CONCEPTUAL PLAN - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/Online/TOR/21_Nov_2017... · CONCEPTUAL PLAN • . ... Calculations for Daily Water Demand

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"F!.! Medical College" CONCEPTUAL 1 1LIN N11-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

CONCEPTUAL PLAN • .

"The Muslim Educational Welfare Society" Nidhauli Kalan, Etah registered under the Indian

Society Act. The project is scheduled to be developed in phases with a completion of 300 bed

hospital. Components of F.H. Medical College shall be administrative block, college council,

central library, lecture theatres, auditorium, clinical and non-clinical department, Examination

hail, research work, sanitation, water supply, play ground, canteen, shopping complex and

gymnasium etc. The diagnostic department will have facilities of MRI, C.T.Scanner, Colour

Doppler, Ultrasound, X-ray, ECG & other equipments such as ventilators & monitors,

incinerators. It will also have fully fledged ICCU, ICU & trauma centre, mortuary, Autopsy

etc.

Project F.H. Medical College located at NH-2 near Railway over bridge, Tundia, District-

Firozabad, UP. The coordinates for the site are 271 3'47.59"N and 78'12'43.01 "E. Toposheets

showing project site & surroundings with in 2 km, 5 Km and 10 km are attached as Annexure

1(a), 1(b) & 1(c) respectively.

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The project site is adjacent to National Highway -2. The nearest railway station is Etmadpur

Railway Station (1.65 km; SW). The nearest Airport is Kheria Airport, Agra which is 26 km

(WSW) from the project site.

AREA TI1ENT I

The total area of project is estimated 81,200 m 2 (or 20.06 acres). The detailed Area Statement

is provided below in Table 1.

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"FHMedical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Dist - Firozabad, UP

Table 1: Area Statement

2.

3. 4.

5. 6.

7.

S. 9. 10. 111. 12.


SL I\o. Particulars Area ( m 2 ) Plot Area 81,200 Area under roads (@21.53% of plot area) 17,483.05 Per Permissible Ground Coverage (@30% of plot area) 20,300 Proposed Ground Coverage (@ 23 . 45 % of plot area) 19,048.63 Permissible FAR (@ 1.00) 81,200 Proposed FAR (@ 0.80) 66,178.17 For Hospital 28,748 For Academic Block 9,552 For Administrative Block 6,220 For Boys Hostel 5,200 For Doctor's Hostel 3,726 For Interns Hostel 3,726 For Electric substation 20 For Non-Teaching Staff (4 Blocks) 2,128 For Teaching Staff (3 Blocks) 1,508.31 For MS Residence 240 For Principal Residence 240 For Autopsy Block 400 For Lecture Theatre . 1060 For Auditorium 1250 For Animal House 200 For Gymnasium 1250 For Workshop 200 For central store 509.86 Service area STP 93.45 Overhead tank 91.82 For Miscellaneous use 248.04 Built up area 66,611.48 Area for surface parking 13,500 Open area 62,151.37 Landscape Area ( 50 % of open area) 30,983.05 Height of tallest building 21 m

"FHMedical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

POPULAFIOi DNsrS. - id 4

The total population of the project will be 1,910 persons. The capacity of the hospital will be

300 beds and no, of patients also will be 300. The detailed population breakup is given below

in the following Table 2.

Table 2: Population Break up for Medical College

Residential In-patients 300 Students (Hostellers) 270 Nursing staff 50

Teaching staff with family 80

Non-Teaching staff with family 125

Total 825 Non-Residential Day scholars 230 Hospital Staff 150 Out patients 405 Visitors 300 Total 1085

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The total estimated cost of the project is Rs. 8500 lacs which include land and developmental

cost.

The water supply will be provided through bore wells. The total water requirement is approx.

265 KLD, out of which total domestic water requirement is 148 KLD. The fresh water

requirement is approx. 198 (104+94) KLD which is 70% of the domestic water demand. The

daily water requirement calculation is given below in Table 3:



Table 3: Calculations for Daily Water Demand

S. No. Category Population Per Capita Requirement

Water requirement (KLD)

A College 1 Domestic

- a Day scholars 230 45 10.35 b Hostlers 270 135 36.45 H Nursing staff

50 135 6.75 Li I Teaching staff with family

80 135 10.8 e Non-Teaching staff with family

125 135 16.87 fT _Visitors 300 15 4.5

S. Total 1055 85.7 or say 86 KLD B Hospital a Outpatients 405 15 6.07 b In-patients 300 450 135 c Hospital Staff 150 45 6.75

S. Total 1085 147.82 or say 148 KLD

C Landscape 30,983.05 1 1/sqm 31 Total Water Requirement 265 KLD

Table 4: Wastewater Calculations

Domestic Water Requirement • Domestic water for A 86 KLD • Domestic water for B 148 KLD • Fresh for A (70% of domestic) 60 KLD • Flushing for A (30% of domestic) 26 KLD

• Fresh for B (30% of domestic) 44 KLD • Flushing for B (70% of domestic) 104 KLD

Waste Water Generated (80% fresh + 100% flushing)

• Wastewater for A (48 + 26) KLD = 74 KLD •• Waste water for B (35 + 104) KLD = 139 KLD

Total Waste Water Generated = 213 KLD


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FRESH WATER (441-60-94 198 KLD)

(70% of DomestIc water)

63 KLD

Fresh water

—fr Waste Water

- - * Recycled Water

IKLD

Figure 1: Water Balance Diagram (Non-Rainy)

FRESH VATEIt FOR r80 . (44KLD) icr (;AFA('JT i (J

Jon •..

FLUSHING 41 I'.IJ) Il' 80°, 4 (104 KLD) - - 139 KLD

111KLD I °'

COLLEGES (60 KLD) r7L48+2674KLPY I

I ---,---,--..- FLUSHING I / 26 KLD S

(26KLD) of 74 KLD

67 KLD

.... r (31KLD)


The water balance diagram is shown below in figure 1:

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(44+60+63 ~ 167 KLD) I FRESH WATER

IT: HOSPITAL

I O%ofcter

FLUSHING @100 % 41 }U.D 63 IUD (104 KLD) - U @80% of

139 KLD IJJKLD

FRESH WATER FOR @80 % COLLEGES SUUAGE GENERATEW t

(60 KLD) (48+26 w 74 XLDj

• 100"..

FLUSHING 26 KLD (26 KLD) - - - • 1 of

74 KLD 67 KLD

____________ ________ _______ - U - U U • - U

Freshwater

—* Waste Water

- - * Recycled Water

Figure 2: Water Balance Diagram (Rainy)

Wastewater Generation & Treatment

Total wastewater generation from the project is 213 KLD. Wastewater shall be treated in STP

of 150 KLD and ETP of 170 KLD provided within the complex generating 67 KLD of

recoverable water. STP treated water shall be used for flushing. ETP treated water will be

discharged into the sewer.

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EFFLUENT TREATMENT TECHNOLOGY

DESIGN BASIS

Design Capacity 170 KLD

Operating Hours 24

Design flow rate 6.25klIhr

Sewage

Characteristics

Inlet Outlet

BOD (ppm) 300-500 50

COD (ppm) 600-800 100

TSS (ppm) 200 <20

Oil and Grease <20 <10

PROCESS DETAILS

Bar Screen

Raw sewage from the source is usually received into the bar screen chamber by gravity. Screen

provided will remove all floating and big size matter such as plastic • bottles, polythene bags,

glasses, stones, etc., which may otherwise choke the pipeline and pumps.

Oil and Grease Trap

If the sewage generated includes maximum quantity from kitchen and canteen, there is a

possibility of higher concentrations of oil and grease in the raw sewage. It needs to be removed

before biological treatment as it otherwise may cause problems for biological treatment.

Usually, a small civil construction tank with a baffle wall and slotted oil pipe skimmer is

provided. The oil and grease removed by gravity floats to the surface, which is removed by the

oil skimmer.

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Equalization Tank

Usually, effluent generation is irregular so we need to have an EQT to maintain universal flow

to keep system on regular process.

Transfer of Effluent

Our scope starts from transfer of sewage from Equalization Tank to FMR tank. The distance of

transfer should not exceed beyond 20 meter. The transfer pump can be either submersible or

non-submersible type for this application. However we have considered centrifugal non-

submersible type.

Treatment process

Online dosing of alum, lime and poly shall be dosed to control the COD and after that effluent

shall be pass through the aerobic process to stabilized the biological process and after that

finally it will be pass through lamella settler to settle the waste.

Chlorine tank

After settling tank chlorine shall be dosed to remove bacterial effects at Chlorination tank by

chlorine dosing pump.

Break water tank

The clarified water shall be stored in break water tank to feed in Filtration plant and carbon

filter for final treatment.

Multi Grade Filtration Plant

After Break water tank it will be pumped to filtration plant to treat further

Activated carbon Filter

After Filtration plant filtered water shall be pass through ACF to remove chlorine and smell

and colour.

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"FHMedical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Just- Firozabad, UP

Final treated water tank

Final treated water shall be stored in final tank for further re- uses and other low end

applications.

Sludge

The sludge from the Clarifier to be removed from the bottom of the Clarifier once in a week by

gravity to sludge holding tank and it will be pumped to sludge drying beds for final dewatering

Final solid shall be used as manure and water shall be re-circulated to EQT.

TECHNICAL DETAILS OF ELECTRO MECHNICAL EQUIPMENTS

S. No. Details of Mechanical work Quantity

1 S. S. Bar Screen 10mm 1 Nos.

2 Sewage Feed Pumps from EQT to STP 2 Nos.

Flow rate - 6.25 KL/Hr

Head - 10 meter

HP/RPM- 3/2900

1 working + 1 standby

3 Air Blowers for Aeration in ETP and EQ Capacity - 2 Nos.

175 m3/hr HP/RPM- 5/15001

I working + I standby

4 Membrane Diffusers for EQT Sizes - 1 Meter DIA - I Lot.

3 Inch

5 Membrane Diffusers for ETP Sizes - 1 Meter DIA - 3 1 Lot

Inch

6 Diffuser Lines for EQ and ETP 1 Lots.

7 FMR Media 3 m3

8 Lamella Settler modules 2 Modules

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9 Chemical Dosing System 6 Nos.

Flow rate - 4-6 LPH

Tank Capacity - 170 liters 4 working + 2 standby

10 Multi Grade Filter Feed Pumps Flow Rate - 7 KL/hr 2 Nos.

HP/RPM - 3/2900

1 working + 1 standby

Multi Grade Filter 1 No

Capacity - 7 KL/hr

DIA- 600mm

HOS-1875mm

Activated Carbon Filter

12 Capacity —7KL/hr iNo.

DIA-600mm

HOS-1 875mm

Sludge Transfer Pump from SHT to SDB

13 Type- Sludge Pump 2 No.

Flow rate -- I KL/hr

HP/RPM-3/1500

14 Electrical Control Panel with required drives 1 No.

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"FHMedical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Turn/la, Dist- Firozabad, UP

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Figure 3: Schematic Diaaram of ETP

SEWAGE TREATMENT TECHNOLOGY

FAB Technology (Fluidized Aerobic Bio-Reactor)

Sewerage System

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

proposed 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 wastewater.

• 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. Wastewater Details

(a) Daily load : 74 KLD

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(b) Duration of flow to STP 24 hours

(c) Temperature Maximum 32°C

(d) pH 7to9.5

(e) Colour Mild

(f T.S.S. (mg/i) 100-400 mg/1

(g) BOD5 (mg/i) : 200-300 mg/i

(h) COD (mg/1) 500-700 mg/1

ft Final discharge characteristics

(a) pH 6.5 to 7.5

(b) Oil & Grease <10 mg/1

(c) B.O.D. : <20mg/i

(d) C.O.D. : <100mg/i

(e) Total Suspended Solids <10 mg/1

C. Treatment Technology

Treatment Technology

The technology is based on attached growth aerobic treatment followed by clarification by a

tube settler. Lime will be dosed in for suppression of foaming tendencies. The clarified water

\ViIl be filtered in a pressure sand fluter after dosing of coagulant (alum) for removal of

i;.t1led suspended impurities. This water will be passed through an activated carbon filter for

removal of organics. The filtered water from ACF is then chlorinated & stored in the flushing

tank.

The attached growth fluidized aerobic bed reactor (FAB) process combines the biological

processes of attached & suspended growth. It combines submerged fixed film with extended

aeration for treatment of the wastewater.

The wastewater after screening is collected in an equalization tank. The equalization tank is

required for preventing surges in flow & facilitating equalization of characteristics over the

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entire quantity of effluent in a given time. A provision for pre-aeration is made in the

equalization tank in order to ensure mixing & to prevent the sewage from going septic.

-, The equalized sewage is then pumped into the FAB reactor for biological processing. The

-' water enters the bottom of the reactor & flows up through the fixed film media which grossly

enhances the hydraulic retention time & provides a large surface area for growth of biological

micro - organisms. The FAB reactor is aerated by fine pore sub - surface diffusers which

provide the oxygen for organic removal. The synthetic media floats on the water & the air

agitation ensures good water to micro-organism contact.

The FAB treatment is an attached growth type biological treatment process where in, the

majority of biological activity takes place on the surface of the PVC media. Continuous

aeration ensures aerobic activity on the surface of the media. Micro - organisms attach

themselves on the media & grow into dense films of a viscous jelly like nature. Wastewater

passes over this film with dissolved organics passing into the bio-film due to concentration

gradients within the film. Suspended particles & colloid may get retained on this sticky surface

where they are decomposed into soluble products. Oxygen from the aeration process in the

wastewater provides oxygen for the aerobic reactions at the bio-film surface. Waste products

from the metabolic processes diffuse outward & get carried away by the wastewater or air

currents through the voids of the media.

The aerated effluent passes into a tube deck settler for clarification. The theory of gravity tube

settler system is that the carrier fluid maintains laminar flow in the settling media at specified

maximum viscosity. These two parameters of a carrier fluid, flowing through a hydraulic III

configuration, will determine the velocity gradients of the flow, the height of boundary layer at

the inclined surface and the residence time within the media.

The carrier fluid must be viscous Newtonian, exhibiting a Reynolds number of less than 1000

and preferably, a number under 400. The laminar flow, through the inclined tubes, will produce

velocity gradients sufficiently large to form an adequate boundary layer, where the velocity of

fluid approaches zero. Boundary layers are necessary in functioning tube settlers, to allow


"FHMedical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Lust- Firozabad, UP

suspended solids to separate from the viscous carrier fluid. Under gravitational forces, they will

settle to the hydraulic surface of the tube and subsequently from the clarifier media.

Since the tubes are inclined at 60 degrees, solids settled on the tubes are continually discharged

down. This downward rolling action increases particle contact and hence further

agglomeration, which increases the sludge settle ability. Studies show that these agglomerated

sludge particles can have a settling rate in excess often times the settling rate of the individual

floe particles in the influent. These heavy agglomerated masses quickly slide down the 60

degree inclined tube and settle at the bottom of the tank.

At the bottom of the Tubedeck, where the sludge leaves the Tube surface, the larger

agglomerated captures smaller particles in the upcoming stream. This solid contact

phenomenon greatly enhances the capture efficiency.

Stages of Treatment: The treatment process consists of the following stages:

• Equalization

• Bio- Degradation

• Clarification & Settling

• Filtration

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SCREENING

jAfrD 1 ]H

RAW WATER UMP CHLORINE

CONTACT TANK IL

Figure 4: Schematic Diagram of STP

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


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"FH Medical College" CONCEPTUAL PLAA NH-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

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 various plots/shall be

connected to adjacent drain by a pipe through catch basins. Therefore, it has been calculated to

provide 9 rainwater harvesting pits at selected locations, which will catch the maximum run-off

from the area.

1) 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.

2) Proposed storm water system consists of pipe drain, catch basins and seepage pits at

regular intervals for rain water harvesting and ground water recharging.

4) Average rainfall of 45 mm/hr shall be considered for designing the storm water

drainage system.

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

hourly rainfall has been considered as 45 mm./hr. The shaft is having adequate diameter

including weep hole, vent pipe and adequate depth. Inside the shaft, a recharge pit of 4 m

diameter & 4 in depth is constructed for recharging the available water to the deeper aquifer.

At the bottom of the shaft a filter media is provided to avoid choking of the recharge well.

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 = 19,048.63 m2

Green Area = 30,983.05 m 2

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

=81,200—(19,048.63 +30,983.05)

=31,168.32 m2

Runoff Load

Roof-top Area = 19,048.63 x 0.045 x 0.8

=685.75m3/hr

Green Area = 30,983.05 x 0.045 x 0.1

= 139,42 m3/hr

Paved Area = 31,168.32 x 0.045 x 0.7

981.8m3/hr

Total Runoff Load = 685.75 + 139.42+ 981.8 m3Thr

= 1,806.97 m3/hr

Taking 15 minutes Retention Time, Total volume of storm water = 1,806.97/4

451.74m3

Taking the effective dia and depth of a Recharge pit 4m and 4m respectively, Volume of a

single Recharge pit = n r2h = 3.14 (2)2 x 4 = 50.24 m3

Hence No. of pits required = 451.74/50.24 = 8.9 Pits.

Total of 9 Rain Water Harvesting pits are being proposed for artificial rain water recharge

within the project premises.

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Figure 5: Typical Rain Water Flarvesting Pit Design

VEHICLE PARKING FACILITIES

Adequate provision will be made for car/vehicle parking atthe 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.

Parking Required:

As per MoEF norms:

For residential area = 1 ECS/l00 m2 FAR

= 16,303.31/100= 163 ECS

For Administrative Area 1 ECS/50 m2 FAR area of Administrative Area

= 15,772/70 = 225 ECS

= 315 ECS

For Hospital = lEGS/lU bed

300/10bed =30ECS

Total parking required as per MoEF norms = 418 ECS



As Der State bye-laws:

For College = 1 ECS/100 m2 FAR

= 13,672/100 = 137 ECS

For Hospital = 1.5 ECS/100 m2 FAR

= 1.5 x 28,748/100 = 431 ECS

Total parking required as per state by laws = 568 ECS

Parking Proposed:

Area proposed for Open parking = 13,500 m2

Area required for 1 ECS of open parking = 20 m2

Parking proposed for open parking = 675 ECS

Ambulance Parking = 2 Nos.

Handicapped Parking = 2'V(, of the parking provision

POWER REQUIREMENT ..

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The power supply shall be supplied by Uttar Pradesh State Electricity Board (UPSEB). . The

connected load for the Medical College Project will be approx. 400 KVA.

Details of LPG Gen Sets

There is provision of 2 no. of LPG generator sets of 370 KVA capacity each for power back up

in the project, out of which 1 generator set will be taken as standby. The generator sets will be

equipped with acoustic enclosure to minimize noise generation. The fuel type used in the

generator sets will be LPG which is a clean fuel and emission of pollutants will be negligible.

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.


"FH Medical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

• 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 medical college 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.

Figure 6: 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 approx. 878.28 kg per day (@1.5 kg per capita

per day for bed, @ 0.25 kg per capita per day for the OPD, @ 0.15 kg per capita per day for the

visitors and @ 0.25 kg per capita per day for the staff members, ® 0.25 kg per capita per day

for day scholar, @ 0.45 kg per capita per day for the hostlers). Following arrangements will be


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"FH Medical College" CONCEPTUAL PLAN NH-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

made at the site in accordance to Municipal Solid Wastes (Management and Handling) Rules,

2000 and amended Rules, 2008. Bio-medical waste generated will be about 158.5 kg/day (25%

of total waste generated from Hospital) and disposed through Govt. approved vendor in

accordance with Bio Medical Waste (Management & Handling) Rules, 1998.

Table 6: Calculation of Solid Waste Generation

S. No. Category A.

Counts (heads)

Basis of assumption Waste generated (kg/day)

1. Hospital Waste

• Bed 300 @ 1.5 kg/day 450 • Staff 150 @ 0.25 kg/day 37.5 • OPD 405 @ 0.25 kg/day 101.25 • Visitors 300 @ 0.15 kg/day 45

Total Hospital Waste Generated 633.75 kg/day or SAY 634 kg/day

Bio-Medical Waste = 25 % of total waste generated from Hospital = 158.5 k /day

2. Day scholar 230 @ 0.25 kg/day 57.5 3. Hostler 270

@ 0.45 kg/day 121.5 4. Teaching, non

teaching staff with family & nurses

255

@ 0.25 kg/day 63.75 6. Landscape waste 7.656

@ 0.2 kg/acre/day_ 1.53 Total Municipal Waste Generated 244.28 kg/day

Total Solid Waste generated = 878.28 kg/day

Collection and Sere2ation of waste

1. A collection system will be provided for collection of domestic waste in colored

bins. ,1

2. The local vendors will be hired to provide separate colored bins For dry recyclables

and Bio-Degradable waste.


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3. For waste collection, adequate number of colored bins (Green and Blue & dark grey

bins— separate for Bio-degradable and Non Bio-degradable) are proposed to be

provided at the strategic locations of the area.

4. Litter bin will also be provided in open areas like parks etc.

Treatment of waste

• Bio-Degradable wastes

1. Bio-degradable waste will be given to vendors.

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

• 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.

•: DisDosal

•:• 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, 2008. A Solid waste management Scheme is depicted in the following figure for

the project. Hospital Care Waste generated will be about 29 kg/day and disposed

through Govt. approved vendor in accordance with Bio Medical Waste (Management &

Handling) Rules, 1998. E-waste will be managed as per the B-waste (management and

handling Rules, 2011).

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Solid Waste

Biodegradable [Non-Biodegradable Waste Waste

Recyclable Non Recyclable LI

-Kip Disposed (InaI dposaI throul a Final disposal through

through I Govt. approved agency Govt, approved agency

Vendors .. ............................

Figure 7: Solid Waste Management Scheme (Operation Phase)

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"FHMedical College" CONCEPTUAL PLAN

NH-2, Near Railway Over bridge, Tundla, Dist- Firozabad, UP

Hospital ("'are \Visc

1\Iici obioloaic 1 iid I)ISL .11 d eu iuuIu ulpc. U titei al waste IL 11 u.s Waste rhai ,c and

Biologic Al wastes, .Sod (ed VutuU (hugs and olficew acte. food I cobul ae

wastes. Solid cv a.ctes chtqniu al acte waste & gar deit waste

Disposed off by Govt. Approved Vendors fot horn edical w s.cte Biodegred able Waste Noit-Baodeg eulable Waste

Oi gaiik Waite Convrier

Disposed offby c;i. Ianuie Approved Ve11402 S

Fluure 8: Hospital Care Waste Management Scheme (Operation Phase)

GREEN AREA

Total green area measures 30,983.05 m 2 i.e. 38.15 % of the plot area, out of which area under

Evergreen tall and ornamental trees and ornamental shrubs have been proposed to be planted

inside the premises. List of the plants used in green are is given below in Table 6:

Table 7:- List of Plants

SI. No. Botanical Name Common Name 1. Cassiafistula Amaltas 2. Delonix regia Gulmohar 1 Buhiniapurpurea Koenar 4. Bauhinia variegata Kachnar

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15.PPR (1ST 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- 151 marked

MATERIALS USED FOR CONSTRUCTION & THEIR U VALUES

Table 8:- Construction Material with U values

Type of Construction U values (in W/m 2deg C)

WALLS Brick:

Plaster both sides -114 mm 3.24 Solid, Unplastered-228 mm 2.67

Plastered both sides-228 mm 2.44 Concrete, ordinary, Dense:

-152 mm 3.58

-203 3.18 Concrete block, cavity, 250 mm (100+50+100), outside rendered, inside plastered:

\eiated concrete blocks T -JTT Hollow Concrete block, 228 mm, single skin, outside rendered, inside plastered:

Aerated concrete blocks 1.70 Roofs pitched:

Tiles or Slates on boarding and felt with plaster ceiling 1.70

Roofs Flat: Reinforced concrete slab, 100 mm, screed 63-12 mm, 3 layers bituminous felt

3.35

Floors: Concrete on ground or hardcore fill 1.13 + Grano, Terrazzo or tile finish 1.13 + Wood block finish

WINDOWS: 0.85

Exposure South, Shektered: Single glazing 3.97 Double glazing 6 mm space 2.67


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LIST OFMAHRY SOD IWRING 9QNSTRIJCTION

(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

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