revision of group housing project · m/s chadha infratech ltd. 95 sewer system the alignment and...

At

For Client- M/s Chadha Infratech Ltd.

MAY, 2019

Schedule: 8(b), Category: B

Plot Area- 62.59 Ha

QCI Certificate no. NABET/EIA/1619/RA 0064

PREPARED BY

GRASS ROOTS RESEARCH & CREATION INDIA (P) LTD. (Accredited by QCI/NABET, Approved by MoEFCC, GoI, ISO 9001:2008 Certified Co.)

F-374-375, Sector-63, Noida, U.P.

Ph.: 0120- 4044630, Telefax: 0120- 2406519

Email: [email protected], [email protected]

Website: http://www.grc-india.com

GRC INDIA TRAINING & ANALYTICAL LABORATORY

(Accredited by NABL, Recognized by MoEFCC, GoI),

A unit of GRC India

http://www.grc-india.com/

CONTENTS

S. NO. DESCRIPTION PAGE

NO.

1. Introduction 85

2. Site Location & Site Surroundings 85

3. Connectivity 85

4. Area Statement 86

5. Population 87

6. Water Requirement 87

7. Rain Water Harvesting 95

8. Parking Facilities 98

9. Power Requirement 98

10. Solid Waste Generation 98

11. Green Area 103

12. Details of Construction Materials 103

13. List of Machinery during construction 105

Integrated Township

NH-24, Bypass More

Moradabad, U.P. CONCEPTUAL PLAN

M/s Chadha Infratech Ltd. 85

INTRODUCTION

The Integrated Township Project will be developed by M/s. Chadha Infratech Ltd. located at

NH-24, Bypass More, Moradabad, (U.P). The present project of the company aims to provide

world class infrastructure to the surrounding. The Unique philosophy of integrating space with

the outdoor and creating natural environment that is in perfect harmony with its surroundings

defines the township project, beautifully designed and surrounded by greenery.

SITE LOCATION AND SURROUNDINGS

The Integrated Township Project is located at NH-24, Bypass More, Moradabad, (U.P). The

Co-ordinates of the project site are 28°49'13.58"N & 78°42'7.19"E. Google Earth image &

SoI Toposheet showing project site & surroundings within 500 m and 10 & 15 km are attached

as Annexure I (a & b).

CONNECTIVITY

The project site is adjacent to NH-24 (0 km, North). The nearest State highway is SH-78 which

is approx. 1.71 km away from project site towards East direction. The nearest railway station is

Moradabad Railway Station which is approx. 8.00 km away from the project site in North

direction. The nearest airport is Hindon Airport Ghaziabad which is 133.25 km, (W) from the

project site.

AREA STATEMENT

The total area of project is estimated 6,25,909.02 m2

(62.59 Ha or 154.66 acres). The detailed

Area Statement is provided below in Table 1.

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Table 1(a): Area Statement

S.No. PARTICULARS AREA

(Sq.m.)

Percentage

(%)

1. Plot Area 6,25,909.02

2. Green and Open space 87,184.92 15.01

3. Net Plot Area 5,81,043.60 100

4. Plotted Development Permissible FAR( @2% of net

plot area) 11,62,087.2

5. Group Housing Permissible FAR (@2.5 of net plot

area) 14,52,609

6. Commercial/Office Permissible FAR (@2.5 of net

plot area) 14,52,609

7. Mix Landuse-GH Permissble FAR (@3 of net plot

area) 17,43,130.8

8. Public & Semi Public Permissible FAR (@2 of net

plot area) 11,51,087.2

9. EWS/ LIG housing Permissible FAR (@2 of net plot

area) 11,62,087.2

*FAR = Floor Area Ratio

Table 1(b): Proposed Land Use for the Integrated Township

S.No. Description AREA (Sq.m.) AREA

(Acres)

Percentage

(%)

1. Plotted 2,05,897.25 50.88

2. Group Housing 32,375.93 8.00

3. EWS/LIG area 10,938.55 2.70

4. Sub Total (Residential) 2,49,211.72 61.58 42.89

5. Mix Landuse 17,678.16

4.37 3.04

6. Public/Semi Public 58,152.69 14.37 10.01

7. Commercial/Office 31,132.28 7.69 5.36

8. Green/Open Space 87,184.92 21.54 15.01

9. Road 1,37,683.84 34.02 23.70

TOTAL 5,81,043.60 143.57 100.0

Akash

Line

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POPULATION DENSITY

The total population for the project is 45,949 persons.

The detailed population breakup is given below in the following Table 3.

Table 3: Population Break up

S. No.

Unit Type

Measure/ Unit

Total Population

A. Residential Per Person 28,482

B. Commercial 10 Sqm. Per person 4,175

C. Public/Semi

Public

8 Sqm. Per Person 7,263

D. Floating

Population

(Including

Staff &

Visitors)

15% of Residential

Population

6,029

Total (A+B+C+D+E) 45,949

WATER REQUIREMENT

The total water requirement is approx. 6 MLD, out of which total domestic water requirement

is 5 MLD. The fresh water requirement is approx. 3.5 MLD (which is 70% of the domestic

water demand). The daily water requirement calculation is given below in Table 4:

Table 4: Calculations for Daily Water Demand

S. No. Description Measure/

Unit

Total

Occupancy

Rate of water

demand (lpcd)

Total Water

Requirement

in (MLD)

A. Domestic Water

I) Residential Per Person 28,482 135 3.85

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II) Commercial

10 Sqm. Per

person

4,175

45 0.19

III) Public/Semi Public

8 Sqm. Per

Person

7,263

45 0.33

IV) Floating Population

15% of

Residential

Population

6,029

15 0.09

Total Domestic water (A=I+II+III+IV) 4.46 say 5

MLD

B. Horticulture and

Landscape development 87,205.21 m

2 10 lt./sqm/day 0.87 MLD

Grand Total (A+B) = 5.87 MLD ~ 6 MLD

Table 5: Waste Water Calculations

Domestic Water Requirement 5 MLD

Fresh water (@ 70% of domestic water requirement) 3.5 MLD

Flushing (@ 30% of domestic water requirement) 1.5 MLD

Waste Water Generated

(@ 80% fresh + 100% flushing)

2.8 + 1.5 = 4.3 MLD Say

4.3 MLD

STP Capacity @20% extra on Flushing water requirement 5.0 ML

The water balance diagram is shown below in Figure 1 & 2 respectively:

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Figure 1: Water Balance Diagram during Non-Rainy Season

Recycled Water

FRESH WATER

(3.5 MLD)

(70% of Domestic water)

WASTEWATER =

4.3 MLD

(STP CAPACITY 5.0 ML)

HORTICULTURE

(1 MLD)

@ 80%

@ 80 % of

STP treated

water

3.44 MLD

@ 100%

Sullage waterwaterwaterw

aterwaterwaterwat

er

1 MLD

FLUSHING

(1.5 MLD)


1.5 MLD

Surplus treated water to sewer

(0.94 MLD) 0.94 MLD

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Figure 2: Water Balance Diagram during Rainy Season

Wastewater Generation & Treatment

It is expected that the project will generate approx. 4.3 MLD of wastewater. 4.3 MLD of

wastewater will be treated in the STP provided within the complex generating 3.44 MLD of

recoverable water from STP which will be recycled within the project but 0.944 & 1.94 MLD

of treated water will become surplus in non-rainy and rainy season respectively and will be

discharged to external sewers.

Recycled Water

FRESH WATER

(3.5 MLD)


WASTEWATER =

4.3 MLD

(STP CAPACITY 5.0 ML)

@ 80%

@ 80 % of

STP treated

water

3.44 MLD

@ 100%

Sullage waterwaterwaterw

aterwaterwaterwat

er

FLUSHING

(1.5 MLD)


1.5 MLD

Surplus treated water to sewer

(1.94 MLD) 1.94 MLD

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SEWAGE TREATMENT TECHNOLOGY

SBR TECHNOLOGY

An external sewage network shall collect the sewage from all units, and flow by gravity to the

sewage treatment plant.

Following are the benefits of providing the Sewage Treatment Plant in the present

circumstances:

Reduced net daily water requirements, source for Horticultural purposes by utilization

of the treated Sullage.

Reduced dependence on the public utilities for water supply and sewerage systems.

Sludge generated from the Sewage Treatment Plant shall be rich in organic content and

an excellent fertilizer for horticultural purposes.

a. Sullage Details

(a) Daily load : 4.3 MLD

(b) Duration of flow to STP : 24 hours

(c) Temperature : Maximum 32oC

(d) pH : 6.5 to 8.5

(e) Colour : Mild

(f) T.S.S. (mg/l) : 25-250 mg/l

(g) BOD5 (mg/l) : 50-450 mg/l

(h) COD (mg/l) : 600-1200 mg/l

(i) Oil & Grease : 10-50 mg/l

b. Final discharge characteristics

(a) pH : 6.5 to 7.5

(b) B.O.D. : <10 mg/l

(c) C.O.D. : <100 mg/l

(d) Total Suspended Solids : <10 mg/l

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c. Treatment Technology

SBRs are a variation of the activated sludge process. They differ from activated sludge plants

because they combine all of the treatment steps and processes into a single basin, or tank,

whereas conventional facilities rely on multiple basins. An SBR is no more than an activated

sludge plant that operates in time rather than space.

Advantages of SBR System

1. Land requirement is 20 % lower than FAB.

2. The power efficiency is about 40 %.

3. Treatment efficiency is very high.

4. No secondary clarifier is used; this reduces the cost of civil works and manpower

requirement for its operation is low, this reduces operation cost.

5. No bulking and foaming problem arises in SBR systems.

6. The system is fully aerated and hence foul odors are not generated.

Basic Treatment Process

The operation of an SBR is based on a fill-and-draw principle, which consists of five steps –

fill, react, settle, decant and idle. These steps can be altered for different operational

applications.

FILL

During the fill phase, the basin receives influent Sullage. The influent brings food to the

microbes in the activated sludge, creating an environment for biochemical reactions to take

place. Mixing and aeration can be varied during the fill phase to create the following three

different scenarios:

Static Fill - Under a static-fill scenario, there is no mixing or aeration while the influent

Sullage is entering the tank. Static fill is used during the initial start-up phase of a facility, at

plants that do not need to nitrify or denitrify and during low-flow periods to save power.

Because the mixers and aerators remain off, this scenario has an energy-saving component.

Mixed Fill – Under a mixed-fill scenario, mechanical mixers are active, but the aerators remain

off. The mixing action produces a uniform blend of influent Sullage and biomass. Because

there is no aeration, an anoxic condition is present, which promotes denitification. Anaerobic

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conditions can also be achieved during mixed-fill phase. Under anaerobic conditions the

biomass undergoes a release of phosphorous. This release is reabsorbed by the biomass once

aerobic conditions are reestablished. This phosphorous release will not happen with anoxic

conditions.

Aerated Fill – Under and aerated-fill scenario, both the aerators and the mechanical-mixing

units are activated. The contents of the basin are aerated to convert the anoxic or anaerobic

zone over to an aerobic zone. No adjustments to the aerated-fill cycle are needed to reduce

organics and achieve nitrification. However, to achieve denitrification, it is necessary to switch

the oxygen off during this phase with the blowers, oxic and anoxic conditions are created,

allowing for nitrification and denitrification. Dissolve oxygen (DO) should be monitored

during this phase so it does not go over 0.2 mg/l. This ensures that an anoxic condition will

occur during the idle phase.

REACT

This phase allows for further reduction or “polishing” of Sullage parameters. During this

phase, no Sullage enters the basin and the mechanical mixing and aeration units are on.

Because there are no additional volume and organic loadings, the rate of organic removal

increases dramatically.

Most of the carbonaceous BOD removal occurs in the react phase. Further nitrification occurs

by allowing the mixing and aeration to continue the majority of denitrification takes place in

the mixed-fill phase. The phosphorus released during mixed fill, plus some additional

phosphorus is taken up during the react phase.

SETTLE

During this phase, activated sludge is allowed to settle under quiescent conditions – no flow

enters the basin and no aeration and mixing takes place. The activated sludge tends to settle as

a flocculent mass, forming a distinctive interface with the clear supernatant. The sludge mass is

called sludge blanket. This phase is critical part of the cycle, because if the solids do not settle

rapidly, some sludge can be drawn off during the subsequent decant phase and thereby degrade

effluent quality.

DECANT

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During this phase, a decanter is used to remove the clear supernatant effluent. Once the settle

phase is complete, a signal is sent to the decanter to initiate the opening of an effluent-

discharge valve. There are floating and fixed arm decanters. Floating decanters maintain the

inlet orifice slightly below the water surface to minimize the removal of solids in the effluent

removed during the decant phase. Floating decanters offer the operator flexibility to vary fill

and draw volumes. Fixed-arm decanters are less expansive and can be designed to allow the

operator to lower or raise the level of the decanter. It is optimal that the decanted volume is the

same as the volume is the same as the volume that enters the basin during the fill phase. Ti is

also important that no surface foam or scum is decanted. The vertical distance from the

decanter to the bottom of the tank should be maximized to avoid disturbing the settled biomass.

IDLE

This step occurs between decant and fill phases. The time varies, based on the influent flow

rate and the operating strategy. During this phase, a small amount of activated sludge at the

bottom of the SBR basin is pumped out - a process called wasting.

Figure 3: Schematic Diagram of SBR STP

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Sewer System

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 stations

would be provided at places where the natural slope of the terrain 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. 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 shall be connected to adjacent

drain by a pipe through catch basins. The water table becomes more than 25 m in future;

rainwater harvesting can be carried out. Therefore, it has been calculated to provide 4 rainwater

harvesting pits and 8 rain water harvesting tank at selected locations, which will catch the

maximum run-off from the area.

Since the existing topography is congenial to surface disposal, a network of storm water

pipe drains is planned adjacent to roads. All building roof water will be brought down

through rain water pipes.

Storm water system consists of pipe drain, catch basins and seepage pits at regular intervals

for rain water harvesting and ground water recharging.

For basement parking, the rainwater from ramps will be collected in the basement storm

water storage tank. This water will be pumped out to the nearest external storm water drain.

Peak Hourly Rainfall of 20 mm/hr. shall be considered for designing the storm water

drainage system.

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Rain water harvesting has been catered to and designed as per the guideline of CGWA. Peak

hourly rainfall has been considered as 20 mm/hr. The effective Dia. and depth, of a Recharge

pit is 2.5 m, and 5.0 m respectively and effective length, breadth and depth of a desilting

chamber 2.0 m, 1.0 m and 1.5 m respectively is constructed for recharging the water. The

bottom of the recharge structure will be kept 5 m above ground water level. At the bottom of

the recharge well, a filter media is provided to avoid choking of the recharge bore. 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 10-20 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.

Calculations for storm water load

Roof-top area = Ground Coverage = 1,51,587.45 m2+ 1962.34 m

2 = 1,53,549.79 m

2

Green Area = 87,184.92 m2

Paved Area = Total Plot Area – (Roof-top Area + Green Area)

= 6,25,909.02– (1,53,549.79 + 87,184.92)

= 3,85,174.31 m2

Runoff Load

Roof-top Area = 1,53,549.79 × 0.020 × 0.8

= 2457.18 m3/hr

Green Area = 87,184.92× 0.020 × 0.1

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= 174.36 m3/hr

Paved Area = 3,85,174.31 × 0.020 × 0.7

= 5,392.44 m3/hr

Total Runoff Load = 2457.18 + 174.36+ 5,392.44 m3/hr

= 8,023.98 m3/hr

Taking 15 minutes Retention Time, Total volume of storm water = 7,821.78 /4 = 2,005.995 m3

The effective Dia. and depth of a Recharge pit is 2.5 m and 2.5 m respectively. Volume of a

single Recharge pit (a) = πr2h = 3.14 x 5.0 x 5.0 x 5.0

= 392.5 m3

Volume of single desilting chamber (b) = L X B X H = 2.0 x 1.0 x 1.5

= 3 m3

Total Combine Capacity (a) + (b) =392.5 + 3.0 = 395.5 m3

Hence No. of pits required = 2,005.995 /395.5 = 5.07 pits say 5pits

No of Pits proposed = 6 pits

Figure 4: Typical Rain Water Harvesting Pit Design

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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.

POWER REQUIREMENT

The power supply shall be supplied by Uttar Padesh Power Corporation Limited (UPPCL).

The connected load for the Integrated Township Project will be approx. 2x10 MVA which

shall be supplied by various transformers of 1000 kVA ,630 kVA, 400 kVA, 11/0.433 kV

capacities which will be installed as per the load requirement.

Details of D.G Sets

There is provision of 3 DG sets of 400 kVA (2x125 kVA+ 1x150 kVA) capacity for power back

up. The DG sets will be equipped with acoustic enclosure to minimize noise generation and

adequate stack height for proper dispersion

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.

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Solid Waste

Construction

Waste

Construction waste,

Broken Bricks,

Waste Plaster

Empty Cement

Bags

Used in re-filling,

raising site level

Sold to agency for

recycling

Excavated Soil

Top soil conserved for landscaping,

balance used in re-

filling

Remaining soil shall be utilized for refilling / road work / rising of site level at locations/

selling to outside agency for construction of roads etc.

Figure 5: Solid Waste Management Scheme(Construction Phase)

During the operation phase, waste will comprise domestic as well as agricultural waste. The

solid waste generated from the project shall be mainly domestic waste and estimated quantity

of the waste shall be approx. 18,612 kg per day (@ 0.50 kg per capita per day for residents, @

0.15 kg per capita per day for the visitor, 0.25 kg per capita per day for the staff members and

landscape wastes @ 0.2 kg/acre/day and STP sludge). Following arrangements will be made at

the site in accordance to Solid Wastes Management Rules, 2016 and its amendments.

Table 6: Calculation of Solid Waste Generation

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S.

No. Category

Waste Generated

(kg per capita per day) Waste generated (kg/day)

Residents 28,482 @ 0.50 kg/day 14,241.00

Commercial 4175 @ 0.25 kg/day 1,043.75

Public/ Semi Public 7263 @ 0.25 kg/day 1,816.50

Floating Population 6029 @ 0.15 kg/day 904.35

Landscape waste

(21.54 acres) @ 0.2 kg/acre/day 4.308

STP Sludge 602

TOTAL SOLID WASTE GENERATED 18,611.908 say 18,612

kg/day (Source: For Waste Collection, Chapter 3, Table 3.6, Page no. 49, Central Public Health & Environment

Engineering Organization, Ministry of Urban Development, (Government of India, May 2000))

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

Bio-Degradable wastes

1. Bio-degradable waste will be subjected to organic waste converter and the compost will

be used as manure.

2. STP sludge is proposed to be used for horticultural purposes as manure.

3. Horticultural Waste is proposed to be composted and will be used for gardening

purposes.

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.

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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 Solid Wastes Management 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)

Organic Waste Converter

A waste converter is a machine used for the treatment and recycling of solid and liquid refuse

material. A converter is a self-contained system capable of performing the following functions:

pasteurization of organic waste; sterilization of pathogenic or biohazard waste; grinding and

pulverization of refuse into unrecognizable output; trash compaction; dehydration.

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Figure 7: Organic Waste Converter

Benefits of organic waste converter:

Large quantity of solid waste is converted to fertilizer in a very short period

Fertilizers can be sold as compost to farmers, or used for gardening

Machine requires less space and the efficiency is high.

Manpower and maintenance is very less.

This is one of the latest techniques of managing solid waste.

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GREEN AREA

Total green area measures 87,184.92 m2 i.e. 15.01 % of the open area which will be area under

tree plantation within the residential plots and along the roads. Evergreen tall and ornamental

trees and ornamental shrubs like Cassia Fistula (Amaltas), Populus, Gul Mohur have been

proposed to be planted inside the premises. Parks will also be developed by the project

proponent.

Table 8: Plantation List

S. No. Name of Species Local Name

1. Alstonia scholaris Devil Tree (Saptaparni)

2. Millingtonia hortensis Indian Cork

3. Gravellia robusta Silky Oak (Silver oak)

4. Anthocephalus chinensis Cadamba

5. Delonix regia Gulmohar

6. Erythrina indica Dhaul Dhak

7. Lagerstromia indica Crape myrtle

8. Citrus limon Limbu

9. Bauhinia acuminata Kanchan

10. Cleroedendron innerme Glory Bower

11. Plumeria alba Champa

12. Bauhinia varigata Kachnar

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

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5. Cement

6. Reinforcement steel

7. Pipe scaffolding (cup lock system)

8. Bricks

9. CLC fly ash blocks

10. MDS, MCBs

11. RCC overhead water tanks

12. 2 1/2'’ thick red colour paver tiles

13. PPR (ISI marked)

14. PVC waste water lines

15. S.W. sewer line up to main sewer

16. PVC rain water down take

17. Stainless steel sink in kitchen

18. Joinery hardware- ISI marked

MATERIALS USED FOR CONSTRUCTION & THEIR U VALUES

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LIST OF MACHINERY USED DURING CONSTRUCTION

(i) Dumper (xiii) Concrete pressure pump

(ii)Concrete mixer with hopper (xiv) Mobile transit mixer

(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

revision of group housing project · m/s chadha infratech ltd. 95 sewer system the alignment and...

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