annexure 1 -...

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ANNEXURE 1

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ANNEXURE 2

+98.50 M

E

X

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T

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A

I

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D

PROJECT

9

8

.

0

C D

A

B

9

8

.

0

26.96

6.17

29.04

7.07

3

4

.

6

6

4.32

22.92

9

.

4

7

2

1

.

6

5

1.50

1.39

3.67

1

7

.0

8

17.00

2.00

5.40

20.80

2.53

6.80

7

.

2

9

6.82

1.20

+98.80 M

BRIGADE INLET

CONNECTION

CONNECT TO EXISTING

MUNICIPAL SEWER

CHAMBER BY PUMPING

16770 14410 14420 11390

8515

12970 17455 15440 14360 17985

FIRE BOX-01

0.9 X 0.6 1.2M

FIRE BOX-02

0.9 X 0.6 1.2M

FIRE BOX-03

0.9 X 0.6 1.2M

FIRE BOX-04

0.9 X 0.6 1.2M

FIRE BOX-05

0.9 X 0.6 1.2M

FIRE BOX-06

0.9 X 0.6 1.2M

FIRE BOX-07

0.9 X 0.6 1.2M

FIRE BOX-08

0.9 X 0.6 1.2M

FIRE BOX-09

0.9 X 0.6 1.2M

FIRE BOX-10

0.9 X 0.6 1.2M

FIRE BOX-11

0.9 X 0.6 1.2M

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

300MM WIDE

STORM CHANEL

300MM WIDE

STORM CHANEL

TO

RAINWATER

HARWESTING

FIRE-FIGHTING HYDRENT

PIPE OUTLET FROM PUMP

ROOM

WATER LINE CONNECTED TO

EXTERNAL MUNICIPAL STORM

WATER LINE (BY PUMPING)

13220

+101.50 M

61057435

1725

5715

DROP

CHAMBER

17335

LVL

+98.80 M

SEWER TRAP

CHAMBER

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ANNEXURE 3

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ANNEXURE 4

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ANNEXURE 5

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ANNEXURE 6

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ANNEXURE 7

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PROJECT

D

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+98.50 M

26.96

6.17

3

4

.

6

6

4.32

22.92

9

.

4

7

2

1

.

6

5

1

.5

0

1.39

3.67

1

7

.0

8

17.00

2.00

1

.5

0

1.39

3.67

1

7

.0

8

17.00

2.00

5.40

20.80

2.53

6.80

7

.

2

9

6.82

1.20

5.40

20.80

2.53

6.80

7

.

2

9

6.82

1.20

12.27

1

3

.

7

5

5.81

16.82

5.55

8

.

1

8

3.64

7.95

+98.80 M

BRIGADE INLET

CONNECTION

CONNECT TO EXISTING

MUNICIPAL SEWER

CHAMBER BY PUMPING

16770 14410 14420 11390

8515

1297017455

15440 14360 17985

FIRE BOX-01

0.9 X 0.6 1.2M

FIRE BOX-02

0.9 X 0.6 1.2M

FIRE BOX-03

0.9 X 0.6 1.2M

FIRE BOX-04

0.9 X 0.6 1.2M

FIRE BOX-05

0.9 X 0.6 1.2M

FIRE BOX-06

0.9 X 0.6 1.2M

FIRE BOX-07

0.9 X 0.6 1.2M

FIRE BOX-08

0.9 X 0.6 1.2M

FIRE BOX-09

0.9 X 0.6 1.2M

FIRE BOX-10

0.9 X 0.6 1.2M

FIRE BOX-11

0.9 X 0.6 1.2M

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

300MM WIDE

STORM CHANEL

300MM WIDE

STORM CHANEL

TO

RAINWATER

HARWESTING



ROOM




13220

+101.50 M

61057435

1725

5715

DROP

CHAMBER

17335

LVL

+98.80 M

SEWER TRAP

CHAMBER

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ANNEXURE 8

(2100 x 3080)

SERVICE

LIFT

LIFT

LIFT

(2750 x 2050)

(2750 x 2050)

(2750 x 2050)

DUCT

LIFT

LIFT

(2000 x 2000)

(2100 x 3080)

DU

CT

SERVICE

LIFT

LIFT

LIFT

LIFT

(2750 x 2050)

(2750 x 2050)

DUCT

LIFT

LIFT

(2000 x 2000)

(2000 x 2000)

RAMP DOWN TO BASEMENT

RAMP UP TO UPPER GROUND

PROJECT PROJECT

+98.50 M

61057435

1725

5715

(2000 x 2000)

DU

CT

LIFT

(2750 x 2050)

6.00

7.44

7.39

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.00

6.98

7.26

6.00

6.00

6.00

6.00

6.00

6.00

6.00

CHILLER PLANT

METER ROOM

(2500 x 2350)

SERVICE

LIFT

(2500 x 2350)

SERVICE

LIFT

FIRE D

RIVEW

AY

F

I

R

E

D

R

I

V

E

W

A

Y

F

I

R

E

D

R

I

V

E

W

A

Y

FIRE DRIVEWAY

WATER BALANCE CHART

SL NO DESCRIPTION AREA IN SQM. POPULATION WATER REQ.(LIT)

PER PERSON

TOTAL WATER

REQ.(LIT)

DOMESTIC CAPACITY

(LIT)

FLUSHING CAPACITY

(LIT)

SEWAGE GENERATION

(LIT)

1 HOTEL ROOMS(121 NOS) --- 242 180 43560 29185.2 14374.8 42101

2 BANQUET 419.83 280 45 12594.9 5598 6997 12315

3 RESTAURANT 871.34 484 70 33885 22703 11182 32750

4 SHOPPING 4567.13 761 45 34253 15224 19030 33492

5 OFFICE 581.41 58 45 2616 1163 1454 2558

7 STAFF & OTHERS 121 45 5445 2420 3025 5324

8 SPORTS 2378.65 463 45 20835 9260 11575 20372

9 SWIMMING POOL MAKE UP 406 16443 16443

TOTAL WATER REQUIREMENT(LIT) 169633 101996 67637 148913

STP CAPACITY (LIT PER DAY) 160000

UGR CAPACITY (LIT)1.5 DAYS STORAGE ( ONLY FOR DOMESTIC) 152994

FIRE CAPACITY (LIT)( AS PER FIRE NOC) 200000

RAW WATER TANK(LIT) 50998

TOTAL UGR ( DOM+FIRE+RAW)(LIT) 403992

ALL ABOVE WATER DEMAND PER CAPITA ARE AS PER CPHEEO CLAUSE (2.2.8.3 RECOMMENDATIONS-b)

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ANNEXURE 9

PROJECT

6820

+98.80 M

T

O

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X

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O

M

A

I

N

R

O

A

D

BRIGADE INLET

CONNECTION

CONNECT TO EXISTING

MUNICIPAL SEWER

CHAMBER BY PUMPING

16.77 14.41 14.42 11.39

5

.

4

4

9.39

19.39

19.4

18.2

24.5

12.97 17.46 15.44 14.36 18.74

8

.

1

1

1

9

.

3

7

1

3

.

7

1

21.47

19.4

10.67

17.16

FIRE BOX-01

0.9 X 0.6 1.2M

FIRE BOX-02

0.9 X 0.6 1.2M

FIRE BOX-03

0.9 X 0.6 1.2M

FIRE BOX-04

0.9 X 0.6 1.2M

FIRE BOX-05

0.9 X 0.6 1.2M

FIRE BOX-06

0.9 X 0.6 1.2M

FIRE BOX-07

0.9 X 0.6 1.2M

FIRE BOX-08

0.9 X 0.6 1.2M

FIRE BOX-09

0.9 X 0.6 1.2M

FIRE BOX-10

0.9 X 0.6 1.2M

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

SEWER LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

FIRE-FIGHTING

HYDRENT LINE

STORM WATER

LINE

300MM WIDE

STORM CHANEL

300MM WIDE

STORM CHANEL

TO

RAINWATER

HARWESTING

7.76



ROOM




13.22

+101.50 M

6.11

6

7.44

7.34

1.73

4.46

5.72

11.79

DROP

CHAMBER

ME

TE

R R

OO

M

17.34

LVL

+98.80 M

DRAINAGE ACCESS PIPE


SEWER TRAP

CHAMBER

4

.

1

4

0

.

9

8

5

.

4

8

2

1

.

8

6

1

2

.

4

7

FIRE BOX-11

0.9 X 0.6 1.2M

6

.

7

5

1

4

.

4

9

4

.

2

5

9

.

1

1

160 KLD STP

1000.003400.00

5000.00

3400.00

4600.00

2164.63

5.6

SIZE-7.5(l)X2.5(w)X3.2(h)

static weight-11000kg

dynamic weight-17500kg

FOR HOTEL-630 KVA-1

Smart Drum Composter- 500 -

SM25

Dry Waste , Wet Waste& E-Waste

Storage Area

ENTRY TO B1 LVL

6.00

6.00

TRANSFORMER

YARD LOCATION

TRANSFORMER-1

630KVA

Size-2055(l)x1670(w)x1975(h)

Wt-1980 Kg

(for shop/ office area)

TRANSFORMER-1

250KVA

Size-1320(l)x1840(w)x1600(h)

Wt-1065 Kg

(for Ent area-2nd floor)

2055

1840

2055

TRANSFORMER-2

630KVA

Size-2055(l)x1970(w)x1975(h)

Wt-2260 Kg

(for Hotel area)

2055

TRANSFORMER-1

630KVA

Size-2055(l)x1970(w)x1975(h)

Wt-2260 Kg

(for Hotel area)

RMU

for ent+hotel

4000

HT PANEL

for ent+hotel

4000

1200

1500

1714

1250

1000

2000

FF

1000

1700

1700

R.S

R.S

R.S

R.S

R.S

R.S

METERING KIOSK

FOR HOTEL & 2ND

FLOOR ENTAREA

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ANNEXURE 10

DECCAN ENVIRONMENTAL CONSULTANTS PVT. LTD.

DESIGN BASIS REPORT

PROJECT : RUNWAL GROUP

REPORT PREPARED BY: (AMOD GHAMANDE)


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ANNEXURE 11


DESIGN BASIS

This Sewage treatment plant has been designed to treat the domestic wastewater generated in

the project of RUNWAL GROUP having following characteristics:

Flow : 160 m3 /d Average

Peak factor : 3 times for Average flow

Operating Hours : 24 Hours.

DESIGN PARAMETERS WITH INLET & OUTLET CHARACTERISTICS:

Sr.

No.

Design Parameters Inlet

Characteristics

Outlet

Characteristics

1. pH

6.0 – 8.5 5.5 – 9.0

2. Oil & Grease (mg/l)

10 – 20 < 10

3. Biological Oxygen Demand

( BOD) (mg/l)

200 – 250 < 10

4. Chemical Oxygen Demand

( COD) (mg/l)

350 – 450 < 60

5. Total Suspended Solid

( TSS) (mg/l)

150 – 200 < 10

6. Total Nitrogen (mg/l) 120 < 50

7. Nitrate (mg/l) 15-16 < 10

8. Dissolve PO4 (mg/l) 13-15 < 5

9. Fecal Coliform

(MPN/100 ml)

106 NIL


ASSUMPTIONS

1. The plant is designed to operate at max. +/– 10 % variation in raw wastewater

parameters for short period only.

2. No other parameters other than mentioned above is present in the raw wastewater

which is beyond Pollution Control Norms and hazardous to micro – organisms.

LEVEL OF AUTOMATION

The plant is designed based on Moving Media Bio Reactor (MMBR) which needs no

skilled manpower. The operations involved are ON / OFF of the pumps and air blower,

sludge removal, filter backwash. These operations can be done by the security or gardener.

The pumps are provided with level switch for ON / OFF based on the tank water level and to

avoid dry run and mechanical damage. This is SEMI – AUTOMATIC design.


PROCESS DESCRIPTION

The raw sewage generated will be passed through the BAR SCREEN CHAMBER wherein

the free, floating, coarse suspended solids having particle size greater than 10 mm will be

trapped and removed manually. The effluent is then collected in the EQUALIZATION

TANK wherein the wastewater will be collected by gravity and pumped into downstream

units. The tank will be provided with coarse bubble aeration to avoid settling of solids and to

keep the effluent in homogenous condition.

The effluent is then pumped into the AERATION TANK wherein the aerobic microbes will

utilize the organic matter in presence of oxygen. In this tank dissolved Oxygen, Active micro

organism and organic impurities from the raw sewage feed water are allowed to react

together. This is a bio chemical reaction, organic decomposition is completed and new cells

are produced. Thus BOD in the sewage is reduced and also COD reduces to that extent. The

moving media is provided as surface for micro-organisms to attach.

The partially treated wastewater then flows by gravity into the SETTLING TANK. The dead

biomass generated in the bacterial activity allow to settle under gravity. After removal of

settlable solids , the parameter like BOD ,COD and TSS gets reduced. The sludge get

collected in hopper bottom portion & clear water flows from top in FILTER FEED TANK.

The sludge in the hopper bottom needs to be removed in proper intervals . The treated

wastewater will be dosed with ozone for disinfection purpose. The tank is provided with

aeration to improve the dissolved oxygen level in treated wastewater.

The partially treated wastewater will then be pumped through PRESSURE SAND FILTER

to remove fine suspended solid which is difficult to settle by gravity. After Pressure Sand

Filter it is passed through ACTIVATED CARBON FILTER. In Activated Carbon Filter

organic impurities will be removed by adsorption on surface area of Activated Carbon.

After filteration, treated wastewater will be stored in TREATED W/W TANK wherein

aeration is provided to improve Dissolve Oxygen level. This treated waste water will be then

reuse for gardening, toilet flushing, etc. purpose as required by client.


PROCESS FLOW DIAGRAM

RAW SEWAGE

EQUALIZATION

TANK

SCREENING

AERATION TANK

FILTER FEED TANK

PRESSURE SAND

FILTER

OZONATION

SYSTEM

TREATED WASTEWATER

FOR SUITABLE REUSE

SETTLING TANK

ACTIVATED CARBON

FILTER

SLUDGE FOR

DISPOSAL AS

MANURE

SLUDGE HANDLING

SYSTEM

TREATED W/W TANK


EQUIPMENT DETAILS – CIVIL

1. BAR SCREEN CHAMBER (T – 01)

Units provided : One

Size : 1.2 x 1.0 x 0.2 m SWD

Material of Construction : RCC

2 OIL & GREASE TRAP (T – 02)


Size : 1.2 x 3.4 x 2.6 m SWD

Material of Construction : RCC

3. EQUALIZATION TANK (T – 03)


Size : 3.2 x 4.6 x 3.1 m SWD

Material of Construction : R.C.C

4. AERATION TANK (T – 04)


Size : 2.8 x 3.4 x 3.6 mSWD


5. SETTLING TANK (T – 05)


Size : 1.8 x 3.4 x 2.5 m SWD


6.. FILTER FEED TANK (T – 06)


Size : 1.6 x 3.4 x 3.3 m SWD


6. SLUDGE HOLDING TANK (T – 07)


Size : 1.6 x 4.6 x 4.3 m SWD


7. TREATED W/W TANK (T – 08)


Size : 19.47 Sq.m. x 4.2 m SWD



ELECTRICAL DETAILS

Sr. No.

Equipment

Qty.

Connected Power (HP)

Operating Power (HP)

1.

Feed Pump

2

2.0

1.0

2.

Filter Feed Pump

2

4.0

2.0

3.

Sludge Pump

1

1.0

1.0

4.

Air Blower

2

15.0

7.5

5.

Ozonation Pump

2

4.0

2.0

6.

Ozonator

1

2.0

2.0

7.

Filter Press Feed Pump

1

1.0

1.0

Total

29.0

16.5

8.

Extra

1

2.0

2.0

Sludge Details:-

1) Dewatering technique: - Mechanical Dewatering .

2) Dried sludge disposal: - 23.8 kg/d, As Manure.

3) Sludge quantity :- 2.33 m3 /day ( includes 35 – 40% Organics & 60 – 65%

inerts/Minerals)

. A) Area required for STP: - 82.64 Sq.m

Sr No.

Description Size (m) Volume (m3)

Retention Time (Hrs)

1 Bar Screen Chamber 1.2 x 1.0 x 0.2 m SWD 0.24 m3 0.04

2 Oil & Grease Trap 1.2 x 3.4 x 2.6 m SWD 10.60 m3 1.60

3 Equalization Tank 3.2 x 4.6 x 3.1 m SWD 45.63 m3 6.70

4 Aeration Tank 2.8 x 3.4 x 3.6 mSWD 34.27 m3 5.00

5 Settling Tank 1.8 x 3.4 x 2.5 m SWD 15.3 m3 2.30

6 Filter Feed Tank 1.6 x 3.4 x 3.3 m SWD 17.95 m3 2.40

7 Sludge Holding Tank 1.6 x 4.6 x 4.3 m SWD 31.64 m3 4.70

8 Treated W/W Tank 19.47 Sq.m. x 4.2 m SWD 81.77 m3 12.00


CAPITAL COST

For Civil Work

Rs. 38,00,000 /-

For Mechanical + Electrical + Instrumentation

Rs. 20,00,000 /-

TOTAL

Rs. 58,00,000/-

OPERATING COST (Per year)

Sr.

No.

Parameter

I. POWER (kwh / d x Rs. 7.5 per unit)

For Sewage Treatment Plant (234.7 kw hrs/d x 365 days)

6,43,000 /-

II. LUBRICANTS Oil – 15 L/ Annum x 300 Rs./ L

Grease – 3.0 kg / Annum x 300 Rs./ kg

4500.0/-

900.0/-

III. MANPOWER

Operator – 1 operator per shift x 3 shift x 12 month x 12000 Rs./

Month

4,32,000/-

IV.

Annual Maintenance Charges

80,000 /-

TOTAL (Rs. per year )

11,60,400/-


Note On Ozonation : Sizing of Ozonation : Disinfection by Ozonation is considered with a dosage of 7 ppm. After considering 70 % of mixing efficiency, actual dose will be 5 ppm of ozone. For 160 KLD, ozonation system provided is for 50 gm/hr. Electrodes : Electrode in ozone generator is of stailess steel 316. And dielectric used is quartz which can withstand very high temperature.Our ozone generator has multiple ozone cells operated together to produce desired quantity of ozone. ORP Oxidation – Reduction potential of over 600 mV ensures complete disinfection. Using an online ORP controller the ozone generator is turned on & Off to maintain ORP between 650 – 750 mV. ORP make : HACH Make of Ozonator manufacturer: Universal Ozone Generator / Eltech Engineers / Eq.

DECCAN ENVIRONMENTAL

CONSULTANTS PVT.LTD., PUNE

PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCTP

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PRODUCED BY AN AUTODESK EDUCATIONAL PRODUCT

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HYDROGEOLOGICAL REPORT

FOR:

RUNWAL DEVELOPERS

SOIL INVESTIGATION PROJECT AT HADAPSAR, PUNE

SEPTEMBER 2015

PREPARED BY:

PLOT NO. 119, SUB PLOT 39, LANE NO -7

RAMTEKDI INDUSTRIAL AREA, NEAR SANGAM PRESS

RAMTEKDI, HADAPSAR, PUNE 411013

ISO 9001-2008

(Certificate No. 01.11.3027.7860.D)

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ANNEXURE 12

HYDROGEOLOGICAL INVESTIGATION REPORT FOR

RUNWAL DEVELOPERS , PUNE

HydroGeological Report 8th September 2015 Page| 2

INTRODUCTION

M/s Runwal Developers, Pune entrusted the work of Hydro Geolocical studies at

Hadapsar, Pune for the feasibility of ground water prospecting for the project

“RESIDENCY” to Soiltech (India) Pvt. Ltd.

In this regard, a site visit was made to the area, which was followed by field

investigations using electrical resistivity on the same day. During this, visit the

following studies were carried out in the field:

Observations were made in the entire area to infer the role of local geological,

geomorphological and climatological factors leading to weathering of the rock.

Electrical Resistivity Surveys were conducted to infer subsurface geological

conditions in general and thickness / depth of different layers, in particular

besides Geotechnical strata classification for estimating the extent and

thickness of the different layers.

M/S Soiltech India Pvt. Ltd. Pune conducted Hydrogeological investigations by

adopting Electrical Resistivity Method. The main objectives of these investigations

were to:

a. Establishing ground water potential & finding out the feasibility of Rain

Water Harvesting.

b. Attempt Geo-technical strata classification by using resistivity method

c. To delineate the areas suitable for groundwater exploitation

d. Locating the site for bore hole

e. Delineate the groundwater table

The results of the electrical resistivity surveys along with the strata

classification and aquifer conditions are included in this report.

In order to understand the hydrogeological conditions of the area, investigations

were carried out at the site. The total area of the site is ~ 4.4 acres. The investigations

were conducted in two parts, viz. Hydrogeological and Geophysical (Electrical

Resistivity). The outcome of the investigations is discussed in the present report.




CLIMATE AND RAINFALL

The climate of the district is on the whole is pleasant. The winter season is from

December to about the middle of February followed by summer season which last up

to May. June to September is the south-west monsoon season, whereas October and

November constitute the post-monsoon season. The mean minimum temperature is

about 12°C and means maximum temperature is about 39°C.

The normal annual rainfall over the district varies from about 500 mm to 4500

mm. It is minimum in the eastern part of the district around Daund (468mm),

Baramati (486 mm) and Jujuri (494 mm). This increases towards west and reaches a

maximum around Khandala (4659 mm) in the western ghat. The chances of receiving

normal rainfall are maximum (50 to 55%) in the eastern part around Indapur and

Daund, in the central part around Pune city and small area around Junnar in

northern part of the district. The rainfall analysis also indicates drought area in the

eastern, southern, south easter n, central and north western parts around Indapur,

Baramati, Jujuri, Daund, Talegaon, Dhamdhare, Alandi, Shirur and Bhor covering

around 50% area of the district.

GEOMORPHOLOGY & SOIL TYPES

The Pune district forms part of Western Ghat and Deccan Plateau.

Physiographically the district can be divided in to three distinct belts i.e., (1) The

western belt stretching from 16 to 31 km. East of Sahayadri – an extremely rugged

country cut by deep valleys, divided and crossed by hill ranges. (2) The central belt

extending for about 30 km. East of the western belt across the tract whose eastern

boundary is roughly marked by a line drawn from Pabal in the north, southwards

through Pune to Purandhar. In this belt a series of small hills stretch into valleys and

large spurs from Plateauxnd (3) The eastern belt with a rolling topography and the low

hills sinking slowly into the plains with relatively broader valleys. Therefore, the

physiography of the district has given rise to four major characteristic land forms

namely; (1) The hills and ghats (2) the foothills (3) the plateau and (4) the plains. The

district has three major drainage system namely (I) The Bhima – Gold River system in

the northern, north eastern and eastern part, of which Bhima River has a total length

of about 355 km. and Ghod River has a drainage of about 196 km. in the district – (ii)

Mula – Mutha River system covering the central part and have a total length of 242

km. in the district.(iii) Nira River system covering the south, south east and eastern

part and has a total length of about 231 km. in the district .The other Important rivers




that are flowing through the district are Bhima, Andhra, Karna, Shivganga, Pauna

and Indrayani. All the rivers have most semi-dendritic drainage pattern and the

drainage density is quite high. Based on geomorphological setting and drainage

pattern the district is divided into 71 watersheds.

HYDROGEOLOGICAL

The entire area of the district is underlain by the basaltic lava flows of upper

Cretaceous to lower Eocene age. The shallow alluvial formation of recent age also

occurs as narrow stretch along the major rivers flowing in the area. A map depicting

the hydrogeological features is shown as




HARD ROCK AREAS

a. Deccan trap (Basalt): The Basaltic lava flows occupies more than 95% of the

area of the district. These flows are normally horizontally disposed over wide

stretch and give rise to table land type of topography also known a plateau.

These flows occur in layered sequences ranging in thickness from 7 to 45m and

represented by massive unit at the bottom and vesicular unit at the top of the

flow. These flows are separated from each other by marker bed known as ‘bole

bed’. The water bearing properties of these flows depend upon the intensity of

weathering, fracturing and jointing which provides availability of open space

within the rock for storage and movement of ground water. The thickness of

weathering in the district various widely up to 20 m bgl. However, the

weathered and fractured trap occurring in topographic lows forms the potential

aquifer in the district. In Deccan Trap Basalt, the yield of the dugwells in

different formations ranges from 30 to 150 lpm/day depending upon the local

hydrogeological conditions. The yields of borewells also show wide variations

and it ranges from traces to 30.62 lps (Lavle) a seen from CGWB exploration

data.

WATER LEVEL SCENARIO

Central Ground Water Board periodically monitors 49 National Hydrograph

Network Station (NHNS) stations in the district four times a year i.e. during January,

May (Pre-monsoon), August and November (Post-monsoon).

a. Premonsoon Depth to Water Level: The water levels in the range of 5 to 10 m

bgl have observed in central, eastern and north eastern parts of the district. The

deeper water levels of more than 10 m bgl have been observed around Otur

village in northern part of the district where as at village Sirur in east and

village Nimbgaon in south eastern part of the district.

b. Depth to Water Level – Postmonsoon : The water levels between 2 and 5 m

bgl have been observed in major parts of the district in the south, south eastern,

central and north western parts occupying almost entire Purandar, Bhor,

Mulshi, Maval and Khed talukas and parts of Daund, Baramati, Velhe and

Shirur. The water levels in 5 to 10 m bgl range are mainly seen in three isolated

pockets i.e., in northern, central and south eastern parts of the district in parts

of Junnar, Ambegaon, Haveli, Daun d and Indapur talukas. Very shallow water




levels of less than 2 m bgl are observed in isolated patch in central part of the

district.

c. Seasonal Water Level Fluctuation: The pre and post-monsoon water level

fluctuation varies from 0.10 (Mulsh) to 8.00 m (Zendewadi) is observed in the

district.

d. Water Level Trend: Trend of water levels for premonsoon and postmonsoon

periods has been computed for 42 NHNS. Analysis of long term trend water level

data indicates that rise in water levels in premonsoon period has been recorded

at 18 NHNS and it ranges from negligible to 0.97 m/year (Otur) and fall in water

levels has been observed in 24 NHNS and it ranges between negligible to 0.48

m/year (Zendewadi). During postmonsoon period rise in water levels has been

recorded at 12 NHNS ranging from negligible to 0.41 m/year (Ale) while at 30

NHNS fall in water level have been recorded and it ranges between negligible to

0.44 m/year (Otur). Thus in m ajor parts of the district, both during

premonsoon and postmonsoon seasons declining water level trend has been

recorded. It shows that the fall in water level trend of up to 20 cm/year is

observed in major parts of the district, occupying north, central, western and

southern parts of the district in entire Purandhar,Bhor, Haveli, Mulshi,

Maval,Ambegaon and parts of Junnar, Khed, hirur, Daund, Baramati and

Indapur talukas. Thus the situation is quite critical in almost entire district and

the future ground water conservation and recharge structures needs to be

prioritized in these areas. He rises up to 20 cm/year has been observed in 2 to 3

isolated patches in south eastern, southern and northern parts occupying parts

of Indapur, Baramati and Daund talukas entire Velhe and parts of Junnar

taluka.

GEOPHYSICAL

In order to study the overall sub-surface geological conditions of the area,

Geophysical investigations (Electrical Resistivity Surveys) were carried out. This was

to understand the overall spread of sub-surface geological formations in the entire

area. From the Electrical Resistivity Surveys, Electrical Resistivity Method (IS: 1892-

1979 Appendix B clause 3.3 B-2):




METHODOLOGY

Electrical Resistivity Method (IS: 1892-1979 Appendix B clause 3.3 B-2):

By applying this method the resistance to the flow of an electric current through

the subsurface materials is measured at intervals on the ground surface. The

resistivity is usually defined as the resistance between opposite phases of a unit cube

of the material. Each material has its own resistivity depending upon the water

content, compaction and composition. The test is conducted by driving four metal

spikes to serve as electrodes into the ground along a straight line at equal distances. A

direct voltage is imposed between the two outer potentiometer electrodes and the

potential drop is measured between the inner electrodes. To interpret the resistivity

data for knowing the nature and distribution of the subsurface formations, it is

necessary to make preliminary trial on known formations. The potential ‘V’ thus

obtained divided by the current ‘I’ applied gives the resistance ‘R’ of the ground. The

product of the resistance and the spacing factor, which is depending upon the

disposition of the electrodes, is the resistivity of the ground.

This method is routinely used for:

a. Establishing ground water potential & finding out the feasibility of Rain

Water Harvesting.

b. Determining the sub-surface strata classification

c. Determination of hard rock foundation

d. Estimation of overburden thickness and hard rock quantities and

e. Determination of the suitability of the area for quarrying and excavation

A great variety of electrode arrangements have been used to measure the earth

resistivity but essentially they may be grouped into three classes.

Arrangements in which the potential differences between two widely spaced

measuring electrodes are recorded.

Arrangements in which a potential gradient or electric field intensity is

measured using closely spaced pair of measuring electrodes.




Arrangements in which the curvature of the potential function is measured

using a closely spaced current electrode pair as well as a closely spaced measuring

electrode pair.

Any one of these arrays may be used to study variations in resistivity with depth

or in lateral condition. In studying the variation of resistivity with depth, as in the

case of a layered medium the spacing between the various electrodes is gradually

increased. With larger spacing, the effect of material at depth on the measurements

becomes more pronounced.

In studying the lateral as well as vertical variations, various electrode

configurations are adopted and the array is moved as a whole along a traverse line.

The first type of measurement is called as ‘Vertical Electrical Sounding’ (VES) and the

second one is ‘Horizontal Profiling’ (HP). In the present work both VES and HP were

conducted at different locations. The L sections generated on the basis of values of

electrical resistivity for the site have been used to depict 2-D subsurface images of the

strata as given below.

Profiles –

1-2-3-4

The geoelectrical cross-sections passing through various points have been

presented in the above figures. It is to be noted that these are apparent resistivity L

sections, which broadly match the true resistivity of formations. The values of true

resistivity have been computed and thickness, depth and true resistivity have been

Hard Rock




presented in appendix. Using IPI2 software, the values of true resistivity of strata (ρ),

its thickness (h) and depth (d) have been obtained after modeling of data and are

depicted in table form besides each curve.

Based on the resistivity modeled values it can be seen that the area shows

presence of shallow aquifer restricted to 15-20 meters depth at VES 2 & 3 locations.

The rainwater harvesting structures can be sited at all VES locations.

Note: - hydrogeological survey was carried out during monsoon season.

Rainwater harvesting feasibility analysis and Water Budgeting:

It would be necessary for anyone to know first the nature, movement and

occurrence of ground water in hard rock before the formulation and implementation of

artificial recharge works in the hard rock region. Some salient characteristics of

occurrence of ground water in hard rock are listed below:

Features of Occurrence of Ground Water in Hard Rocks are:

Ground water reservoir (aquifer) in hard rock’s is dominantly shallow

The bulk of the ground water is stored in the zone of weathering (Vadose zone)

Fractures and joints in hard rock occur as conduits for rapid transport of water

as they do not provide large space for storage of ground water

The width of fractures & lineaments and weak planes narrows as depth

increases

Fairly limited aquifer water yield by wells and borewells in comparison to

alluvial and sedimentary rock aquifer wells

Unpredictable ground water occurrence over short distances

The principle ground water reservoir in hard rocks therefore consists of two

parts viz

“Vadose zone” or unsaturated zone that lie between ground surface and water

table; and

The phreatic or unconfined zone that lie below the water table




The deeper ground water below water table in zone of fractures lack substantial

storage unless it is connected with thick vadose zone above or else is connected to a

surface water source. Exclusively from the issue of ground water storage, the “vadose

zone” in hard rocks is extremely important, because the pore spaces in this domain

undergo resaturation during infiltration and recharge and undergo desaturation

under conditions of evaporation and drainage. The volume of saturation involved in

the process of change in saturation in vadose zone (zone of weathering) is far large

than the changes in volume of water involved in the elastic storage of water below the

water table. It therefore may be noted, that the dynamic resource in ground water

reservoir in the hard rock areas is governed by the “vadose zone” through which water

levels fluctuate. It is, therefore, imperative for any rechargeable scheme to have first

hand information obtained/required about the water saturation and permeability of

the vadose zone/weathering zone before undertaking execution of ground water

recharging works. This information is very much rare in its availability. It may also be

mentioned that available storage in weathered zone in hard rock is very much linked

to base flow fluctuations in local streams.

The aquifers in hard rocks are characterized by low permeability and low

specific yield. In hard rock the framework of fracture system in which groundwater

occurs is highly variable and aquifers are of heterogeneous nature.

The feature of the low permeability of Basalts, their multilayered occurrence,

fractured and jointed natures, vesicular character besides topographic and other

geological features are to be normally considered in the formulation and construction

of recharging schemes in Plateau forming basaltic rock terrain. Broad hydraulic

features for consideration with regard to water harvesting and ground water

recharging in Basaltic rock regions are given in table. The success of a recharge

scheme will depend on a combination of various topographic and hydrologic situations.

The following factors should receive consideration in the formulation of a water

harvesting & recharge scheme.

Table: Topographic - Hydrogeological framework

Hydrologic Considerations The weathered, fractured and vesicular

basalts constitute most favorable hydraulic

zones which need to be delineated on large

scale maps.




Topography of Watershed area The piedmont slopes constitute the best

topographic geologic environment followed by

valley floors. Highly dissected slopes and

plateau tops are less favorable.

Hydraulic conductivity of

basaltic layers

The weathered, jointed and vesicular portions

of basaltic rocks have high permeability and

shall constitute favorable places in

comparison to massive basalts that are less

suitable for recharge and percolation.

Ground Water table and

fluctuation in levels

The position of water table & its value of

annual fluctuation

Thickness of Soil cover and

infiltration rates.

Granular soil cover will have high infiltration

rate in comparison to clay / black cotton soil

that would impede infiltration and deep

percolation.

Rate of Recharge In favorable zones, fractured and vesicular

basalts are expected to attain a recharge of

10 – 15% whereas in non-favorable zones,

underlain by massive basalts the rates may

be 2 to 3%.

Considering an annual average rainfall of 700 mm for the Pune region the total water

available for rainwater harvesting is calculated.

QUANTIFICATION:

(A) Total availability of water at the site

= Geographical area x Rainfall x Runoff Coefficient

= 8362 Sq.Mt. x 0.70 Mt. (700 mm) x 0.6

= 3,512.00 M3

We have considered runoff coefficient for calculating flow for rainwater design based

on Central Pollution Control Board Ministry of Environment & Forests data. They are

as under.




Surface Type Runoff coefficient (Range)

Roof (Metal, gravel, asphalt, shingle,

fiber-glass, asbestos, concrete) 0.95 – 0.90

Pavement (Concrete, asphalt, Gravel,

Brick) 1.00 – 0.90

Ground Surface (Hard flat ground

without Vegetation) 0.75 – 0.25

Ground Surface (Hard flat ground

with Vegetation) 0.60 – 0.15

Lawns (Flat, Sandy soil)

(Flat , Heavy soil)

0.10 – 0.05

0.20 – 0.15

(B) Water that can be accommodated in the Aquifer.

Area of aquifer (Sq.Mt.) x Thickness of aquifer x specific yield of aquifer.

= 8362 Sq.Mt. x 25 Mt. x 0.03

= 6,271.5 M3

(C) Rainwater that can be harvested

= No. of Boreholes * depth of recharge bore hole * Area of recharge influence

= 2 x 15 x 150

= 4500 m3.

Considering an area of influence of 150 meters and depth of 10 meters for 2 boreholes

a total quantity of 4500 m3 water can be recharged in the ground, the quantity is

much less than the rain water available for harvesting. Hence the excess water either

can be accommodated in a farm pond or else should be discharged as runoff.




Rainwater Harvesting structures:

Recharge Injection well:

Based on the resistivity surveys test performed two recharge injection wells are

suggested drilled through the center of the recharge pits (Fig.1). The surface run off is

not directly led into the injection well, to avoid chances of contamination of

groundwater. Instead rainwater is collected in a recharge pit which are generally 1 to

2 meters wide and two to three meters deep. After the excavation the pits are filled

with pebbles, boulders as well as coarse sand which act as filter.

The size of the filter material is generally taken as:

Coarse sand – 1.5 to 2 mm

Gravels – 5 to 10 mm

Boulders- 5 to 20 cm

The filter material should be filled in graded manner. Boulders at the bottom, gravels

in the middle and coarse sand at the top. The diameter of the well suggested is 500

mm while the depth of the tube well is fixed at 20 meters. Inside this tube well a

perforated casing of 200 mm should be inserted up to the depth where the upper loose

strata give way to the hard strata. The annular space between the tube well and the

slotted casing should be filled with gravel.




Fig 1: The design of the recharge injection well Note : - Size of recharge pit will be minimum 1m x 1m x1m and maximum 3m x 3m x 1.5m depending upon the site condition.

CONCLUSION:

Based on the resistivity modeled values it can be seen that the area shows the

presence of shallow aquifer restricted to 15-20 meters depth at 2 & 3 VES locations.

The all VES shows continuous increase in the resistivity values beyond ~ 10 meters

indicating presence of massive hard rock. The site is suitable for rainwater harvesting.

It is to be noted that from the groundwater potential point of view the overall area can

be categorized as with very low potential.




APPENDIX I: MODELED ELECTRICAL RESISTIVITY DATA

VES- 1

VES -2

VES -3




VES – 4




LOCATION PLAN

REV. DATE DESCRIPTION

DRG.NO.

CHD.BY

DRN.BY

DATE

SCALE

JOB NO. ARCHITECT:

INFRA. ELECT. HVAC PLMB. FIRE IBMS

SIGN

SUBHASH.K

24.03.17

NTS

RAJAT

CLIENT:

PROJECT:

TITLE:

R-0160

R-0160/PHE/04/000

RAJATR0 24.03.17FOR APPROVAL

PROCESS FLOW DIAGRAM RWP

RUNWAL GROUP.

RUNWAL MALL

ARCHITECTURAL ENERGY SOLUTION (P) LTD101 B-C, 1st Floor, PARK PLAZA, Near State Bank Colony,Karve Nagar, Karve Road, Pune 411 052.TEL: 020 -6500 5577 / 020-25478181.FAX: 020 -6500 5577. Email : [email protected] us at: www.aesindia.co

Ar. KULIN DHRUV AND ASSOCIATES

RAIN WATER HARVESTING TANK CALCULATIONS

SN DESCREPTION AREA

IN SQ.M

RAIN INTENSITY

CM/HR

RUNOFF COEFFICIENT

STORM WATER RUNOFF

(cubicM/sec)

STORM WATER RUNOFF (lit/sec)

STORM WATER RUNOFF (lit/min)

1 AREA

CONSIDERED FOR DESIGN

7858 7.5 0.9 0.1473375 147.3375 8840.25

RAIN WATER HARVESTING TANK FOR 16.40 MINUES HOLDING CAPACITY 144980.1

SAY 1,45,000 LIT

PROJECT

+98.80 M

T

O

E

X

I

T

T

O

M

A

I

N

R

O

A

D

STORM WATER

LINE

STORM WATER

LINE

STORM WATER

LINE

STORM WATER

LINE

STORM WATER

LINE

STORM WATER

LINE

STORM WATER

LINE

300MM WIDE

STORM CHANEL

300MM WIDE

STORM CHANEL

TO

RAINWATER

HARWESTING




+101.50 M

DROP

CHAMBER

ME

TE

R R

OO

M

LVL

+98.80 M

ENTRY TO B1 LVL

WATER LINE UP TO THE

GROUND LEVEL

ENTRY TO B1 LVL

CONNECT TO EXISTING

MUNICIPAL SEWER

CHAMBER BY PUMPING

16.4714.41 14.42

11.39

5

.

4

4

9.39

19.39

19.4

18.2

24.5

17.33



SEWER TRAP

CHAMBER

6

.

7

5

1

4

.

4

9

4

.

2

5

9

.

1

1

160 KLD STP

1000.003400.00

5000.00

3400.00

4600.00

2164.63

5.6

6.66

6.08

6.66

6.08

8.79

9.34

10.46

5

.

1

9

5.36

5.96

6.45

6.89

6.89

6.45

6.89

6.89

0.82

0.81

10.11

6.34

17.16

7.76

10.67

19.4

21.97

12.95

17.43 15.42 14.3418.67

8

.

1

2

1

9

.

3

6

1

9

.

5

6

1

3

.

7

1

4

.

1

4

0

.

9

8

5

.

4

8

2

1

.

8

6

1

2

.

4

7

10.81

11.04

7

.

6

9

8

.

3

1

1

0

.

7

9

1

0

.3

3

Calculation on sizing of solar water heating systems

Sr.No Description No Of

Rooms Person / Room Ltr / Person

Delta T

121 2 40 35

1 Number of person 242

2 Water requirement per Ltr 9680

3 Water requirement Ltr/Hr 1613

4 Energy requirement in Kcal 56467

5 Energy requirement in Kw/Hr 66

No of Solar Panel Required For Hot Water

Total Water Requirement 9680 Ltr/Day

Solar Hot water for rooms

20% solar hot water system has been proposed for the project which complies with ECBC. 0.25

Total Water Requirment after diversity 2420 Ltr/Day

Total no of solar panel required 19 Nos

Cost for 1 no soalr panel

12,000.00

TOTAL PROJECT COST FOR SOLAR PANEL

232,320.00 Nos

kuldeepg

Typewritten Text

kuldeepg

Typewritten Text

ANNEXURE 13

Solar lighting for common areas and landscaping

Sr.No FLOOR Common Load details

Parking + Passage + Lobby + Staircase

area

1 Lower Basement 10 KW

2 Upper Basement 10 KW

3 Ground 6 KW

4 First 6 KW

5 Second 3 KW

6 Service-I 2 KW

7 Third 2 KW

8 Fourth 2 KW

9 Fifth 2 KW

10 Sixth 2 KW

11 Seventh 2 KW

12 Eighth 2 KW

13 Nineth 2 KW

14 Terrace 2 KW

TOTAL 53

Sr.No

Description

1 Street Lights/Landscaping/Parking/Passage/Lobby/Staircase

73 KW

10 % ON SOLAR 7 KW

TOTAL 10% COMMON AREA LIGHTING LOAD ON PV PANEL(SOLAR) 7 KW

PV Panel Generation for 12 Hrs (KWH) 88

Required KW Generation 18 KW

Considering 0.85 efficiency 21 KW

1 no PV Panel generate 400 w electricity in 5 Hrs (Size- 2 m x 1 m) 52

Required no of PV Panels 52 Nos

Cost for 1 KW

85,000.00

TOTAL PROJECT COST FOR PV PANEL

1,752,000.00

kuldeepg

Typewritten Text

ANNEXURE 14

SITE SPECIFIC INTEGRATED WASTE MANAGEMENT PLAN

FOR

M/S RUNWAL REGALIA, HADAPSAR, PUNE.

17-MARCH-17

SMART ENVIRO SYSTEMS (MANUFACTURER OF COMPOSTING MACHINES)

kuldeepg

Typewritten Text

ANNEXURE 15

1

Table of Contents 1. Preliminaries .......................................................................... 2

1.1 Purpose of this document ................................................... 2

1.2 Objectives of Waste Management Plan ................................ 2

2. Operational overview of the Project ......................................... 3

2.1 Overview of Project ............................................................. 3

2.2 Solid waste…………………………………………………………….5

3. Solid Waste Management Plan ............................................. …7

3.1 Solid Waste Management Plan- .......................................... 8

5. Waste Minimisation Strategies .............................................. 10

2

1. Preliminaries

1.1 Purpose of this document

As a part of responsibility towards environment and commitment to provide

better livelihood for residents, the Commercial Project is obligated to develop a waste

management strategy and implement appropriate solutions for the cradle to grave

management of the waste streams that are generated during the construction and

operational phases of the project. The State Level Expert Appraisal Committee has

further recommended identification the opportunities to reduce the creation and

disposal of the waste generated hereby.

This waste management plan (WMP) is prepared to provide a working tool for the

environmental managers during construction and operation phase. This WMP is

therefore a key management tool that will contribute towards achieving sustainable

waste management throughout the operation of the project.

1.2 Objectives of Waste Management Plan

The objective of this WMP is:-

To formalize waste handling, transfer and disposal activities associated with

various types of wastes from the project;

To prevent inappropriate disposal of waste streams and associated risk of

pollution of the surrounding area;

To facilitate waste minimization through waste avoidance, reduction, reuse,

recycling or treatment before disposal;

To streamline waste segregation, storage, and disposal and promote resource

recovery from waste;

To define responsibility for waste management at the various levels of operation

associated with the project;

3

2. Operational overview of the Project

2.1 Overview of Project

2.1.1 Introduction:-

The proposed Ruwal Regalia is Commercial project of Runwal Erectors Pvt Ltd. This

site is located on the East site of the Pune city at S.no.153A/1 to 4/1/1, Hadapsar,

Taluka-Haveli, Dist.- Pune, Maharashtra and has co-ordinates Latitude 18°30'13.86"N

and longitude 73°55'30.20"E.The site can be categorized as a Commercial used, as per

land use pattern in the area.

General Location map of Ruwal Regalia is Commercial project of Runwal Erectors Pvt

Ltd Surrounding area

4

2.1.2 Project Statement:-

Below is the Floor wise development plan of whole project with Tenement Statement &

Population details.

OWC Users Area Total

population

1

Hotel rooms 119 363

Banquet 420 280

Restaurant 871 484

Shopping 4567 761

Office 581 58

Sports 2379 463

Grand Total 8,937 2,409

2.1.3 Floor wise Waste generation:-

Below is a Phase wise waste generation detail with Bio-degradable & Non Bio-

degradable of waste qty.

OWC Users Area Total

population Total waste

Total

wet waste

Total

dry waste

1

Hotel rooms 119 363 91 36 54

Banquet 420 280 70 42 28

Restaurant 871 484 121 73 48

Shopping 4567 761 190 76 114

Office 581 58 15 6 9

Sports 2379 463 116 46 69

Grand Total 8,937 2,409 602 279 323

5

2.2 Solid waste

In Commercial project, waste such as biodegradable, Non-biodegradable, Hazardous waste

and E-waste are generated. Following is the description for theses waste.

2.2.1 Bio-degradable waste

Bio-degradable waste will be generated from the Project from kitchen, houses,

landscape/garden and minor quantities from Common Area.

Kitchen waste (include food wastes, fruit and vegetable peelings, leftovers (including meat

and fish), egg and nutshells, coffee grounds, tea bag, etc.) is expected to be a major

component of the Project’s bio-degradable waste stream. Landscaping waste will include

predominately vegetation wastes (straw, leaves grass cuttings, flowers or trimmings from

bushes and hedges) These wastes are grouped into one waste stream, on the basis that

they can be subject to composting and may be managed collectively. This waste stream

specifically excludes kitchen cooking oil, grease and fat which is not suitable for

composting and needs to be handled in oil & grease trap before the waste water from

kitchen enters sewage treatment plant.

2.2.2 Non bio-degradable waste

Non bio-degradable waste refers to waste classified as non-hazardous and can be defined

as waste that does not pose an immediate threat to public health or the environment if

properly managed. The general waste stream generated at the household is expected to

consist of solid waste generated from daily operation activities wood, paper, cardboard

metal and plastic packaging, glass etc. It is an inert waste stream that can be sent for

recycling or needs to be sent for energy recovery or land filling. Various common activities

in the society such as conferences, functions, festivals, Minor celebrations (Birthday etc.)

may result in generation of non bio-degradable wastes.

2.2.1.3 Hazardous waste

Hazardous Waste is defined as waste that has the potential, even in low concentrations, to

have significant adverse effects on public health and the environment because of its

inherent toxicological, chemical and physical characteristics. Common potential

hazardous wastes that are expected to be generated at the project include:

Unwanted, expired or contaminated chemicals including cleaning agents and

detergents, disinfectants, oils, greases, solvents and solvent based paints, pool,

landscaping and pest control substances.

Office products including expired printer cartridges and photocopying fluids, and

waste electronic equipment;

Used cooking oils, fats and greases from the kitchen

2.2.1.4 E-waste

As per the E-waste (Management) Rules 2016, E-waste means electrical and electronic

equipment, whole or in part discarded as waste by the consumer or bulk consumer

as well as rejects from manufacturing, refurbishment and repair processes. Discarded

electronic or electrical equipment from the project along with batteries, lamps and tube

lights will contribute to the E-waste stream and need separate attention.

6

3. Solid Waste Management Plan Integrated Solid waste management plan includes Scheduled of collection, transportation,

segregation, storage and disposal of all type of waste. Following process flow will be

followed by housekeeping supervisor/ any equivalent person.

Stage 1. Collection

Stage 2. Transportation

Stage 3. Secondary Segregation

Stage 4. Disposal

Secondary sorting of waste

OWC Location

Collection of Primary Segregated

Waste at source

Transportation of Primary

segregated waste to OWC

location

Secondary segregated waste will

be transfer to respective disposal

Process

Dry waste,

Hazardous waste,

and E-waste will be

stored in storage

area room

Handover of stored

waste to

Authorized vendor

of respective waste.

Bio-degradable

waste

Processing Unit

(Smart OWC)

Generated Compost will be

utilized for gardening and

excessive compost can be given

to farmers for applying on Fields.

Collection Timing 8.00AM to 10.00AM

Transportation

Timing 10.00AM to 11.00AM

Segregation Timing

11.00AM to 12.00AM

Disposal Process

Timing 1.00PM to 5.00PM

OWC Processing Timing 1.00PM to 3.00PM

Storage Timing

3.00PM to 5.00PM

7

3.1 Solid Waste Management Plan

3.1.1 Collection & Transportation

During operation phase, at source, we will provide two separate bins for wet waste and dry

waste. Housekeeping people will collect primary segregated waste and send that waste to

primary collection area. After collection Housekeeping people will Transfer the primary

segregated waste from primary collection area to OWC location by using convenient

transportation medium. OWC location is not too far from primary collection area of each

apartment.

3.1.2 Secondary Segregation

For further processing of waste, there is need of secondary segregation of primary

segregated waste. Secondary segregation will take place in the OWC location. After the

secondary segregation we will get following categories of segregated waste

1. Biodegradable waste

2. Non-Biodegradable waste

3. Hazardous waste

4. E-waste

3.1.3 Disposal

After secondary segregation process, we will obtain categorized waste such as

Biodegradable waste, Non-Biodegradable waste, hazardous waste and E-waste. As per the

type of waste, different disposal method will be followed as follows:

3.1.3.1 Biodegradable waste

Bio-degradable waste will be treated in Organic Waste Converter. The Housekeeping

supervisor will have the ultimate responsibility to ensure collection, segregation and

efficient running of OWC. Details of Organic waste converter are attached herewith

(Annexure-1)

3.1.3.2 Non-Biodegradable waste

After Secondary Segregation Non-Biodegradable waste once collected from the source, will

picked-up by the authorized vendor for further disposal and recyclable material will be

sold to recyclers. Also Permission and agreement copy/NOC from the authorized vendor

along with their authorization is attached herewith (Annexure-2)

3.1.3.3 Hazardous waste

Hazardous waste is to be handled, stored and disposed of / recovered in a manner that

does not result in environmental pollution or health and safety hazards to personnel. Only

authorized service providers will be used for the management of hazardous waste. This

entails ensuring that all transportation and disposal held by the service provider.

3.1.3.4 E-waste

Similar to hazardous waste quantity of e-waste expected to be generated from the project

is negligible. However agreement is made with an authorized E-waste collection agency for

periodic collection of e-waste from the project. Renewal of agreement, inspection of

disposal of e-waste is a responsibility of Housekeeping supervisor.

8

5. Waste Minimization Strategies

In accordance with international trends, the management of all waste streams that

will be generated at the project should demonstrate support for the Hierarchy of Waste

Management (HWM), which is the basic principle of this WMP. The HWM aims to

promote the re-use and recycling of wastes, giving effect to the concept of ‘cradle-to-

cradle’ waste management.

The HWM can be viewed as a straightforward set of management plans for waste. The

hierarchy sets forth several waste management strategies or options according to

importance and preference in a descending order. The aim is to extract the maximum

practical benefits from the products and manage waste in the best possible manner,

so that the minimum amount of waste is generated. Options of the hierarchy are listed

as follows:

Figure 1: Waste Management Hierarchy

Prevention is the best and most preferred strategy or option, and therefore ranks

first. It is the most cost effective, as no waste means no cost is involved in its

management.

Minimisation the generation of waste is the first option that should be considered,

refers to the prevention of wastes from arising and optimising material usage. This

approach promotes the efficient use of resources and minimises the volume of waste

material that must be handled by employees and hauled away from the project’s

property. Responsibility for the minimisation of waste generation generally lies with

management, who decides what is brought into the property and, thereby, determines

what eventually leaves the property as waste.

9

Reuse refers to the process of using existing material instead of disposing this

material to landfill. Whenever possible, the Safari project should reuse items in their

original form for the same or a different purpose rather than discarding them. If an

item cannot be reused on site, the project operator should investigate the possibility of

selling it or donating it to employees, charitable organizations, schools, businesses or

other interested parties.

Recycling is considered when reuse can no longer be carried out. Recycling refers to

the collection of the recyclable waste streams that can be reused on site. The

important step to ensure effective recycling practices is onsite waste segregation. This

is the least favorable of the three waste management options and should be

considered only if the reduce and reuse options are not applicable to specific waste

streams. Encourages the separation at source of recyclable material from the general

waste stream (waste separation at source is proposed, as the quality of recyclable

materials is higher when separated there and not when mixed with other waste). It is

also the waste management option that is most difficult to implement.

Energy Recovery can be a viable option after reduction; reuse and recycling have

been fully explored and generally is the final step in the exploitation of maximum

benefits from waste. It can for example involve the incineration of waste (under strictly

controlled conditions and licensing) and the recovery of the latent heat energy of the

materials. The heat energy can then be converted into power to be used commercially

or domestically.

Disposal is the last and least preferred options in the hierarchy. There is always some

residual material left over as waste. This is the case even after undergoing the

preferred options in the solid waste management hierarchy. The left over waste

occasionally requires treatment prior to disposal to safe guard against environmental

risks, pest problems, social, health, and safety issues.

10

Annexure-1

Smart Organic Waste Composters

Details

11

Annexure-2

Dry Waste Noc of

Authorized Vendor

smart enviro systems

Corporate Office: 10, Kothrud Indus. Estate, Kothrud, Pune- 411 038 (M.S.) Tel : 91-020-2543 3054, 2543 4328 Fax : 2546 9440 URL: www.smartenvirosystems.com Email: [email protected]

SMARTENVIROSYSTEMSWasteCalculationSheet

Residential&CommercialProjectRunwalErectorsPvt.Ltd."RunwalRegalia"HadapsarPune

OWC Users TOTAL

POPULATION TOTAL WASTE

TOTAL WET WASTE

TOTAL DRY WASTE

OWC AREA Models

CAPITAL COST

O & M COST

Elc Load

1

Hostel Room 363 91 36 54

51 sq. M SM-25 + CD-500 14,75,000 2,93,531 7 HP

Banquet 280 70 42 28

Restaurant 484 121 73 48

Shopping 761 190 76 114

Office 58 15 6 9

Sports 463 116 46 69

Grand Total 2409 602 279 323 14,75,000 2,93,531 7 HP

Sm

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smart enviro systems

Corporate Office: 10, Kothrud Indus. Estate, Kothrud, Pune- 411 038 (M.S.)

Tel : 91-020-2543 3054, 2543 4328 Fax : 2546 9440 URL: www.smartenvirosystems.com Email: [email protected]

SMART ENVIRO SYSTEMS

Operation & Maintenance Cost

Organic waste kgs/day - 279

Composter with Curing drum

Sr.No. Description Value

1 SMART Machine - 1 no SMART-25

2 Curing drum - 1 no CD-500

3 Capacity in kgs/hr organic waste 100

4 Total Waste generation kgs/day 279

5 Hrs of operations/day 3

6 Curing drum hrs./day 2

1 Fixed Costs

1.1 No of persons per day 2

1.2 Labour cost @ Rs. 6000/- month 12000

1.3 Maintenance cost @0.5% 7375

Total Fixed Cost 19375

2 Variable Costs

2.1 Energy requirement in KWH/D 12

2.2 Energy Bill @ Rs. 6.0/ kwh 2075

2.3 Culture 500

2.4 Saw dust 2511

2.5 Total Variable cost 5086

Total Operating cost per month 24461

3 Operating Costs per Year

3.1 Total Fixed Cost 232500

3.2 Total Variable cost 61031

Total Cost 293531

ECBC Compliance Report

For

Runwal Developers

Prepared By

SPROUT Date

20.03.2017

kuldeepg

Typewritten Text

ANNEXURE 16

Project Logo Runwal Regalia, Pune ECBC 2007

COMPLIANCE REPORT

Page 2 of 11

PROJECT DETAILS

‘Runwal Regalia’ is a commercial project, developed by Runwal Developers and is located at Hadapsar,

Pune.

The project has a connected load more than 500 Kw that meets the ECBC code. The projects meets the

ECBC requiremments through prescriptive method.

Brief Description about the Project:

Name of the Project Runwal Regalia

Category ECBC 2007

Site Area 7854.13

Built-up Area 36925.20

No of Buildings 1

No of Floors G + 10

No of Parking Levels 2

Occupancy 2409

The project falls under warm and humid climate and the building complies the requirements as per the

climatic zone.

BUILDING TYPOLOGY – MIXED USED COMMERCIAL

Showrooms – 8 nos.

Shops – 37 nos.

Offices – 10 nos.

Hotel – 121 nos.

Sports club

COMPLIANCE DOCUMENTS

Plans and specifications shall show all pertinent data and features of the building, equipment and systems

in sufficient details to permit the Authority Having Jurisdiction to verify that the building complies with the

requirements of this code.

1. Building Envelope:

2. HVAC:

3. Service hot water and pumping:

4. Lighting:

5. Electrical power:


COMPLIANCE REPORT

Page 3 of 11

MASTER PLAN:

VIEW

SPORTS CLUB

SHOPS/ SHOWROMS

RESTAURANT

HOTEL ROOMS


COMPLIANCE REPORT

Page 4 of 11

COMPLIANCE REPORT

1. BUILDING ENVELOPE

*DETAILS ATTACHED IN APPENDIX ‘A’

Parameter Proposed Case ECBC Prescriptive Compliance

External

Walls

Exterior Wall Construction- AAC Bricks

(150mm Thick), Internal

Plaster(20mm),External Plaster(25mm),

25mm external insulation

U-Value (w/m2-k) - 0.39

R- Value (m2K/W) – 2.56

U-Value (W/m2-k) - 0.44 max. (as per ISO-15099)

Roof

Roof Section-The roof section is 150mm thick

RCC slab with minimum 100mm brick bat

coba + 12.5mm thick chemical waterproofing

with slope in screed to drain and finished

with reflective paint + 40mm insulation

U-Value (W/m2-k) – 0.23

R-Value (m2-k/w) – 4.37

U-Value (W/m2-k) - 0.261 max.

Floor

Same as Base case

R-Value (m2-k/w) - 0.504

U-Value (W/m2-k) - 1.98

Glazing

The propject is proposed to use double

glazed unit.

Saint Gobain Double glazed Nano Icy Menthol

U-Value - 1.8 W/m2-K

SHGC - 0.31

Glass U-Value - 3.3 W/m²-K

SHGC - 0.25


COMPLIANCE REPORT

Page 5 of 11

2. Heating, Ventilation and Air Conditioning

Parameter Proposed Case ECBC Standard Case

Natural

Ventilation The entire building is mechanically ventilated

The entire building is mechanically

ventilated

Chillers

The project proposes a water cooled screw

chiller with VFD and having capacity of (>150

and < 300 tons)

COP – 5.50

IPLV – 0.65

Test Standard - ARI 550/590- 1998

Centrifugal Water cooled chiller (>150 and

< 300 tons)

COP – 5.80

IPLV – 5.05

Test Standard - ARI 550/590- 1998

Controls Cooling systems shall be controlled by a set

point temperature.

Cooling and heating systems shall be

controlled by a timeclock

Piping and

Ductwork

The project shall comply with the ECBC

insulation value R-0.35 (R-2).

Piping for cooling systems with a design

operating temperature less than 15°C

Refrigerant suction piping on split systems -

R-0.35 (R-2) insulation

Air System

Balancing

The fans above 1 HP will be with the VF

drives and shall comply as per ECBC code Fan system power greater than 0.75 kw


COMPLIANCE REPORT

Page 6 of 11

3. SERVICE HOT WATER AND PUMPING


Solar Water

Heating

20% solar hot water system has been

proposed for the project which complies with

ECBC code.

Centralized system shall have solar water

heating for at least 1/5 of the design

capacity.

Performance/ minimum efficiency level

mentioned in IS 13129 Part (1&2)

Electric

Water

Heater

The project shall comply as per ECBC code Performance/ minimum efficiency level

mentioned in IS 2082

Swimming

Pools

Since heated pools are not provided, this is

not applicable

Since heated pools are not provided, this is

not applicable


COMPLIANCE REPORT

Page 7 of 11

4. LIGHTING


Automatic

Lighting

Shutoff

Shall comply as per ECBC standards

Automatic control device for buildings

larger than 500 m² (5000 sqft)

Occupancy sensors for offices, meeting

rooms with areas less than 30 m² (300 sqft)

Program schedule shall be provided for

areas of no more than 2,500 m² (25,000

sqft)

Space

Control Shall comply as per ECBC standards

Control a maximum of 250 m² (2,500 ft²) for

a space less than or equal to 1,000 m²

(10,000 ft²)

Maximum of 1,000 m² (10,000 ft²) for a

space greater than 1,000 m² (10,000 ft²).

Control in

daylighted

areas


Luminaires in daylighted areas greater than

25 m² (250 ft²) - equipped with either a

manual or automatic control device

Exterior

Lighting

Control


Display/Accent Lighting greater than 300 m²

- separate control device

Case Lighting greater than 300 m² -

separate control device

Interior

Lighting

Power

LED Lights used

LPD calculations for each space by Building

Space Method

Building Space Method

(Ref ASHRAE 90.1.2007)

Office Area: 10.8 W/m²

Meeting room: 14 W/m²

Dining: 17.2 W/m²

Hotel: 10.8 W/m²

Bar: 14 W/m²

Gymnasium: 11.8 W/m²

Exterior

Lighting

Power


Building entrance (with canopy) - 13 W/m²

of canopied area

Building exit - 60 W/lin m of door width

Building facades - 2 W/m² of vertical facade

area


COMPLIANCE REPORT

Page 8 of 11

5. EXTERIOR LIGHTING


Transformers

*1 no 250 KVA Transformer for

entertainment area (2nd floor) - Maximum

allowable losses for oil filled distribution

transformers with highest voltage for

equipment 25 kV, at 50% with 1 KW and

100% with 3.3 KW of the load as per IS2026.

*1 no 630 KVA Transformer for Shop/Office

area (ground + 1st floor) - Maximum

allowable losses for oil filled distribution

transformers with highest voltage for

equipment 25 kV, at 50% with 2 KW and

100% with 6.6 KW of the load as per IS2026.

*2 no 630 KVA Transformer for Hotel area

(from 3rd to 9th floor) - Maximum allowable

losses for oil filled distribution transformers

with highest voltage for equipment 25 kV, at

50% with 2 KW and 100% with 6.6 KW of the

load.

Maximum allowable losses for Dry type

distribution transformers with highest

voltage for equipment 24kV, at 50% and

100% of the load.

Maximum allowable losses for oil filled

distribution transformers with highest

voltage for equipment 36 kV, at 50% and

100% of the load

Energy

Efficient

Motors

*All motors will comply with the EFF-1

standards. All motors efficiency should be

above 80%.

As per electrical load, total motor load =556

HP=415 KW=Diversity 0.67=278 KW

(Operating KW).As per calculation, we have

not crossed the operating load above the

200%.

All permanently wired polyphase motors :

• 0.375 kW or more serving the

building - operate more than 1,500

hours per year

• 50kW or more serving the building

– operate more than 500 hours per

year

Motor horsepower ratings shall not exceed

200% of the calculated maximum load

Power factor

correction

We will provide APFC panel with detuned

Harmonic filter to maintain PF between 0.95

lag to unity.

Electricity supplies exceeding 100 a, 3

phase shall maintain their power factor

between 0.95 lag and unity at the point of

connection

Power

distribution

systems

Our main distribution panel + meter panel

near to main load center (transformer) to

reduce distance of distribution cables and

using XLPE types of cables to reduce losses.

The power cabling shall be adequately sized

as to maintain the distribution losses not to

exceed 1% of the total power usage

Project Logo Runwal Regalia, Pune

APPENDIX ‘A’:

1 Wall section - AAC block wall both side plaster

1.1 Thermal Resistance

1.1.a External air film

1.1.b Intenal air film

1.2 Thermal conductivities (R -

R-value=thickness of the material in meters / thermal conductivity (k) W/mK

1.2.a 20 mm thick external cement plaster

1.2.b 150 mm thick AAC blocks

1.2.c 12mm thick Internal gypsum plaster

1.2.d 25mm insulation

1.3 Total Thermal

Conductivities

Total R value of the section

1.4 U-value of the wall

section

Runwal Regalia, Pune ECBC 2007

COMPLIANCE REPORT

AAC block wall both side plaster

Rso 0.044

Rsi 0.12

value)

value=thickness of the material in meters / thermal conductivity (k) W/mK

20 mm thick external cement plaster 0.02

0.9

0.02

0.15

0.16

0.94

12mm thick Internal gypsum plaster 0.012

0.5

0.024

0.024

1.41

2.56

(1/R value)

0.39

ECBC 2007

COMPLIANCE REPORT

Page 9 of 11

m2K/W

m2K/W

m

W/mK

m2K/W

m

W/mK

m2K/W

m

W/mK

m2K/W

m

W/mK

m2K/W

m2K/W

W/m2K


COMPLIANCE REPORT

Page 10 of 11

2 Roof section

2.1 Thermal Resistance

2.1.a External air film Rso 0.44 m2K/W

2.1.b Intenal air film Rsi 0.16 m2K/W

2.2 For Roof without Artificial Turf

Thermal conductivities (R - value)

R-value = thickness of the material in meters / thermal conductivity (k) W/mK

2.2.a 100 mm thick Brick Bat Coba & Screeding 0.1 m

0.72 W/mK

0.14 m2K/W

2.2.b 12.5 mm thick Chemical Waterproofing layer 0.0125 m

0.72 W/mK

0.02 m

2K/W

2.2.c 150 mm thick Slab 0.15 m

0.1 W/mK

1.50 m2K/W

2.2.d 40 mm insulation 0.04 m

W/mK

2.11 m2K/W

2.2.e Total Thermal Conductivities

Total R value of the section 4.37 m2K/W

2.2.f U-value of the roof section

(without Artificial Turf)

(1/R value)

0.23 W/m2K


COMPLIANCE REPORT

Page 11 of 11

3 WWR

Floor WWR

Upper Ground floor 48.62

First floor 46.50

Second floor 34.03

Third floor 17.86

Fourth floor 30.60

Fifth-Seventh floor 30.64

Eighth floor 30.63

Ninth floor 19.27

Average = 32.27

kuldeepg

Typewritten Text

ANNEXURE 17

annexure 1 -...

Documents