Conceptual Plan Introduction

“AAKASH RIVIERA MIX USE DEVELOPMENT, JAMSHEDPUR” “Residential cum Commercial Complex”, Plot area of 1.96 ha (4.8575 acres) and built-up area of 54285.15 sqm”, Village Dobo, & Village Kapali, Chandil Block, Seraikela Kharsawan District, Jharkhand

CONCEPTUAL PLAN INTRODUCTION

M/s Aakash India Projects and Builders Private Limited propose a Mix use Project at Plot area of 1.96 ha (4.8575 acres) and built-up area of 54285.15 sqm” at Village Dobo, Khata No. 142, Plot No. 1374,1375,1377,1378, Thana No. Chandil – 331 & Village Kapali Khata No. 273, Plot No. 137, 138, Thana No. Chandil – 332, Chandil Block, Seraikela Kharsawan District, Jharkhand. The present project of the company shall provide world-class infrastructure and encourage further development.

SITE LOCATION AND SURROUNDINGS

The Residential Project is located at Plot no 137, 138 of Khata No 273 Thana No 332 and Plot no. 1374, 1375, 1377, 1378 of Khata No 142 Thana no 331 at Village Kapali and Dobo, Tehsil Chandil, in Saraikela Kharsawan District of Jharkhand. The Geographical coordinates as taken by Jharkhand Geo-Spatial Data Centre, Ranchi are as follows:

Table No 1: Coordinates of the Project Site Point Latitude Longitude 1 22°50'07.85"N 86°10'07.52"E 2 22°50'10.75"N 86°10'00.12"E 3 22°50'12.40"N 86°10'01.06"E 4 22°50'11.29"N 86°10'03.10"E 5 22°50'12.63"N 86°10'03.71"E 6 22°50'12.38"N 86°10'04.62"E 7 22°50'12.17"N 86°10'04.47"E 8 22°50'10.72"N 86°10'08.45"E 9 22°50'10.91"N 86°10'08.53"E 10 22°50'10.70"N 86°10'09.15"E 11 22°50'08.79"N 86°10'08.72"E 12 22°50'08.98"N 86°10'07.96"E

CONNECTIVITY

The nearest airport is Birsa Munda Airport in Hinoo, Ranchi which is at an aerial distance of 100 km from the project site towards NW direction.

Adityapur Railway Station is 6.7 km away from the project site towards S direction while Tatanagar Railway Station is 9.3 km away from the project site towards SE direction. Jamshedpur city is well connected to the rest of the country through railways.

Along with airways and railways, the site is also well connected through roadways, nearest National Highway is NH 32 at an aerial distance of 4 km in NE Direction.

AREA DETAILS

 Plot area of project is estimated to be 1.96 ha sqm (4.8575 acres) & the Built up Area is estimated to be 54285.15 sqm.

 The detailed Area Statement is provided below in Table 1

Table 2: Area Statement summary S.No. Particulars Area (in m2) 1 Plot Area 1.96 ha (4.8575 acres) 2 Total Proposed Ground Coverage (@ 38.24 % of 7500 sqm plot area) 3 Proposed FAR area 40683.98 sqm 4 Built-up Area 54285.15 sqm 5 Total Open space 12112.87 sqm (61.76 % of the total area) 6 Landscape Area (@ 34.89 % of the plot area) 6842.83 sqm 7 Parking Area required (34.9 %) 3438.50 sqm Parking Area provided 13357.25 sqm 8 Area of internal roads & pavement (37.805 % of 7400 sqm total area ) 9 Maximum height of building 40.40 m ABC Block and 43.7 m D Block 10 Units proposed Commercial, Residential, Common areas

POPULATION DENSITY

The residential population of the project will be 846 persons. The population for the commercial area is calculated for visitors, staff and floating population, whereas Club area is assumed to be ***.

Table 3: Population Break up Area Total S.No Population/ Unit (sqm) Population Commercial 1 Office 3164 10 sqm/p 316 a Staff 90% 284 b Floating population 10% 32 2 F&B 3424 1.8 sqm/p 1902 Staff 10% 190 Floating population 90% 1712 3 Banquet 2399 0.65 sqm/p 3691 Staff 10% 369 Floating population 90% 3322 4 Retail-GF 280 3 sqm/p 93 Staff 10% 9

Floating population 90% 84 5 Retal-FF 275 6 sqm/p 46 Staff 10% 5 Floating population 90% 41 6 Multiplex (No of seats) 216 no of seats x 1.2 259 Residential 1 Apartments 1a Type A (3BR-3T) 42 6 252 1b Type B, B1 (3BR-3T-P-M) 57 6 342 1c Type C, C1 (4BR-4T-P-M) 20 7 140 1d Type D (Duplex) 12 7 84 1e Type D (Penthouse) 3 7 21 1f Type E (Penthouse) 1 7 7 Common Club ** Maintenance, Facility, Security staff 75 Drivers 250 13526

WATER REQUIREMENT

The total water requirement is approx. 457 KLD (domestic + flushing + gardening & etc.), out of which total domestic water requirement is 307 KLD & Flushing, Irrigation and HVAC Requirement is 152 KLD. The total fresh water requirement is 305 KLD, which will be met from Municipal supply.

The daily water requirement calculation is given below in Table 5.

Table 4: Water Requirement for Residential Area

Table 5: Waste Water Calculations

The water balance diagram is shown below in Figure 1: Figure 1: Water Balance Diagram

WATER STORAGE

As mentioned earlier, it is proposed to provide minimum one day water storage capacity based on total daily water requirement. The incoming main from the water supply source shall be led into fire water tank, from where it shall overflow in raw water tanks; thereafter the water shall be treated (depending on water quality) and stored in domestic water storage tanks. The water storage capacities of the tanks are as follows:

Table 6: Waste Water Calculations

WATER TREATMENT AND TYPE

Water treatment shall be provided depending on type of use. The various type/quality of water and their water treatment plant are as follows:

 Domestic Water: Depending on the analysis report of the water from the main source of supply, the type of treatment shall be decided; so as to conform to the potable water standard IS 10500. Where the water has a direct human contact i.e. Washbasins, health faucets, kitchens, showers, pantry etc., the necessary treatment, if required, will be provided. This can be by providing a dual media filter and activated carbon filter for removal of suspended solids, turbidity, odour etc. In case the water hardness is more than the standards norms, an additional water softener, of required flow, will be provided.

 Disinfection shall be through UV, Ozonation (if required). Since, there is no STP being provided in our premises, domestic and flushing water will be common and both shall be fed from the fresh water source.

 Flushing Water: Treated water from the STP shall be re-used for supplying water for WC and Urinal flushing.

 Drinking Water: Drinking water for kitchen areas of restaurants shall be in the scope of the F&B tenants.

 Water for Irrigation/Horticulture: Treated water from the STP shall be re-used for Gardening prposes.

 Soft Water: Soft Water shall be stored in a separate soft water tank for the purpose of Air washers, Cooling towers etc. Treated water from the STP shall be re-used to provide soft water.

WASTEWATER GENERATION & TREATMENT

SEWAGE TREATMENT PLANT Type of STP considered - MBBR Technology with Ultra Filtration (aerobic) Capacity of STP - 375 KLD Recovery from STP - 327 KLD

The STP shall be based on MBBR Technology with Ultra Filtration (aerobic). Moving bed biofilm reactor (MBBR) technology is based on the principle of attached growth process. Raw sewage will be collected under gravity into the equalization tank after allowing to pass through the bar screen. Screens will be provided in screen chambers and it will be manually cleaned by going down to a platform. The bar screen, by removing coarse solids from the sewage helps in protecting the raw sewage pump.

Fully submersible centrifugal non clog sewage handling pump will be provided in the collection cum equalization tank to pump the collected waste water to the next MBBR tanks. Automatic level controller will be provided in the tank to turn the pump off at the low water level in the tank and to start the pump

when water level is high automatically. Air will be introduced in this tank to prevent any potential foul smell problem & to provide the mixing of wastewater to avoid the sedimentation of solids in this tank. Air Grid used for aeration purpose shall be non-clog. The sewage collected in equalization tank is pumped to the moving bed bioreactor. There shall be two nos. of bioreactors in series for the efficient working and removal of BOD5 for the required retention time. The process inside the moving bed bioreactors consists of adding PVC media carrier elements in aerated basins to support biofilm growth. The biofilm carriers are maintained in the reactor by the use of a perforated plate with appropriate slot at the tank outlet. Air agitation or mixers are applied in a manner to continuously circulate the packing. The packing may fill 25 to 50 percent of the tank volume. Specific surface area of the packing is about 450-500m2/m3 of bulk packing volume. The waste water from first bioreactor flows by gravity through the perforated plate/mesh to the next bioreactor kept in series. Inside the bioreactors, aerobic bacteria grow in an attached growth from around the moving plastic media inside the reactors. The bacteria have to reduce BOD & COD of waste water in the presence of oxygen provided through the air grids located at the bottom of the reactors. The Process does not require any return activated sludge flow or backwashing.

From the bio-reactors, the effluent passes by gravity into the clarifier (Tube Settling Tank). Clarifier will be a hopper bottom sedimentation tank provided with appropriate size PVC tube deck media. The suspended solids will settle at the bottom of the tank & clear supernatant will overflow to clear water tank through outlet launder. The collected sludge at bottom shall be transferred through pumps to sludge holding tank. Excess sludge from the bottom of the settling tank will be removed and transferred to sludge holding tank. Air grid shall be provided in this tank to avoid conversion into anaerobic conditions, thickening of sludge and keep sludge in homogenous condition. The digested & thickened sludge shall be further thickened through Sludge Dewatering System (Filter press with screw pump) and disposed off periodically through closed tanker or can be reused as manure.

The clear supernatant after clarifier will be collected in to clear water tank. The clarified & dis-infected water will be then fed to filtration unit by means of a filter feed pump. Filtration unit consisting of Dual Media filter, activated carbon filter and chlorination will remove the residual impurities such as odor/color, suspended solids, BOD/COD. The treated water after the filtration unit will be collected in a treated water tank. This treated water tank will act as a feed tank to the ultrafiltration unit. After treatment from the UF System, the water shall be stored in a flushing cum irrigation water tank. Another line from the treated water tank will be fed to a softening plant and stored into the soft water tank for use in HVAC purpose

Figure 2: Process Block Diagram

Table 7 : STP Inlet-Outlet Quality

WATER DISTRIBUTION

 Water distribution for domestic water supply shall be designed to ensure availability of the water at the desired pressure range of 2-3.5 Kg/sqcm.

 The water distribution system for domestic water and flushing water shall be through gravity for residential towers. For commercial block, domestic and flushing water will be supplied by Hydro- pneumatic system.

 However, soft water will be gravity fed with an overhead tank planned above the commercial block. Underground water tanks and Pump Room is proposed to be installed in the basement. Water shall first enter in the underground fire tanks, from where it will overflow to the adjoining raw water tanks. From the raw water tanks, water shall undergo the desired treatment. After treatment, water shall be stored in the underground domestic water tanks.

 From the UG domestic water tanks, water shall be pumped to the residential overhead tanks where it shall first fill the overhead fire tank. Overflow of the fire tank shall go to the overhead domestic tank. From the domestic water tank, a gravity line shall feed to the respective areas. From the overhead flushing water tanks, the supply to respective areas shall be done by gravity. For commercial, a direct feed line from the underground domestic tanks shall be provided to the toilets with a hydro- pneumatic pump. Similarly, a direct feed line from the underground flushing tanks shall be provided to the toilets with a hydro-pneumatic pump.

 A small soft water tank will be planned on the roof of the commercial block for giving soft water to air washers etc. by gravity. Colour coding as per IS 2379 for flushing, domestic, irrigation and hot water supply piping shall be ensured for clear identification of the piping.

SANITARY FIXTURES & FITTINGS

All sanitary wares for common areas shall be selected as per the interior layout and architect/client.

1. It is suggested that WC for common areas shall be European pattern, wall hung, vitreous china, having “P” traps. All water closets shall have dual flush cisterns of 3 to 6 liters capacity.

2. All wash basins throughout the building shall be of vitreous china with faucets and waste coupling with CP bottle trap fixed to the outlet. Inlet connections shall be made by CP angle stop cocks below the counter. However, in common area like club, the faucet should sensor based/pressmatic.

3. Urinals (in common area/club) shall be large flat back vitreous china with full height vitreous partition mounted on wall, auto-flushing system, CP spreader and waste coupling with CP bottle trap connected to deep seal floor trap.

4. All sinks in pantries and kitchen shall be of stainless steel with single drain board and cold and hot water mixer fittings. CP waste coupling and bottle trap shall be provided in the pantries.

5. Accessories such as toilet paper holder, towel rails, soap dispenser and hand drier shall be provided for common area toilets at suitable locations

The alignment and slope of the sewer line will follow the road network, drains or natural ground surface and will be connected to the trunk sewers. The discharge point will be a treatment plant, a pumping station, a water course or an intercepting sewer. Pumping station would be provided at places where the natural terrain of the slope is insufficient to permit gravity flow or the cost of excavation is uneconomical to do the same.

RAIN WATER HARVESTING

The storm water disposal system for the premises shall be self-sufficient to avoid any collection/stagnation and flooding of water. Storm water drainage plan of the project is enclosed. The amount of storm water run-off depends upon many factors such as intensity and duration of precipitation, characteristics of the tributary area and the time required for such flow to reach the drains. The drains shall be located near the carriage way along either side of the roads. Taking the advantage of road camber, the rainfall run off from roads shall flow towards the drains. Storm water from different areas be connected to adjacent drain by a pipe through catch basins.

Therefore, it has been calculated to provide 6 storm water collection or recharge pit for storm water harvesting at selected locations, which will catch the maximum run-off water and roof water from the area.

Since the existing topography is congenial to surface disposal, a network of storm water pipe drains is planned adjacent to roads. Proposed storm water system consists of pipe drain, catch basins and

seepage pits at regular intervals for rain water harvesting and ground water recharging. All building roof water will be brought down through rain water pipes.

Storm water harvesting has been catered to and designed as per the guideline of CGWA. Annual Rainfall has been considered as 50 mm/hr.. At the bottom of the recharge pit a filter media is provided to avoid choking of the recharge pit.

Design specifications of the rain water harvesting plan are as follows:

 Catchments/roofs would be accessible for regular cleaning.The roof will have smooth, hard and dense surface which is less likely to be damaged allowing release of material into the water.

 Roof painting has been avoided since most paints contain toxic substances and may peel off.

 All gutter ends will be fitted with a wire mesh screen and a first flush device would be installed. Most of the debris carried by the water from the rooftop like leaves, plastic bags and paper pieces will get arrested by the mesh at the terrace outlet and to prevent contamination by ensuring that the runoff from the first 10-15 minutes of rainfall is flushed off.

 No sewage or wastewater would be admitted into the system.

 No wastewater from areas likely to have oil, grease, or other pollutants has been connected to the system.

Table 8: Rainwater Harvesting Computation: Sl. No. Description Details Units (I) Areas a) Total Area of the Site /Plot 18,633 m2 b) Terrace/Roof area 5,243 m2 c) Paved/Pavement/Road area 9,663 m2 d) Greens/Landscaped/ Lawn areas (Assumed 20%) 3,727 m2

(II) Co-Efficient and factors Adopted a) Harvesting efficiency factor for terraces & rooftops 0.9 b) Harvesting efficiency factor for roads and paved surfaces 0.7

c) Harvesting efficiency factor for soft landscaped areas, gardens, 0.2 parks etc.

(III) Coefficient for Calculation for Capacity for Recharge Wells for Harvesting a) Peak Hourly rainfall assumed 45 mm/hour b) Retention time for capacity of Recharge Pit 20 Minutes c) Net run off for which holding is required for infiltration 15 mm

CALCULATIONS FOR INFILTRATION S. DESCRIPTION DETAILS UNITS NO. 1 For Roof/Terrace only (i) Average Runoff co-efficient 0.9 (ii) Area considered 5,243 m2 (iii) Intensity of rainfall considered (Peak) 45 mm/hour (iv) Infiltration well capacity design period 20 minutes (v) Net run off for which holding is required for infiltration 15 mm (vi) Theoretical Volume of Infiltration Wells required ------(A) 70.78 m3

2 For Paved/Road Area (i) Average Runoff co-efficient 0.7 (ii) Area considered 9,663 m2 (iii) Intensity of rainfall considered (Peak) 45 mm/hour (iv) Infiltration well capacity design period 20 Minutes (v) Net run off for which holding is required for infiltration 15 mm (vi) Theoretical Volume of Infiltration Wells required ------(B) 101.47 m3

3 For landscaped, greens and other open areas (i) Average Runoff co-efficient 0.2 (ii) Area considered 3,727 m2 (iii) Intensity of rainfall considered (Peak) 45 mm/hour (iv) Infiltration well capacity design period 20 Minutes (v) Net run off for which holding is required for infiltration 15 mm

S. DESCRIPTION DETAILS UNITS NO. (vi) Theoretical Volume of Infiltration Wells required ------(C) 11.18 m3

Desilting Tank (i) Dimensions of Desilting Tank 3.0 M X 2.0 M X 2.0m m3 Effective Depth (ii) Volume of Desilting Tank (1) 12 m3

Recharge Pit (i) Dimensions of Recharge Pit 3.5 M Dia X 3.5 M m3 Effective Depth (ii) Volume of Recharge Pit (2) 33.66 m3

(iv) Total Volume of Infiltration Wells Required (A+B+C) 183.43 m3 (v) Thus, no of Infiltrations Well Required 5.450 (vi) No. of Infiltration Wells Provided 6 Note : The no. of Harvesting Pits and their sizes may change, depending upon the actual Site plan Storm water layouts and various other contraints. However, in all cases, the total volume of the Infiltration Wells shall remain the same.

S. DESCRIPTION DETAILS UNITS NO. Storage Tank Sizing (as per PCB Guidelines) (ii) Total Capacity of Storage Tank Required (One day Fresh Water 305.00 m3 Demand) Note : The no. of Harvesting Tanks, Pits and their sizes may change, depending upon the actual Site plan Storm water layouts and various other contraints. However, in all cases, the total volume of the Infiltration Wells shall remain the same.

Figure 4: Typical Rain Water Harvesting Structure Design

VEHICLE PARKING FACILITIES

Adequate provision will be made for car/vehicle parking at the project site. There shall also be adequate parking provisions for visitors so as not to disturb the traffic and allow smooth movement at the site. Adequate measures have been proposed to manage the traffic within and outside the site. There is a two entry and exit point for the proposed site. The vehicular traffic movement within the complex will be such that it will not disturb the landscaped areas and organized open spaces. For effective movement of vehicles and persons the dimension of peripheral ring road has been considered as more than 6m. The intermediate road will be 6 m wide (20 feet) . Parking Required: Total parking space required = 3438.50 sqm Parking Provided: Total Parking provided = 13357.25 sqm

POWER REQUIREMENT

The power supply shall be supplied by State Electricity Board. The Maximum Demand Load for the whole complex will be approximately 3104 KW. The Maximum Demand Load of Commercial Area and Residential Area is 1885.4 kVa and 1218.56 kVa respectively.

Details of D.G Sets

The entire commercial area of the building shall be provided with 100% emergency power backup generated by 2 nos. 1250 kVa Radiator cooled DG set at ground level. While in case of Residential area of the building, DG back up is generater by 1 nos 1000 kVa along with 1 nos 500 kVa.

Impacts on Air Quality due to DG Sets: • Impacts on ambient air during operation phase would be due to emissions from the stacks attached to backup DG sets only during grid power failure. Mitigation Measures for Impacts of DG Sets on Ambient Air Quality: • Back up DG sets will comply with the applicable emission norms. • Adequate stack height for DG sets will be provided as per norms. • Back up DG sets will be used only during power failure. • Monitoring of emissions from DG sets and ambient air quality will be carried out as per norms. Noise Control Measures for DG sets: • Adequate exhaust mufflers will be provided as per norms to limit the noise. During operation vehicular movement and operation of DG sets are the major sources of noise pollution. But both these activities- DG set and vehicular movement will not have any significant impact on the people residing in the area. Since DG set will not be operational continuously and moreover it will be placed away from residential settlements and will be enclosed with suitable enclosures, hence no or minimal impact will be anticipated. It is envisaged that the movement of the motor vehicles will be restricted to designated carriageways only.

SOLID WASTE GENERATION

Solid waste would be generated both during the construction as well as during the operation phase. The solid waste expected to be generated during the construction phase will comprise of excavated materials, used bags, bricks, concrete, MS rods, tiles, wood etc. The following steps are proposed to be followed for the management solid waste:  Construction yards are proposed for storage of construction materials.  The excavated material such as topsoil and stones will be stacked for reuse during later stages of construction  Excavated top soil will be stored in temporary constructed soil bank and will be reused for landscaping of the group housing project.

 Remaining soil shall be utilized for refilling / road work / rising of site level at locations/ selling to outside agency for construction of roads etc.

Solid Waste

Construction Waste

Construction Empty waste, Cement Excavated Broken Bricks, Bags Soil Waste Plaster

Use for Road Used in re-filling, making Top soil conserved for landscaping, raising site level balance used in refilling

Figure 5: Solid Waste Management Scheme (Construction Phase)

During the operation phase, waste will comprise domestic as well as agricultural waste. The total municipal (domestic) solid waste to be generated is approx. 5.8 t/day.

Biodegradable waste 2.3 t/day (Waste vegetables and foods etc.) Non-biodegradable waste 3.5 t/day (Papers, cartons, thermocol, plastics, glass etc.)

Total 5.8 t/day Arrangements will be made at the site in accordance to Municipal Solid Wastes (Management and Handling) Rules, 2000 and amended Rules, 2008.

Table 7: Calculation of Solid Waste Generation Area Total Waste Per Total S.No Population/ Unit (sqm) Population capita Waste Commercial 1 Office 3164 10 sqm/p 316 0.1 31.6 a Staff 90% 284 0.25 71 b Floating population 10% 32 0.1 3.2 2 F&B 3424 1.8 sqm/p 1902 0.1 190.2 Staff 10% 190 0.25 47.5 Floating population 90% 1712 0.1 171.2 3 Banquet 2399 0.65 sqm/p 3691 0.25 922.75 Staff 10% 369 0.1 36.9 Floating population 90% 3322 0.1 332.2 4 Retail-GF 280 3 sqm/p 93 0.25 23.25 Staff 10% 9 0.1 0.9 Floating population 90% 84 0.1 8.4 5 Retal-FF 275 6 sqm/p 46 0.25 11.5 Staff 10% 5 0.1 0.5 Floating population 90% 41 0.1 4.1 Multiplex (No of 6 seats) 216 no of seats x 1.2 259 0.25 64.75 Residential 1 Apartments 1a Type A (3BR-3T) 42 6 252 0.5 126 Type B, B1 (3BR-3T- 1b P-M) 57 6 342 0.5 171 Type C, C1 (4BR-4T- 1c P-M) 20 7 140 0.5 70 1d Type D (Duplex) 12 7 84 0.5 42 1e Type D (Penthouse) 3 7 21 0.5 10.5 1f Type E (Penthouse) 1 7 7 0.5 3.5 Common Landscape wastes @ 0.5 kg/ha/day 6842.83 0.5 3421.415 Club Maintenance, Facility, Security staff 75 0.1 7.5 Drivers 250 0.1 25 13526 5796.865 5800

 Collection and Segregation of waste 1. A door to door collection system will be provided for collection of domestic waste in colored bins from household units. 2. The local vendors will be hired to provide separate colored bins for dry recyclables and Bio- Degradable waste. 3. Litter bin will also be provided in open areas like parks etc.  Treatment of waste MSW (Bio-Degradable wastes, STP sludge, Horticultural Waste) wastes will be disposed through Govt. approved agency. Hence, the Municipal Solid Waste Management will be conducted as per the guidelines  Recyclable wastes i. Grass Recycling – The cropped grass will be spread on the green area. It will act as manure after decomposition. ii. Recyclable wastes like paper, plastic, metals etc. will be sold off to recyclables.

 Disposal Recyclable and non-recyclable wastes will be disposed through Govt. approved agency. Hence, the Municipal Solid Waste Management will be conducted as per the guidelines of Municipal Solid Wastes (Management and Handling) Rules, 2000 and amended Rules, 2016. A Solid waste management Scheme is depicted in the following figure for the residential project.

Figure 6: Solid Waste Management Scheme (Operation Phase) GREEN AREA Total green area measures 6842.83 sqm, i.e., 38.24% of the plot area which will be area under tree plantation & gardening within the residential plots and along the roads. Evergreen tall and ornamental trees and ornamental shrubs have been proposed to be planted inside the premises. Parks will also be developed by the management. Tree species selected for Greenbelt as per CPCB are:

DETAILS OF CONSTRUCTION MATERIALS

List of building materials being used at site: 1. Coarse sand 2. Fine sand 3. Stone aggregate 4. Stone for masonry work 5. Cement 6. Reinforcement steel 7. Pipe scaffolding (cup lock system) 8. Bricks 9. CLC fly ash blocks 10. Crazy (white marble) in grey cement 11. P.V.C. conduit 12. MDS, MCBs 13. PVC overhead water tanks 14. 2 1/2'’ thick red color paver tiles 15. PPR (ISI marked) 16. PVC waste water lines 17. S.W. sewer line up to main sewer 18. PVC rain water down take 19. Stainless steel sink in kitchen 20. Joinery hardware- ISI marked LIST OF MACHINERY USED DURING CONSTRUCTION (i) Dumper (ii) Concrete mixer with hopper (iii) Excavator (iv) Concrete Batching Plant (v) Cranes (vi) Road roller (vii) Bulldozer (viii) RMC Plant (ix) Tower Cranes (x) Hoist

(xi) Labor Lifts (xii) Pile Boring Machines (xiii) Concrete pressure pumps (xiv) Mobile transit mixer