in rainwater harvesting pits separately. The water from these sumps will be reused after primary treatment i.e., filtration for domestic and gardening respectively. The excess treated water is diverted to the Municipal sewer lines. The typical cross section of rainwater harvesting structure is presented in fig 2.5. Fig 2.4 Rainwater Harvesting Structures Water Availability: Water is required for the construction as well as during occupation stage as the same is an important resource. The water requirement during construction will be on an average of 30 cum/day with a peak demand of 60 cum/day, and during occupation stage in the order of 81.0 KLD. The water resource available with the Municipal authorities was studied to identify the source and feasibility. The water resource both domestic water and sewage is dealt by the Rajahmundry Municipal Corporation (RMC). Domestic Water: It is proposed to draw domestic water from the Municipal Supply Rajahmundry Municipal Corporation (RMC), which have been encouraging the bulk consumers. The water shortage if any during summer season will be drawn from ground water sources. The water requirement of the project during occupation stage is in the 2-9

11 order of 81.0 KLD. The water requirement during construction will be from ground water sources and the requirement is in the order of 30 cum/day. The water requirement for the project during the occupation stage is presented in table 2.4. The water saving for the project is presented in table 2.5. Land Use Table 2.4 Water Requirement of the Project No. of Water Persons/ requirement per unit person in l * No. of Units Total Water Requirement in KLD Retail Employees Multiplex Food Court TOTAL 81.0 Land Use No. of Units Table 2.5 Water Saving Measures No. of Persons/unit Water Requirement/ KLD Treated water reuse/day Klpcd Effective Water Requirement in KLD Retail Employees Multiplex Food Court TOTAL Note: Treated water reuse for shopping 3.5 l/head/day, Employees@ 20 l/head/day food court & Restaurant@40 l/head/day, 7.5 l/head/day. The effective water consumption is reduced by 32.0 kl/day and the requirement will be in the order of 49.0 kl/day. The water balance of the project during occupation stage is tabulated in table 2.6. Table 2.6 Water Balance Input KLD Output KLD Domestic water from HVAC Chillers 49.0 Rajahmundry Municipality 30.8 Recycled water 32.0 Recycled water 32.0 Water requirement for green belt during non monsoon 2.0 Losses approx 20% 16.2 Total 81.0 Total

12 The water used in the order of 81.0 KL/day would generate 64.8 KL/day of wastewater which has to be treated for reuse and or disposal. The effluent characteristics of wastewater are presented in table 2.7. The STP flow chart is presented in fig 2.6. SEWAGE TREATMENT PLANT Treatment plant for treating sewage in the project site has been proposed for a capacity of 80 m 3 /day. The Sewage Treatment flow chart is shown in fig 2.5. PROCESS DESCRIPTION: The raw sewage will be collected in a collection sump and pumped to mechanical bar screen chamber for removal of large floating matter followed by grit removal in Grit Chamber. The raw sewage will then be collected in an equalization tank for homogenization of hydraulic load. The tank contents will be kept in suspension by means 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 avoid septic conditions, will be covered from top (RCC or FRP) t o avoid nuisance. The equalized effluent will then be pumped to two Fluidized Aerobic Bio Reactors (FAB) in series where BOD/COD reduction can be achieved by virtue of aerobic microbial activities. 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 stream Tube Settler. The clear supernatant will gravitate to the chlorine contact tank where sodium 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 be collected in a sludge sump and then pumped to sludge drying bed for de watering. The dried sludge will then be disposed off suitably as manure. The schematics of the process 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 a lot of monitoring. Scarcity of open space and rising land a power costs have forced the industries to look our for space saving, compact and efficient treatment options. This has led to the development attached growth processes where the bio mass is retained within the aeration tank obviating the need for recycle. These plants are not only compact but also user friendly. The endeavor to have a continuously operating, noclogging biofilm reactor with no need for back washing, low head-loss and high specific biofilm surface area culminated in the most advanced technology of aerobic biological fluidized bed treatment where the biofilm (biomass) grows on small carrier elements that move along with the water in the reactor. The movement is normally caused by aeration in the aerobic version of the reactor. 2-11

13 The reactor combines all the advantages and best features of Trickling filters, Rotating biological contractors, activated sludge process and submerged fixed film reactors while eliminating the drawbacks of these systems. The plants are more compact and more energy efficient. The Fluidized Aerobic Bio Reactor (FAB) consists of a tank in any shape filled up with small carrier elements. The elements are made up of special grade PVC or polypropylene of controlled density (shown in plate). For media of specific gravity the overall density could be expected to increase up to 9.5% when full of biomass such that they can fluidize using an aeration device. A biofilm develops on the elements, which move along the effluent in the reactor. The movement within the reactor is generated by providing aeration with the help of diffusers placed at the bottom of the reactor. Then thin biofilm on the elements enables the bacteria to act upon the biodegradable matter in the effluent and reduce the BOD/COD content in the presence of oxygen available from the air that is used for fluidization. Table 2.7 Characteristics of Waste water Parameter Quantity in mg/l PH 6 7 Total Suspended Solids BOD COD Design of the unit Basic data Flow : 64 KLD Capacity : 80 m 3 Peak factor : 3.5 Peak flow Q peak : 245 m 3 /day Influent BOD : 200 mg/lit Influent Suspended Solids : 200 mg/lit Influent COD : 350 mg/lit Effluent BOD : 30 mg/lit Effluent COD : 200 mg/lit Effluent Suspended Solids : 100 mg/lit 1. Bar Screen Chamber Average flow : m 3 /sec Peak factor : 3.5 Peak flow : m 3 /sec Velocity at peak flow : 0.75 m/sec Effective area of screen Required 2-12

14 At average flow : m 2 At Peak flow : m 2 Provide Effective area of screen : m 2 Considering the bar of dia. 10 mm(w) and clear spacing of 20 mm (b) Overall area required : m 2 Considering screen depth as : m Number of clear spacing : 0.3 Number of bars : 1 Consider 2 Nos. Hence Provide 4 bars Provide a screen of 0.5 m X 0.5 m at an inclination of sin In a screen channel of one meter (1 m) length. 2. Grit Chamber : The flow from the bar screen chamber is let into the Grit Chamber of minimum 2 hours capacity. This tank is provided to even out the flow variation, and to provide a continuous feed into the secondary biological treatment units. Peak flow Q : m 3 /sec Providing a flow through velocity of 0.30 m/sec Cross sectional area of Channel : m 2 Surface area of channel : 0.38 m 2 Assuming depth d : 0.2 m Width of channel : 0.08 m (say 0.3m) Length of channel : 4.5 m (say 4.5 m) Provide two channels each of 0.3 m wide and 4.5 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 minimum 2hours capacity. This tank is provided to even out the flow variation, and to provide a continuous feed into the secondary biological treatment units. Average flow : 2.9 m 3 /hr Peak factor : 3.5 Peak flow : 10.2 m 3 /hr Hydraulic retention tank = 2 hrs at Peak flow Hence required volume of the tank : 20.4 m 3 Provide tank of : 20.4 m 3 Capacity Assuming depth : 3 m Area : 6.8 m 2 Assuming length to width ratio (1:1) ; l=b length of the tank : 2.6 m width of the tank : 2.6 m 2-13

15 Air required for agitation : 0.01 m 3 / m 2 min Total air required : 14 m 3 /hr Air blower required : 20 m mwc Effluent transfer pump : 2.9 m 3 8 mwc 4. Fluidized Aerobic Bio Reactor (FAB): The polypropylene media have been provided with a specific surface area of m 2 /m 3. This allows micro-organisms to get attached and biomass concentration can be increased to four folds as compared to Activated Sludge Process. This enables to consider higher Organic loading rates. The micro-organisms attached to media are kept in a fluid state thereby maintaining the CSTR (continuous Stirrer tank reactor) regime as well as two tanks are provided in series making the plug flow system. This will enhance the efficiencies and have the merits of both CSTR and plug-flow regimes. Organic loading rate : 3.2 kg BOD/ m 3 d Organic load : 52 kg/day Volume of the tank : m 3 Assume the depth : 3 m No. of tanks in series : 1 Size of the tank : 1.5m dia. x 5.0 SWD Specific gravity of media : 0.92 to 0.96 Specific surface area of media : m 2 /m 3 Media filling : % of tank volume Oxygen required : 2 kg / kg BOD Oxygen in air : 23% Specific gravity of 30 deg. : 1.65 Aeration : Coarse bubble Oxygen transfer efficiency : 12% Air required : 129 m 3 /hr Air blower required : 150 m m wc 5.Tube settler Surface loading rate : 48 m 2 /m 3 d Surface area required : 5.4 m 2 Tank size : 3.0 m x 6.0 m x 2.7 m SWD With 55 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 m 2 /m 3 Cross sectional area of tubes : 120 mm x 44 mm Hexagonal 2-14

16 Hydraulic radius : 1/61 cm (1.5 cm) Shape factor : for media settleable solids 6. Pre Filtration tank The flow from the each individual settling tank i.e., the supernatant liquid is let into the 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 the pressure sand filter. Average flow : 2.9 m 3 /hr Peak factor : 2 m 3 /hr Peak flow : 5.8 m 3 /hr Provide min 1.5 hours holding capacity. Hence required volume of the tank : 8.7 m 3 7. Pressure Sand Filter: Vertical down flow type with graded/sand bed under drain plate with polysterene strains. Flow : 80 m 3 /day Rate of filtration assumed as : 10 m3/m2/hr Requirement of treated water for usage in 20 hrs : 4 m 3 /hr Dia. of filter of 1 nos. : 500 mm Provide pressure sand filter of 500 mm dia. and 1000 mm HOS with sand as media layer, under drain pipe, laterals face piping etc for each stream. 8. Activated Carbon Filter: Vertical down flow type with graded/sand bed under drain plate with polysterene strains. Flow : 80 m 3 /day Rate of filtration assumed as : 10 m3/m2/hr Requirement of treated water for usage in 20 hrs : 4 m 3 /hr Dia of filter of 1 nos. : 500 mm Provide Activated Carbon filter of 500 mm dia with granular Activated carbon as media and 1000 mm HOS with sand as media layer, under drain pipe, laterals face piping etc for each stream. 9.Ultraviolet Disinfection: UV applied to low turbidity water is a highly effective means of disinfection. UV is not harmful to aquatic organisms in the receiving water. UV light kills viruses, Vegetativeand spore-forming bacteria, algae and yeasts. No chemicals are added to the wastewater to change the ph, conductivity, odor or taste to create possible toxic compounds. UV treatment has a few moving parts to adjust or wear out. 2-15

17 10.Final Treated Water Holding Tank It is always preferred to provide one final holding tank of minimum one day holding capacity, so that the treated effluents can be stored and used back for gardening or other tertiary purposes. Capacity: 80 m 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 the biomass population in the Fluidized Aerobic Bio Reactor ( FAB). Sludge holding tank has been provided with filter press for dewatering sludge. The filtrate drains off through the media, which is again let into equalization tank. The dewatered sludge is collected in trays, which can be used as manure in the garden. No. of plates : 24 Size of plates : 600 mm X 600 mm Plate moc (material of construction) : PP (poly propline) Type of operation : Hydraulic Power pack capacity : 2 HP The biomass in the aeration tank stabilizes BOD in wastewater by consuming the organic matter in the wastewater. The metabolic activity results in growth of the biomass population in the Fluidized Aerobic Bio Reactor (FAB). Sludge holding tank has been provided with filter press for dewatering sludge. The filtrate drains off through the media, which is again let into equalization tank. The dewatered sludge is collected in trays, which can be used as manure in the garden. Characteristics of Treated Waste water Parameter Quantity in mg/l ph 7 8 Total Suspended Solids 100 BOD 30 COD 100 Disposal of Treated Waste Water: all the treated waste water is reused for green belt development, HVAC and for toilet flushing. Hence all the recycled water is utilized, No water is left out of the premises. 2-16

18 Fig 2.5 Sewage Treatment Plant SEWAGE TREATMENT PLANT FLUIDIZED AEROBIC BIO REACTOR TECHNOLOGY (FAB) Bar Screen/ Grit Chamber Raw Sewage EQT TANK FAB REACTOR (Package unit) TUBE Settlers Overflow CLARIFIED WATER TANK SLUDGE HOLDING TANK ACF PSF Filter Feed Pump (1W+1S) UV Sludge Dewatering System Sludge Disposal TREATED WATER TANK To Reuse

19 Solid Waste Municipal Solid Waste Composition In India the biodegradable portion dominates the bulk of Municipal Solid Waste. Generally the biodegradable portion is mainly due to food and yard waste. Table 2.8 Composition of Municipal Solid Waste Type (%) Solid waste in kg Paper 8 72 Plastics 9 81 Metals 1 9 Glass 1 9 others 4 36 Biodegradable Inerts Rags 4 36 Total 899 (Source: NSWAI - National Solid Waste Association of India) Design Stage The total number of people anticipated to stay in the project is in the range of The anticipated solid waste/garbage is in the range of g/head and the total garbage will be in the order of 899 kg/day. Solid waste/garbage waste to be collected in green and blue dustbins. The green bins to be filled with Biodegradable kitchen waste, while the blue bins to be filled with Non Biodegradable waste (recyclable waste) like glass, plastic, paper, etc. The Biodegradable waste and Non Biodegradable waste is collected by the maintenance department and sent to M.S.W management facility. Table 2.11 presents the anticipated garbage quantity after occupation. The responsibility of garbage collection and disposal lies with Kakinada Municipal Corporation (KMC), however the project authorities propose to educate the owners, employees/workers to segregate the waste at source before disposal. Land Use Table: 2.9 Solid Waste Generation No. of Units No. of Persons/ unit Total No. of Persons Total Solid waste in Kgs Retail Employees Multiplex Food Court TOTAL CONSTRUCTION STAGE The sequence of construction operations and the approximate time requirement is presented in the following table The construction sequence is for more number of floors. The time schedule of the entire project is approximately 24 months. 2-18

20 Table: 2.10 Construction Sequence S.No Description of work 1 Clearing and Grubbing 2 Leveling by way of cut and fill 3 Foundation Excavation. 4 Foundation PCC & Concrete & Plinth Beam. 5 Column lifting up to GF Roof. 6 1 st floor slab reinforcement & shuttering & Concreting. 7 Stair case slab 8 1 st floor column lifting up to 1 st floor roof. 9 1 st floor roof shuttering, reinforcement & concreting. 10 Deshuttering of GF Roof & cleaning. 11 Deshuttering of 1 st Roof & cleaning. 12 Brick work in GF floor. 13 Brick work in 1 st floor. 14 Staircase up to terrace. 15 Staircase headroom slab. 16 Plumbing works (concealed works). Electrical conduit junction boxes & board fixing. Plastering works. 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. Internal (GF & FF). External (GF & FF). The clearing and grubbing activity involves clearing of shrubs mainly as the site has no major trees. The cut and fill operation for the entire area is presented in table There is excess cut material, which would be used for the purpose of aggregate for the construction purpose. Table 2.11 Earth Work Quantities S.No Area Qty of fill (m 3 ) Qty of cut (m 3 ) Surplus fill (m 3 ) Surplus cut (m 3 ) 1 Site The cut material contains mainly granite stones, which is suitable for aggregate purpose. The excess cut material in the order of 4049 m 3 will be used for the purpose of aggregate for RCC and dust for flooring. 2-19

21 The construction of this magnitude would require huge quantities of construction materials. The material requirement for the project is presented in table Thus aggregate requirement will be met from within the plant site. Floor Total BUA (m 2 ) Table 2.12 Material Consumption for Total Project Ready Mix Concrete (m 3 ) Cement (bags) Sand (m 3 ) Aggre gate (m 3 ) Water (m 3 ) Brick (nos.) x 1000 Reinfor cement steel ( MT) Building Total Construction Material The major materials required for construction of the proposed project will be steel, cement, bricks, metal, sand, flooring tiles/stones, wood, sanitary and hardware items, electrical fittings, water, etc. All the items to be used in the proposed project will be as per the National Building Code specification. The construction materials required for the project are tabulated in Table Table: 2.13 Lead Distance for Construction Materials S.No Material Source Lead Distance (Km) 1 Sand ROBOSAND and Govt. registered suppliers Aggregate Within the site Cement Manufacturing units Reinforcement Steel TATA / SAIL godowns 10 5 Bricks Manufacturers Plumbing Material Local Suppliers Electrical Material Local Suppliers Sanitary Material Local suppliers Flooring and Pavement Tiles Manufacturers Paints Local Manufacturers Ready Mix Concrete Local Batch Plants Water Requirement The water required for this project is in the order of 9500 cum for the entire project implementation period. The peak demand for water may be 50 cum/day, however typical daily consumption will be in the order of 30 cum/day. The required water will be drawn from ground water sources. The water supply and plumbing will be optimized and low water consuming faucets and flush tanks will be used to conserve water Construction Debris The construction debris consists of various types of materials. The construction debris will be in both hazardous and non-hazardous categories. The hazardous debris consists of empty containers of adhesives, thinners, paints, and petroleum products. These empty containers will be sold to authorize recycling agencies. The non hazardous 2-20

22 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 in the order of 2%. Construction debris containing bricks, demolished RCC will be used for land filling in the place of subgrade Paints All the paints used in the premises will be ensured to have an albedo of at least 0.4 to increase the reflectivity and reduce the heat dissipation and heat island effects Work Force: The labor/work force requirement is approximately 500 man-days of various skilled and unskilled employees. Sufficient labor force and skilled employees are available as Vijayawada is a favorite destination of skilled employees and migrating people from the rural areas. The peak labor force requirement will be in the order of 300 people. The water requirement for the labor force will be approximately 5,000 lt/day Material preparation and transport Most of the construction material will be drawn from outside. The material will be transported by trucks and the approximate number of truck trips is 500. The material transport within the site will be facilitated by 8 trippers Batching Plant The required concrete will be prepared in a batching plant to be located temporarily in the site so as to maintain the quality and reduce the lead distance. The capacity of the batching plant will be 10 m 3 to 20 m 3 /hr. The raw mix design (Cement: sand: coarse aggregates: water: admixture) is stored in electronic panel board and the quantities are weighed automatically as per the design mix. Aggregates in the sizes of 10 mm, 20 mm is stacked in separate bins and these materials are loaded into the hopper by scrapper and 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 into hopper though load cells. In the hopper coarse aggregates, fine aggregates, cement, water and admixture gets mixed in required quantities by rotary motion of the mixer and after proper mixing it is unloaded into transit mixers at the rate of 0.5 m 3 /minute. The water consumption for this process is approximately 160 lts/m 3 of concrete. The entire operation is closed and there is no scope of fugitive dust as the operation is wet in nature Stone Crusher The required aggregate will be drawn from within the site from a temporary stone crusher. The capacity of the stone crusher is 100 tons/hour. The stone crusher will use the rocky boulders removed during the cut operations and used for the production of aggregates of various sizes. The main raw material is boulders obtained from within the site during clearing operations of the land and conveyed by tippers & dumpers to the plant site. All the crushing units are mobile and electrically operated. The boulder is charged 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 construction 2-21

23 and as sub base for flooring purpose instead of sand. All the silos and the conveyor belts will be covered and the transfer points will be provided with water sprinkling. The water requirement for this plant is approximately 5 cum/day OCCUPATION PHASE A number of facilities will be provided by M/s for the occupants and the facilities are shown in table Table 2.14 Amenities Proposed Amenity Description or Nos. Green Area m 2 DG sets 2 X 1500KVA +1 X 1250KVA Sewage Treatment Plant 1 The management shall operate the amenities like effluent treatment plant, DG sets. The major requirement of resource is for electricity and water. The electricity will be drawn from State Electricity Board. Transformers will be provided to reduce voltage fluctuation and to provide quality energy. The power requirement during operation phase is presented in table S.No Table 2.15 Electricity Consumption Statement Power Total Power Total area Description allocated in required in in m2 watts per m 2 (KW) Commercial & Common area Total Maximum demand in kw at 0.6 diversity factor Consumption of power for 12 hours per day Maximum demand in kw at 0.1 diversity factor Consumption of power for 12 hours per day Total consumption of power per day KW Total consumption of power per year 45.4 Lakh Units Table 2.16 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 1.2 Lakh Units 2-22

24 Table 2.17 Energy Saving by using HF Ballast Power loss using conventional ballast 25% Power loss using HF ballast 14% Savings in power loss using HF ballast 11% S.No Description Total area in m 2 Power allocated in watts per m 2 Total Power required in (KW) 1 Basement Common Area Total Maximum demand in kw at 0.8 diversity factor 65.9 Consumption of power for 12 hours per day Maximum demand in kw at 0.2 diversity factor 16.5 Consumption of power for 12 hours per day Total consumption of power per day KW Total consumption of power per year 3.6 Lakh Units Savings in power loss using HF ballast 0.4 Lakh Units Table 2.18 Electrical Power savings using CFL/T5 for lighting Savings in power Using CFL/T5 as against Fluorescent Lamps 30% S.No Description Total area in m2 Power allocated in watts per m 2 Total Power required in (KW) 1 Basement Common Area Total Maximum demand in kw at 0.8 diversity factor 65.9 Consumption of power for 12 hours per day Maximum demand in kw at 0.2 diversity factor 16.5 Consumption of power for 12 hours per day Total consumption of power per day KW Total consumption of power per year 3.6 Lakh Units Savings in power using CFL 1.1 Lakh Units 2-23

25 S.No Table 2.19 Electrical Power savings using Solar Power for External lighting Description Total area in m2 Power allocated in watts per m 2 Total Power required in (KW) 1 External Lighting 10.0 Total 10.0 Maximum demand in kw at 1.0 diversity factor 10.0 Consumption of power for 6 hours per day 60.0 Maximum demand in kw at 0.5 diversity factor 5.0 Consumption of power for 6 hours per day 30.0 Total consumption of power per day 90.0 KW Total consumption of power per year 0.33 Lakh Units Savings in power using Solar Power 0.33 Lakh Units Table 2.20 Electrical Power savings using water Cooled Chillers Savings in power by using Water Cooled Chillers as against Air cooled Chiller 40% S.No Description Total area in m 2 Power allocated in watts per m 2 Total Power required in (KW) 1 Commercial Total Maximum demand in kw at 0.6 diversity factor Consumption of power for 12 hours per day Maximum demand in kw at 0.1 diversity factor 63.4 Consumption of power for 12 hours per day Total consumption of power per day KW Total consumption of power per year 19.4 Lakh Units Savings in power using water Cooled Chillers and heat recovery wheel 7.78 Lakh Units Table 2.21 Total Saving S.No Description Savings in lakh Savings in kwh units percentage 1 With Cu wound Transformer with HF Ballast With CFL With Water Cooled Chillers With Solar Power for External lighting Total Consumption Total Saving

26 HVAC and Building Automation System The air conditioning system shall comprise of multiple air cooled chilling machines with centrifugal compressor, condenser water pump sets (each including one as standby), primary chilled water and secondary chilled water pump sets (each including one as standby), cooling towers, air handling units, chilled/condensing water and condensate drain piping, air distribution system within the AHU room, electrical control panels, cabling, wiring, control wiring and earthing. Complete air distribution system shall be provided for all common areas. The water chilling machines, primary chilled water pump sets, secondary chilled water pump sets, condenser water pump sets an the main AC control panel shall all be installed in the HVAC plant room in the third basement. Chilled water on the secondary side shall be pumped through insulated chilled water piping installed in shafts and above false ceiling to air handling units at different locations through pumps operating on variable frequency drive. Secondary chilled water pumps shall draw chilled water from the header and pump chilled water to their respective zones. Depending on the load of each zone, the speed of the pump shall vary proportionately through variable frequency drive, thereby, regulating the flow of chilled water to that zone Domestic Water The domestic water will be drawn from Rajahmundry Municipal Corporation ( RMC) to augment the supplies. The wastewater will be treated and reused for H.V.A.C, gardening and flushing Solid Waste The solid wastes anticipated during occupation stage include garbage, sludge from STP, hazardous waste of used oils, and batteries from generators. The quantity of wastes is presented in table Table Solid Waste Generated during Occupation Phase S. No. Type of Waste Quantity Collection/storage Disposal Stored in green and blue bins for non-recyclable and 1 Garbage 2 Sewage Treatment Plant Sludge 3 Used Batteries 4 Used Lubricant 5 Transformer Oil 899 kg/day recyclable wastes respectively. Collected and transported to the segregation bin by NGO s. 4 kg/day Stored in HTPE bags. 8 nos. year 110 l/year 150 l/year Stored in HTPE containers Stored in HTPE Drum Municipal solid waste disposal Used as manure and or given to farmers. Sent to Authorized recyclers or returned to seller Sold to authorized recyclers Sold to APTRANSCO authorized contractors 2-25

27 M/s Pridhvi Edifices Pvt. Ltd. SURVEY NO. 201/1A, RAJAHMUNDRY, EAST GODAVARI DISTRICT, ANDHRA PRADESH Studies and Documentation by: (An ISO Certified Organization) B & 509, Annapurna Block, Aditya Enclave, Ameerpet, Hyderabad Phone: / Fax : teamlabs@gmail.com