meghnagar tender.pdf

7/28/2019 meghnagar tender.pdf

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3.60MLDMEGHNAGAR(INDUSTRIALAREA)WATERSUPPLYPROJECT

DISTRICT:JHABUA

INDEXGeneral Report Page No.

Chapter : 1 : Sector Background Context & Rationale

1.0 District Profile 1

1.1 Introduction 2

1.2 Town Profile 3

1.3 Topography 4

1.4 Climate & Rainfall 4

1.5 Educational Facility 4

1.6 Business & Economy 4

1.7 Water Resources 5

1.8 Existing Water Supply Scheme 6

Chapter : 2 : Project Definition Concept & Scope2.0 Proposed Project 10

2.1 Sources 10

2.2 Rate of Water Supply 11

2.3 Design criteria 11

2.4 Proposed Component 12

2.4.1 Rising Main 12

2.4.2 Pumping Machinery 13

2.4.3 Pump House 13

2 4 4 Clear Water Sump 14

3.60 MLD WATER SUPPLY PROJECT AT INDUSTRIAL AREA MEGHNAGAR 1


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Chapter : 3 : Project Cost

3.1 Component wise project cost is detailed as under 15

3.2 SOR Adopted 15

Chapter : 4 : Project Financial Structuring

4.1 Cost of Project 16

Chapter : 5 : Project Financial Viability & Sustainability 17

Chapter : 6 : Project Benefit Assessment 24

CONCLUSION 25

Design

(1) Designs of Pumping Machineries 37

(2) Capacity of Clear Water Sump 39

(3) Design of Sump of 6,00,000 Litre Capacity 44

(4) Design Of Intze TANK OF 4,00,00 Litre 50

(5) Design of Barrage 67

(6)

(7)

Design of Pump House.

Design of Distribution System

95

110

Estimates

(1) Estimate of Sump 118

(2) Estimate of Intze Tyoe Tank 122

(3) Estimate of Barrage Type Structure 129

(4) Estimate of Intake Well 134



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9) Distribution System 156

10) Compound Wall 164

Drawings

(i) India Showing Madhya Pradesh 169

(ii) Madhya Pradesh Map 170

(iii) Jhabua District Map 171

(iv) Sump 172

(v) Intze Type Tank 173

(vi) Barrage Type Structure 175

(vii) Intake Well With Bridge 176

(ix)

(x)

(xi)

Pump House 177

Distribution System 178

Flow Diagram 179



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CHAPTER : 1

SECTOR BACKGROUND CONTEXT & RATIONALE

1.0 District Profile :

Jhabua district lies in the western part of Madhya Pradesh. It is surrounded by

Panchmahal and Baroda districts of Gujarat, Banswara district of Rajasthan, and

Alirajpur, Dhar and Ratlam districts of Madhya Pradesh.

It has an area of 3,782 sq km. The terrain is hilly and undulating. Average rainfall in the

district is about 800 mm. The district is divided into five tehsils and six community

development blocks.

Jhabua district was divided into two parts in May 2008,

namely Alirajpur and Jhabua. Aliarajpur, Jobat,

Udaigarh, Bhabra, Sondawa and Katthiwada are the 6

blocks of new district, Alirajpur. Jhabua district now

consists of Habua, Meghnagar, Ranapur, Rama,

Thandla and Petlawad blocks.

Cultural Profile

Inhabited by the tenacious and hardworking tribes -

the Bhils and Bhilalas, the district is highly drought-

prone and degraded waste lands form the face for Jhabua. Although almost half of the

population lives below the poverty line, the tribals still revel in their traditional colorful

festivities and continue to make merry on the occasions like "Bhagoriya". The women

make lovely ethnic items including bamboo products, doll, bead-jewellery and other

items that have for long decorated the living rooms all over the country. The men have

since ages adorned "Teer-Kamthi", the bow and arrow, which has been their symbol of



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1.1 Introduction:

Availability of adequate potable water has always been the prime consideration for

human settlement. Due to absence of proper vision and judicious planning, this gift of

nature has become a scare commodity, over a period of time.

Following are the benefit by supplying water to industrial area, Employment generation

due to development of industries and industrial production due to availability of additional

water will give boost to the economic development, increase productivity, and increase

the income level and affordability for the purpose of full cost recovery.

Madhya Pradesh Audhyogik Kendra Vikas Nigam (Indore) Limited, was incorporated as

a Public Limited Company on 16th November ,1981 under the companies act, 1956 as a

wholly owned subsidiary of Madhaya Pradesh Audyogik Vikas Nigam Ltd (MPAVN), now

called MPSIDC.

MPSIDC is the state Industrial development corporation and is working as an apex

organization for various industrial development and promotional activities in the state.

The State Government has developed six corporations for specialized industrial activities

relating to promotion and development of industrial estates, basic infrastructure facilities

and for the regular maintenance, administration and management of such development.

MPAKVN (Indore) Ltd is one among the six. M.P. Audhyogik Kendra Vikas Nigam

(Indore) Ltd. has its corporate head office at Indore and has developmental activities in

surrounding districts of western Madhya Pradesh.

Following are some of the development activities of M.P. AKVN

- Growth Centre, Pithampur, Dist.Dhar.

- Growth Centre, Kheda, Dist. Dhar.

Growth Centre Meghnagar Dist Jhabua



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223.75 hect. Road 29.03 hect. Amenities 10.00 hect. Park 4.50 hect. Open 7.80 hect

plantation 18 hect. Plots 144.42 hect. Total number of plots 172 of different size

M.P Audyogik Kendra Vikas Nigam (Indore) LTD. Of Madhya Pradesh has assign the

work of Preparation of DPR for 3.60 MLD Water Supply Project at I/A Meghnagar to

WAPCOS under Work Order No. AKVN/IND/ACCTTS/10-11/1486 dated 27.1.2011.

1.2 Town Profile :

Meghnagar is a Industrial place 17 km away from Jhabua city, located at 220

5414N

Latitude and 740 3236E Longitude. It is located on Delhi-Mumbai BG Railway line.Meghnagar is a Industrial development area in Jhabua District. And Meghnagar is 17k.m

away from Jhabua and is connected through SH 39.



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The main crops of the area are Maize, JowDr, Bajra, Cotton, Wheat, Urad, Arhar,

Groundnut and Gram. The Meghnagar is the rapid growing industrial area in the Madhya

Pradesh State several industries have established here in meghnagar and provided

Employment for the people in this region.

1.3 Topography :

The topography of the terrain is hilly, undulating typically. A Anas river is passing near by

the Industrial Area and meghnagar village which is the main source of water supply..

1.4 Climate & Rainfall :

Climate is generally moderate and seasons are well defined. The summers are hot,

winters are short and the monsoon season is generally pleasant. The average rainfall in

the district is about 800mm. Most of the rainfall occurs in monsoon season while there is

also a little of rainfall in winter season. Maximum Temperature 420 C in summer and

Minimum Temperature 10.60 C in winter.

1.5 Educational Facility :

The district is served well with several educational institutes, comprising both the private

and government sectors. There is a government degree college, Girls Degree College,

Govt. polytechnic college, Govt. college in Petlawad, Govt. college in Thandla along with

several English- and Hindi-medium schools. Technical training institute located in nearby

area by the name of ITI Pithampur.

1.6 Business & Economy :

The district has an agriculture based economy. The women make lovely ethnic items

including bamboo products, doll, bead-jewellery and other items that have for long

decorated the living rooms all over the country. The main crops of the area are Maize,

Jowar, Bajra, Cotton, Wheat, Urad, Arhar, Groundnut and Gram. Limestone Dolomite,



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1.7 Water Resources :

1. The Mahi

It forms the north-eastern and east-northern boundaries of the District in Petlawad

Tahsil. The pampawati of Petlawad, combined with the Ladki, joins it near

Bhairongarh Railway Station.

2. The Anas

The Anas is a large tributary of the Mahi. It rises from the south-eastern part of

Jhabua tahsil. The northern off shoot of the Vindhyachal range bifurcates atPhurtalao hill (1770 ft. ) into the northern and western branches. The Anas flows

to the north for about 37 kms, 9 kms to the west and towards the north-west for

another 44 kms within the District. Most of the later course lies Gujarat. The Anas

maintains this direction in Kushalgarh Tehsil for 4 kms but turns to the west and

joins the left bank of the Mahi, 25 kms beyond. River Negri is meeting to the Anas

near Jhabua Meghnagar on upstream of bridge on SH 39.

3. Kunda

There is a scared Kunda at Devjhiri 6 kms. East of Jhabua on Dhar road. A

certain sadhu lived here and used to bath in the Anas every day. In his old age he

prayed the mother goddess Anas and created this Kunda which is believed to be

equally sacred.4. Tank

A very old tank exists in village Bhagore. An inscribed victory pillar on its bank is

dated V.S.1336 (A.D. 1279). It is said that a Bhairava, named Bagga got the tank

dug with the assistance of a nimph, on the occasion of a famine. The head of a

broken image is believed to be that of Bagga. Some other temples of Antiquity,

dedicated to Lord Shiva, Ram and Hanuman are located on the bank of the tank.



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1.8 Existing Water Supply Scheme :

1.8.1 Source:-

River Anas is Passing by approximately 8 km from Meghnagar Industrial Area, at present

AKVN is withdrawing water from Anas River as per requirement of existing established

Industries approximately 3.6 MLD. Details regarding source is given in table I.

Table I

Sr.no Location DUG WELL Type ofStructure RemarksDia Depth

1 Anas river Harshwardhan stopdam

5m 3m RCC RunningCondition

2 Anas River Amarpura Site 5m 3m Brick Masonry Not working

1.8.2 Check Dam / Barrage:-

Details Regarding Check dam is Shown in Table II

Table II

Sr.

No.

Location Type of structure Live Capacity in

Mcumec

1. Anas River Harshwardan Stop

Dam

Shear Masonry 0.431

There is one Stop dam Across Anas river constructed by M/ S Harshwardhan

chemicals and fertilizers, having capacity of 15.21 MCFT

1.8.3 Storage:-

There is one underground sump near Anas river Amarpura site which is not currently

working and one sump at Water Treatment Plant and one ESR for Meghnagar Gram



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Table III

Sr.

No.

Location Size Capacity in

Liters

Remark

1. Anas River Amarpura site 7.5mX4m 1,50,000 ltr Not in

Working

Condition

2. AT Water Treatment Plant 4mX4m 80,000 ltr WorkingCondition

3. OHT Tank at Meghnagar

village

7.8mX4.3m 2,00,000 ltr Working

Condition

RCC Tank Capacity 1,50,000 liters is constructed on bank of River Anas to

collect water, but right now, not in a working condition.

Water Pumped from River Anas is collected in RCC sump of capacity 80,000 liter

at the water treatment plant by rising main of 150mm dia. GI pipe 170m and

300mm dia. CI Pipe class LA 6500m respectively.

To distribute water in Meghnagar town one Elevated Reservoir capacity 2,00,000

liters and height 12m RCC structure. Water is collected in this Elevated Reservoirand distributed to town by DI pressure pipes.

1.8.4 Pumping Machinery:-

Details of location of pump and pumping machineries are showing in Table IV.

Table IV

Sr.No

Location Type &Make

Headin m

HP Dischargein LPM

Hours ofPumping

Remarks

1 Anas River Wet(CRI

MAKE)

54 to85m

20 660 to 960 10 2 no. workingat a time andone standby

2 At Water Wet 25 to 10 700 to 900 5 2 no



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Pump of 10HP in Pump House Near Site office AKVN is operating for 5 hours per

day having Discharge of 700 to 900 LPM.

There are total two(2) no. of pump at pump house for the Distribution, one for the

Industrial Area and one for the Meghnagar town.

1.8.5 Rising Main:-

Details of location of Rising Main are given in below Table V.

Table V

Sr.no

Location Type and class ofpipes

Dia inmm

Length inm

1 Anas river Harshwardhan StopDam

GI Pipe 150mm 170m

2 From Pump House toMeghnagar I/A

CI Pipe Class LA 300mm 6500m

3 From WTP to Gram panchayatOHT

PVC 6 kg/cm 110mm 400m

4 Amarpura Site to I./AMeghnagar

CI PipeClass LA

300mm 8000m

Rising main from Anas river Harshwardhan stop dam to pump house is of GI Pipe

of 150mm dia. and 170m dia. in length.

Rising main from Pump House to Meghnagar I/A is of CI Pipe of 300mm dia. and

6500m in length.

Rising main from WTP to Gram Panchayat OHT is of PVC Pipe of 110mm dia.

and 400m in length.

1.8.6 Water Treatment Plant:-

Details Regarding the Water Treatment Plant are given in below Table VI.

T bl VI



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1.8.7 Distribution Lines:-

Details of the Distribution line are given below Table VII.

Table VII

Sr.

No.

Location Type and Class

of pipes

Dia in mm Length in m

1. From front of Mahavir

Beverage

AC Pressure Pipe 100mm 400m

2. From Mahavir Beverage toother Industries

PVC Pipe 6kg/cm2

160mm 2000m

3 From Mahavir Beverages to

other Industries

PVC Pipe 6

Kg/cm2

110mm 3000m

4 From OHT to Meghnagar

Gram panchayat

PVC, GI, AC

Pressure

75,100 & 110

mm

----

Distribution Line from Front of Mahavir Beverage is of AC Pressure Pipe 100mm

dia. And 400m length.

From Mahavir Beverages to Other Industry PVC Pipe 6 Kg/cm2 of 160mm dia and

2000m length.

From Mahavir Beverages to Other Industry PVC Pipe 6 Kg/cm

2

of 110mm dia and3000m length.

From OHT to Meghnagar Town with PVC, GI, AC pressure pipes of different size

1.9 Water supply facility in Meghnagar Village:-

As per agreement between AKVN and Gram Panchayat provision of two lakhs liter

supply of water per day is to be supplied to Meghnagar Gram Panchayat up to in existing

OHT at Meghnagar and distribution of water to the people will be made by Meghnagar

Gram Panchayat.

As per norms of water supply to villages 40 LPCD and accordingly water requirement in



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CHAPTER: 2

PROJECT DEFINITION, CONCEPT AND SCOPE

2.0 Proposed Project :

Madhya Pradesh, the second largest Indian State covering 9.5% of the country's area is

endowed with rich natural resources, salubrious climate and fertile agro-climatic

conditions. The economy of the state is largely agrarian, employing 77% of the total

work force and contributing 40% to the State Domestic Product. Continuous efforts havebeen made towards industrialization of the state. The industrial sector contributes only

8% to employment of the state work force and 23% to state GDP. The rate of annual

Industrial growth in the recent past has varied from 4% to 6%. In the short to medium

term, the state needs to concentrate on industrial development as a source for value

generation along with agriculture, before services can start playing a pre-dominant role

in the State's Economy.

MPSIDC is the state Industrial development corporation and is working as an apex

organization for various industrial development and promotional activities in the state.

The State Government has developed six corporations for specialized industrial

activities relating to promotion and development of industrial estates, basic infrastructure

facilities and for the regular maintenance, administration and management of such

development.

The main Objective to propose this project is to provide Basic Water Infrastructer Facility

to the industries for the development of the industries and Following are the benefit by

supplying water to industrial area, Employment generation due to development ofindustries and industrial production due to availability of additional water will give boost

to the economic development, increase productivity, and increase the income level and

affordability for the purpose of full cost recovery.



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The river flows 37 km to the north, 9 km to the west and the north-west for about 44 km

within Jhabua District. Kushalgarh is the place, where the Anas River joins the left bank

of the Mahi.

Kali (of Guwali) and Khan rivers, two famous rivers flowing mostly in Panchmahals

District of Gujrat, join the Anas in Jhabua near Guwali village.

For Industrial Area necessary provision is made from Anas, Water for drinking purpose

and requirement of Industrial Area 3.60 MLD.

It is proposed to obtain water from Anas River. Near bridge and bring the water, directly

in the existing water treatment plant of 3.60 MLD through Rising main of 300 mm dia

D.I. Pipe line having length of 8000 m.

The treated water will be collected in the proposed Clear Water sump of 12 Lacs liters

capacity. The water from this sump will be pumped with the use of pumping machinery

having 45 LPS discharge against 36 m head into the ESR of Capacity 4,00,000,

Water collected in the ESR will be supplied in various industries, through Distribution

System. Designs of Rising mains, Pumping machineries, Distribution System, Clear

Water Sump, ESR are made as per requirement.

2.2 Rate of Water Supply:

Requirement of water supply is 40 LPCD for Drinking Purpose Only.

2.3 Design Criteria:

Rural Area :- 40 LPCD for Drinking Purpose only.

Rising Main :- DI. K-9 Pipelines.

Storage at HW :- Maximum 24hours storage for ultimate demand is Proposed

in form of RCC ESR & Sump .

Distribution System :- Design for ultimate population considering peak factor 3 0



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2.4 Proposed Components:

2.4.1 Rising Main:

Rising main of mm dia D.I pipes (k-9) of length m from ,QWDNHZHOO to

E[LVWLQJSLSHOLQH. Details of Rising Main are Shown Table V.

Table V.

Sr.

No.

Location Type and

Class of

pipes

Dia in mm Length in

m

Discharging

Capacity in

MLD

1. From,QWDNHZHOO

7R([LVWLQJ3LSH

/LQH

DI (K-9) 20mm m 3.60

Rising Main From Intake Well to the Water Works Near AKVN office is Proposed

to be utilized of existing pipe of CI of 300mm dia. Having discharge capacity of3.60 MLD.

Rising Main from Intake well to the Existing pipe line is Proposed of DI Pipe of

200mm dia. Having length of200m and having Discharge Capacity of 3.60 MLD.

2.4.2 Pumping Machineries:

Submersible Pumps with motor capable of discharging 63 lps against 57 m head. 2 sets

(1 Stand bye) of pump for pumping water into water treatment plant and Submersible

Pumps of with capable of discharging 34 lps against 36 m head 2 Sets (1 Stand bye) on

clear water sump for pumping water from clear water sump to ESR and Submersible

Pumps of with capable of discharging 31 lps against 29 m head 2 Sets (1 Stand bye) on

clear water sump for pumping water from clear water sump to Meghnagar village ESR.Details Regarding Pumping Machineries is shown in Table VI.

Table VI

Sr.

N

Location Discharge

(LPS)

Head

( )

HP of

P

Pumping

H



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Two Submersible pumps (One Stand By) of 26 HP on Clear Water Sump is

Proposed which will be Operating for 22 hours per day.

2.4.3 Pump House:

Pump house of 7.5 m X 5.0 m size is proposed to construct on bank of river Anas to

install pumping machineries. Details are shown in Table VII.

Table VII

Sr.

No.

Location Size Remark

1. At Anas River Bank 7.5 X 5.00 RCC Structure

2.4.4 Clear Water Sump:

One Clear Water Sump of Capacity 12.00 lacs litre is to be constructed near WTP For

Pumping of Water from Sump to ESR. Details Regarding Storage is shown in Table VIII.

2.4.5 Elevated Storage Reservoir:

One RCC ESR capacity 4.00 lacs litre having height of 12m is proposed. Details

Regarding Storage is Shown in Table VIII.

Table VIII

Sr.

No.

Location Size

Dia. X H

Capacity in

Litres

Remark

1. Clear Water Sump Near WTP 15.0 X 7.0 12,00,000 ltr RCC

2. Elevated Storage Reservoir (ESR)

At Water Works Near Cold Storage

10.0 X 5.0 4,00,000 ltr RCC

Underground Clear Water Sump of Capacity 12,00,000 litres is Proposed Near

Water Treatment Plant to collect water, from Water Treatment Plant.



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2.4.6 Distribution System

To distribute Water From ESR to the Industrial Area is Proposed of DI Pipes of

Class k-7 of 250mm, 200mm, 100mm, dia of Different Length, and Details Regarding

Distribution Lines is Shown in Table IX.

Table IX

Sr. No. Name of Zone D.I (k-7)

250 200 100

1 Distribution System 1150 1000 2875

Total1150 1000 2875

(Length in Metre)



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CHAPTER: 3

PROJECT COST3.1 Component wise project cost is detailed as under:-

Sr.No Description Estimated Cost

(Rs. In lacs)

1 Barrage 1185.66

2 Pumping Machinery On intake andOn Clean Water Sump

21.26

3 Pump House 7.50 m X 5.00 m sizeNear Anas Bank

7.42

4 RCC Clear Water Sump Capacity 6lac litre 30.91

5 Rising Main From Intake well toExisting pipe line

6.31

6 RCC ESR Capacity 4 lac litre 36.

7 Distribution System 83.50

8 INTAKE WELL WITH APPROACH BRIDGE 52.74

9 COMPOUND WALL 27.82

Total Rs. 1452.

Total Gross Rs. 1452. 1.5 % Third Party Inspection 21.7 DPR Preparation 16.50

2.5 % PMC 36.3

Total Cost 152



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CHAPTER: 4

PROJECT FINANCIAL STRUCTURINGFinancial Aspect:

4.1 Cost of Project :

a. Net Cost Rs. 1452.Lacs

b. Gross Cost Rs. 1452.Lacs

c. Cost for Approval Rs. 152 Lacs



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CHAPTER: 5

PROJECT FINANCIAL VIABILITY AND SUSTAINABILITY


3 60 MLD WATER SUPPLY PROJECT AT INDUSTRIAL AREA MEGHNAGAR 18


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]

(A) Direct Charges

Sr.

No.

Details Amount (Rs.)

1 Establishment Charges 396000.00

2 Energy Charges 3335570.00

3 Annual M&R 754000.00

TOTAL 4485570.00Say Rs. 4486000.00

(B) Indirect Charges

1 Annual Depriciation Charges 2394000.00

Total A + B = Rs. 6880000.00

ANNEXURE - II - A

STATEMENT SHOWING THE ANNUAL BURDEN




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(A)

(1) Establishment Charges

Sr.

No.

Description No Total Per

Month

Total per

year (Rs.)1 Pump Operator 4 5000.00 240000.00

2 Line man cum Valveman 2 3500.00 84000.00

3 Chowkidar 2 3000.00 72000.00

Total = 396000.00

(2) Energy Charges

Pumping Machinery HP Hours Sets Total HP

On Intake Well 75.0 16 1 1200.00

On Clear Water Sump to ESR 25 22 1 550.00

Total = 1750.00

Yearly Electrical Consumption1750 X 0.746 X 365 = 476510.00 Units

Considering Rs. 5.00 per Unit

Rs. 7.00 X 476510 3335570.00

Say = 33.36 Lacs

Year Increase in

price by

every 3

years

7%

1 2012 476510.00 7 3335570 33.36 Lacs2 2013 476510.00 7 3335570 33.36 Lacs

3 2014 476510.00 7.0 3335570 33.36 Lacs

4 2015 476510.00 7.5 3569059.9 35.69 Lacs

5 2016 476510.00 7.5 3569059.9 35.69 Lacs

6 2017 476510.00 7.5 3569059.9 35.69 Lacs

STATEMENT SHOWING ANNUAL M&R CHARGES

ANNEXURE - II - B

Direct Charges




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13 2024 476510.00 9.2 4372251.847 43.72 Lacs

14 2025 476510.00 9.2 4372251.847 43.72 Lacs

15 2026 476510.00 9.2 4372251.847 43.72 Lacs

16 2027 476510.00 9.8 4678309.476 46.78 Lacs17 2028 476510.00 9.8 4678309.476 46.78 Lacs

18 2029 476510.00 9.8 4678309.476 46.78 Lacs

19 2030 476510.00 10.5 5005791.14 50.06 Lacs

20 2031 476510.00 10.5 5005791.14 50.06 Lacs

21 2032 476510.00 10.5 5005791.14 50.06 Lacs

22 2033 476510.00 11.2 5356196.519 53.56 Lacs

23 2034 476510.00 11.2 5356196.519 53.56 Lacs

24 2035 476510.00 11.2 5356196.519 53.56 Lacs

25 2036 476510.00 12.0 5731130.276 57.31 Lacs26 2037 476510.00 12.0 5731130.276 57.31 Lacs

27 2038 476510.00 12.0 5731130.276 57.31 Lacs

28 2039 476510.00 12.9 6132309.395 61.32 Lacs

29 2040 476510.00 12.9 6132309.395 61.32 Lacs

30 2041 476510.00 12.9 6132309.395 61.32 Lacs




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%age Total Life Factor of

Depriciation1 Rising Main From Intake well to Existing Pipe line 6.31 6.50 0.50 0.0325 5.85 30 0.0181 0.1062 Pumping Machinery On intake and On Clean Water Sump 21.26 21.90 2.50 0.5474 19.71 30 0.0302 0.5953 Pump House 7.50 m X 5.00 m size Near Anas Bank 7.42 7.64 1.00 0.0764 6.88 30 0.118 0.812

4 RCC Clear Water Sump Capacity 6 lac litre 30.91 31.84 0.50 0.1592 28.65 15 0.0181 0.519

5 RCC ESR Capacity 4 lac litre 36 37.64 0.50 0.1882 33.87 30 0.0181 0.6136 Distribution System 83.50 86.01 0.50 0.4300 77.40 30 0.0181 1.4017 Barrage 1185.66 1221.23 0.50 6.1061 1099.11 30 0.0181 19.8948 Intake well with approach Bridge 52.74 54.32 0.50 0.2716 48.89 30 0.0181 0.8859 COMPOUND WALL 27.82 28.65 0.50 0.1433 25.79 30 0.0181 0.467

1452. 7.5399 23.939

1452.0 7.54 23.94

Total

Say

STATEMENT SHOWING THE DETAILS OF ANNUAL M&R CHARGES AND DEPRICIATION COST

Est.

No.

Particulars Net Cost

(Rs. In

lacs)

Gross

Cost

(Rs. In

M&R to civil works 90% of

gross Cost

(Rs. In lacs)

(B) Indirect Charges

ANNEXURE - III - A

Annaul Depriciation Total

Depriciation

(Rs. In Lacs)


Final Project Report For Meghnagar Water Supply



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(A) Direct Charges

Sr. No. Details Year 2011

(Base Year)

1 Establishment Charges 396000.00

2 Energy Charges 3335570.00

3 Annual M&R 754000.00

TOTAL OPERATIONAL COST (Present Stage) 4485570.00

Annual Depreciation Charges 2394000.00

Total Annual Operational Cost = Direct Charges +

Indirect Charges

6880000.00

M&R Cost at intermediate stage will be4485570 X 1.25 5606963.00


M&R Cost with depreciation at intermediate stage 8001000.00

M&R Cost at Ultimate stage will be4485570 X 1.5 6728355.00


M&R Cost with depreciation at Ultimate Stage 9123000.00

M&R Cost as Per Statement Rupees

Total M&R Cost at Present Stage 6880000.00

Total M&R Cost at Intermediate Stage 8001000.00

ANNEXURE - III - B

STATEMENT SHOWING THE OPERATIONAL COS



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(1) Anticipated Income at Present Stage - 2011 (after Completion of Project)

Sr.

No.

Size of

Connection

Water

Required in

Kilo litre

Rate per

Year (Rs.)

Amount in

Rs.

New

Connection

Charges

Total

(Rs.)

Old

Connection

New

Connection

Cummulative

1 Commercial

Connection------

40 40 5 20 1460000.00 1500.00 1520000.00

2 CommercialConnections

------ 32 32 9 20 2102400.00 2000.00 2166400.00

3 1 Commercial

Connection-------

25 25 11 20 2007500.00 2500.00 2070000.00

97 5756400.00

(2) Anticipated Income at Intermediate Stage - 2026

Sr.

No.

Size of

Connection

Water

Required in

Kilo litre

Rate per

Year (Rs.)

Amount in

Rs.

New

Connection

Charges

Total

(Rs.)

Old

Connection

New

Connection

Cummulative

1 Commercial

Connection

40 35 75 5 20 2737500.00 1500.00 2790000.00

2 Commercial

Connections

32 15 47 9 20 3087900.00 2000.00 3117900.00

3 1 Commercial

Connection

25 15 40 11 20 3212000.00 2500.00 3249500.00

162 9157400.00

(3) Anticipated Income at Intermediate Stage - 2041

Sr.

No.

Size of

Connection

Water

Required in

Kilo litre

Rate per

Year (Rs.)

Amount in

Rs.

New

Connection

Charges

Total

(Rs.)

Old

Connection

New

Connection

Cummulative

1 Commercial

Connection

75 25 100 5 20 3650000.00 1500.00 3687500.00

2 Commercial

Connections

47 20 67 9 20 4401900.00 2000.00 4441900.00

3 1 Commercial

Connection

40 12 52 11 20 4175600.00 2500.00 4205600.00

219 12335000.00

M&R Cost and Annual Revenue as Per Statement Expenditure Revenue

Total M&R Cost at Present Stage 6880000.00 5757000.00

Total M&R Cost at Intermediate Stage 8001000.00 9158000.00

Total M&R Cost at Ultimate Stage 9123000.00 12335000.00

Total No. of Plots =



ANNEXURE - III -C

STATEMENT SHOWING THE PROPOSED ANNUAL REVENUE OF INDUSTRIAL AREA MEGHNAGAR

No. of Connection

No. of Connection

No. of Connection



27/182

CHAPTER: 6

PROJECT BENEFIT ASSESSMENT

Water is prime need of human life and without water developments in society,

town, city or state or country is not possible.

In development of area or industrial zones sufficient potable and wholesome

water is required. In this proposed project we have proposed Rising Mains, And

Distribution System and WTP already exist for standard quality of water for

industries and drinking purpose for employees and staffs.

Water will improve the health of people and will develop the industries in

Meghnagar Industrial Area.

Through help of standard quality and in sufficient Quantity rate of growth of

income will be increased in social life will improve the living standard of people invicinity.



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Conclusion:

(1) Short Term Project: - At present there are only few industries established and

has started producing their products and limited employees and staffs are working in the

existing industries. There is limited requirement of water for drinking and construction

activities hence existing facilities available in water supply project is more than sufficient

nothing is required to improve at present in existing water supply components except to

provide distribution lines as per requirements.

(2) Long Term Project: - As per TOR long term project is prepared for 3.60 MLD

water requirements. In this project Intake Well with Ramp, Pump House, Rising Main,

Clear Water Sump, RCC ESR, Distribution Lines are proposed and detailed estimates

and drawings are included in the project.

It is very necessary to implement this project as earliest for better development of area

by industries and to provide more employment to local people and uplift of life standard

of people residing in vicinity.



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Annexure IV

1.0 POPULATION

This project is proposed to provide water supply for the Meghnagar I/A and for

Meghnagar Gram Panchayat. The design period for the proposed system is

considered from the base year of 2011 AD.

1.1 Population Forecast

The future population forecasted as per norms of CPHEEO manual is

as under.

Population Forecast for Meghnagar Town

Sr.No.

Particulars Population in souls

1 As per census 2001 10,316

2 Base Year 2011 12,895

3 Intermediate stage 2026 17,730

4 Ultimate stage 2041 24,380

2.0 WATER REQUIREMENT:-

Water Requirement of the town will be as under :-



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3IntermediateStage 2026

17730 709200.00 709200.00 0.71

4 Ultimate Stage 2041 24380 975200.00 975200.00 0.98



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Annexure IV

Note:- Water Requirement for the Meghnagar village for different year is shown intable above but as per the agreement between M.P AKVN and MeghnagarGram Panchayat done on 9th May 2009. AKVN will Provide 2 lakh liters ofwater per day.

WATER REQUIREMENT

0.41 0.520.71

0.98

0.000.200.400.600.801.00

2001 2011 2026 2041

Year

WaterDemand(inMLD)



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DESIGN



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DESIGN OF PUMPING MACHINERY ON INTAKE WELL

Intermediate Demand (2026) = 3600000 lpcd

Hours of Pumping = 16.00 hrs.Rate of Pumping = 225000 LPH

Discharge (W) = 63.00 LPS

Ground level ofIntake

= 278.00 m

Ground level of WTP = 322.00 m

FSL of Intake = 283.00 mFSL of WTP = 324.50 m

Lowest suction level at source = 277.50 m

Head = 47.00 m

Residual Head = 5.50 m

Misc. Losses = 1.50 m

Friction losses in Rising Main = 2.50 m

Total Static Head for Pump (H) = 56.5 m

Say = 57.00 m

Considering 10% over loading and 70% efficiency of pump

B.H.P. required =

= 63 X 57 X 1.1

75 X 0.7

= 75.24 HP

Say = 75.00 HP

However Provide 1 Nos. of 75 HP submerssible pump in working and 1 no. of 75 HP

pump as stand by unit having discharging capacity of 63 lps.

n

Hw

75

10.1



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DESIGN OF PUMPING MACHINERYON CLEAR WATER SUMP

Intermediate Demand (2026) = 3600000 lpcd

Hours of Pumping = 22.00 hrs.

Rate of Pumping = 163636.4 LPHDischarge (W) = 45.00 LPS

Ground level of ESR = 324.27 m

Proposed Height ofESR

= 12.00 m

Assumed Water column height = 4.00 m

FSL R.L. of ESR = 340.27 mLowest suction level at Sump = 320.27 m

Full supply level = 323.97 m

Residual Head = 3.70 m

Head = 20.00 m

Misc. Losses = 1.00 m

Friction losses in Rising Main = 24.70 m

Total Static Head for Pump (H) = 25.00 m

Considering 10% over loading and 70% efficiency of pump

B.H.P. required =

= 45 X 25 X 1.1

75 X 0.7

= 23.57 HP

Say = 25.00 HP

However Provide 25 HP Submersible pump discharging capacity of 45 LPS against 25m head (One Standby)

n

Hw

75

10.1



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CALCULATION OF CAPACITY OF CLEAR WATER SUMP AT

INDUSTRIAL AREA MEGHNAGAR

DEMAND = 3.600 MLD

* Water requirement 2041 AD considering 16 hours pumping

from 5 AM to 8 PM)

* Incoming flow : 3.600 MLD in 16 Hours

> Flow / Hour = 3.6000 = 0.2250

16

Considering water supply from

* Outgoing flow : 3.600 MLD in 22 Hours

( 6 AM to 3 AM,)

> Flow / Hour = 3.6000 = 0.1636

22

Table 1 and show the compilation a for arriving at the capacity of the service reservoir

Capacity of service reservoir = maximum cumulative surplus + maximum cumulative deficiate

Maximum Surplus = 1.140 MLD

Maximum Deficiate = -0.008 MLD

Required capacity of = 1.148 MLD

Service reservoir

Require capacity of U/G Sump = 1.148 MLD

Capacity of Existing Sump = 0.00 MLD

Proposed capacity of U/G Sump = 1.148 MLD

Say = 1148000 Litre

RCC Underground Sump of 12.00 lacs litre capacity is proposed.



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TABLE - 1

SHOWING COMPUTATION FOR CAPACITY OF CLEAR WATER SUMP ATINDUSTRIAL AREA MEGHNAGAR

> Incoming flow per hour = 0.225 MLD

> Outgoing flow per hour = 0.1640 MLD

Period inHrs.

Water Outflow Water Inflow Cum.Deficiate /Surplus

HourlyDemand

Cum.Demand

HourlyPumping

Cum.Pumping

5:00 AM 0.000 0.225 0.225 0.2256:00 AM 0.164 0.164 0.225 0.450 0.286

7:00 AM 0.164 0.328 0.225 0.675 0.347

8:00 AM 0.164 0.492 0.225 0.900 0.408

9:00 AM 0.164 0.656 0.225 1.125 0.469

10:00 AM 0.164 0.820 0.225 1.350 0.530

11:00 AM 0.164 0.984 0.225 1.575 0.591

12:00 PM 0.164 1.148 0.225 1.800 0.6521:00 PM 0.164 1.312 0.225 2.025 0.713

2:00 PM 0.164 1.476 0.225 2.250 0.774

3:00 PM 0.164 1.640 0.225 2.475 0.835

4:00 PM 0.164 1.804 0.225 2.700 0.896

5:00 PM 0.164 1.968 0.225 2.925 0.957

6:00 PM 0.164 2.132 0.225 3.150 1.018

7:00 PM 0.164 2.296 0.225 3.375 1.0798:00 PM 0.164 2.460 0.225 3.600 1.140

9:00 PM 0.164 2.624 3.600 0.976

10:00 PM 0.164 2.788 3.600 0.812

11:00 PM 0.164 2.952 3.600 0.648

12:00 AM 0.164 3.116 3.600 0.484

1:00 AM 0.164 3.280 3.600 0.320

2:00 AM 0.164 3.444 3.600 0.1563:00 AM 0.164 3.608 3.600 -0.008

4:00 AM 3.608 3.600 -0.008



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CALCULATION OF CAPACITY OF ESR AT INDUSTRIAL AREA HEAD WORK

DEMAND : = 3.6000 MLD

* Water requirement 2041 AD considering 12hourspumping

from 6 AM to 3 AM(Next Day)

* Incoming flow : 3.6000 MLD in 22 Hours

> Flow / Hour = 3.6000 = 0.1636

22

Considering water supply from

* Outgoing flow : 3.6000 MLD in 20 Hours

( 6 AM to 1 AM,)

> Flow / Hour = 3.6000 = 0.1800

20

Table 1 and show the compilation a for arriving at the capacity of the service reservoir

Capacity of service reservoir = maximum cumulative surplus + maximum cumulative deficiate

Maximum Surplus = 0.008 MLD

Maximum Deficiate = -0.320 MLD

Required capacityof = 0.328 MLD

Service reservoir

Require capacity of ESR = 0.328 MLD

Capacity of Existing ESR = 0.00 MLD

Proposed capacity of ESR = 0.328 MLD

Say = 328000 Litre

A RCC ESR of 4.00 lacs litre capacity is proposed



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TABLE - 1

CALCULATION OF CAPACITY OF ESR AT INDUSTRIAL AREA HEAD WORK

> Incoming flow per hour = 0.164 MLD

> Outgoing flow per hour = 0.1800 MLD

Period inHrs.

Water Outflow Water Inflow Cum.Deficiate /Surplus

HourlyDemand

Cum.Demand

HourlyPumping

Cum.Pumping

5:00 AM 0.000 0.000 0.000

6:00 AM 0.18 0.180 0.164 0.164 -0.016

7:00 AM 0.18 0.360 0.164 0.328 -0.032

8:00 AM 0.18 0.540 0.164 0.492 -0.048

9:00 AM 0.18 0.720 0.164 0.656 -0.064

10:00 AM 0.18 0.900 0.164 0.820 -0.080

11:00 AM 0.18 1.080 0.164 0.984 -0.096

12:00 PM 0.18 1.260 0.164 1.148 -0.112

1:00 PM 0.18 1.440 0.164 1.312 -0.128

2:00 PM 0.18 1.620 0.164 1.476 -0.144

3:00 PM 0.18 1.800 0.164 1.640 -0.160

4:00 PM 0.18 1.980 0.164 1.804 -0.176

5:00 PM 0.18 2.160 0.164 1.968 -0.192

6:00 PM 0.18 2.340 0.164 2.132 -0.208

7:00 PM 0.18 2.520 0.164 2.296 -0.224

8:00 PM 0.18 2.700 0.164 2.460 -0.240

9:00 PM 0.18 2.880 0.164 2.624 -0.256

10:00 PM 0.18 3.060 0.164 2.788 -0.272

11:00 PM 0.18 3.240 0.164 2.952 -0.288

12:00 AM 0.18 3.420 0.164 3.116 -0.304

1:00 AM 0.18 3.600 0.164 3.280 -0.320

2:00 AM 3.600 0.164 3.444 -0.156

3:00 AM 3.600 0.164 3.608 0.008

4:00 AM 3.600 3.608 0.008



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DESIGN OF SUMP FOR 600000 LAKH CAPACITY:-

1.0 GENERAL DATA

1.1 Data Given by Owners :Capacity : 6.00 Lac Litres

Ground Level : 0.00 m

S.B.C. of Soil : 2.50 Kg/cm2

Type of Soil : Rock

Soil Investigation Report : By

Location of Site : NIMRANI

1.2 Design Considerations :CONTAINER : As per IS:3370(I & II) - 2002

STAGING : As per IS 456:2000 & IS 11682: 1985

DEAD LOAD : IS:875 (Part - I),1987

LIVE LOAD : IS:875 (Part - II),1987

WIND LOAD : IS:875 (Part - III),1987SEISMIC LOAD : IS:1893 (Part - I),2002

IS:1893 (Part - II), Proposed draft cod

IS 4326: 1993

1.3 Permissible Stresses :Grade of Concrete : M 300

Grade of Steel : Fe 500For calcualtions related to resistance to cracking (IS:3370)

Per. Stress in Concrete due to Direct tension = 15 Kg/cm2

Per. Stress in Concrete due to Bending = 20 Kg/cm2

For calcualtions related to Strength Calculations (IS:456)

Per. Stress in Concrete due to Direct tension, ct = 80 Kg/cm2

Per. Stress in Concrete due to Bending, cb = 100 Kg/cm2

Per. Stress in Steel due to Direct tension, st = 1300 Kg/cm2Per. Stress in Steel due to Bending :

On liquid retaining face of members = 1300 Kg/cm2

On-face away from liquid for member less then 225 mm = 1300 Kg/cm2

On-face away from liquid for member 225 mm or more = 1300 Kg/cm2



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Design of Top Dome:-

Internal Dia. Of top dome = 15.0 mHeight of top dome, H = 1.8 m

Dia. Of Openning at Top = 1.2 m

Assume Thk. Of Dome = 120 mm

Assume Live Load = 75 Kg/cm2

Assume Dead Wt. Of lentern at top (Point Load) = 650 Kg

Thickness of Plaster = 2.0 cm

Self wt. of Dome = 20/1000)*2500) = 300 Kg/m2

Surface Area, A = 2RH = 186.9 m2

Surface Area of open part, a = 2Rh = 1.1 m2

Total U.D.L. Load = 375 Kg/m2

((186.9-1.1)*375)= 69661 Kg

Wt. of open portion = 424.3 Kg

Radious of Dome at Support " R " = 16.53 m

=(((15.0/2)^2)+(1.8^2))/(2*1.8)

sin = ((15.0/2)/16.53)= 0.454

= 26.99*

sin = 0.036

= 2.08*

Cos = 0.999

Rise of Portion of Cut-off at Dome top " h " = 33.0 m OR 0.01 m

=((2*16.53)+(SQRT((4*16.53^2)-((4*((1.2^2)/4))))))/2)

Hoop Compression due to U.D.L. = WR(-1+cos+cos2)/(1+cos)

Hoop Tension due to Point Load = W/(2rsin2)

Meridional Thrust due to U.D.L. = WR/(1+cos)

Meridional Thrust due to Point Load = W/(2rsin2)

Hoop & Meridional Thrust due to Combine loads.

Hoop ten. DueTotal Total

Meri.Thrust Meri.ThrustAngle

Hoop Comp.



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Hoop Stress Without Live Load:-

Degree Kg Kg Kg2.08 2474.7 -4748.7 -2274

20.00 2102.7 -53.5 2049

30.00 1636.6 -25.0 1612

26.99 1796.0 -30.4 1766

Max.Maridonal thrust = 7848 Kg/m Length of the latitude

Max.Hoop Tension = 2274 Kg

Unit Compressive stress = 6.54 Kg/cm Safe

=7,848/(120*100/10)

Area of steel Reqd. for hoop tension = 1.75 cm2

=2,274/1300

0.15% steel add for temp. etc = 1.80 cm2

Total steel reqd for hoop tension = 3.55 cm

Provided dia. Of bar = 10 mm

Required spacing = 221 mm C/C

Max. Spacing = 250 mm C/C

Provided 10 mm at 180 mm C/C on both direction

Total Wt. of dome = 64181 Kg

=((186.9-1.1)*(120/1000)*2500)+((186.9-1.1)*(2/100)*2100)+650

TotalAngleHoop Comp.

Due to U.D.L.

Hoop ten. Due

to P.L.

Design of Top Ring Beam:-



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Depth of Beam = 40 cm

Width of beam = 40 cm

Plaster Thickness = 2.0 cm

Internal Dia of Beam = 15.0 m

Mean Dia. = 15.2 m

Max.Thrust at spring of the dome = 3307.3 Kg/m

Angle of thrust with horizontal = 26.99*

Horizontal Component of Thrust, P = 2947.0 Kg/m

=3,307.3*COS(26.99*3.14/180)

Vertical Component of Thrust = 1501.0 Kg/m=3,307.3*SIN(26.99*3.14/180)

Hoop tension coused by Thrust = P x r = 22398 Kg=2,947.0*(15.2/2)

Area of Steel Required = (22,398/1300)= 17.23 cm2

Provided 16 mm 10 Nos steel barsArea of Steel Provided = 20.11 cm

2

=3.14*(16/10)^2*10/4

Stress in Concrete = 12.52 Kg/cm Safe

Wt. of Concrete = 19101 Kg=((40/100)*(40/100)*2500*(2*3.14*15.2/2))

Wt. of Plaster = 802 Kg

Total Wt. of Beam = 19903 Kg

Design of Cylindrical Container :-



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Ht. of Cylindrical Wall = 3.5 m

Internal Dia. of Cylinder = 15.0 m


Perm. Stress in Steel = 1300 Kg/cm

Density of Liquid = 1000 Kg/m

Pressure on wall, P = w x h

Hoop Tenson on Wall, T = P x r

Required Area of Steel, Ast = T / Stress

Tensile Stress in Concrete, tc = T / (Ac + M Ast)

Calculation of Forces & Steel

Bar dia. Spacing

m Kg/m2 Kg/m cm2/m Ht. mm cm/m cm/m m2/m Ht cm Kg/cm2

1 0.5 500 3750 2.88 10 27.2 8 9.82 20 1.79

2 1.5 1500 11250 8.65 10 9.1 8 9.82 20 5.38

3 2.5 2500 18750 14.42 12 7.8 5 22.62 20 8.47

4 3.5 m 3500 26250 20.19 12 5.6 5 22.62 20 11.86

Safe

Min. Steel Required = 0.27% of C/s Area = 5.43 cm /m Safe

=(0.27/100)*20*100

Sample Calculation :

Calculation for Segmnt No. 2

Pressure on wall, P=1000*1.5= 1500 Kg/m

Hoop Tension, T=1500*15.0/2= 11250 Kg/m

Required Steel Area, Ast =11,250/1300= 8.65 cm /m Ht.

Req. Steel Spacing =3.14*((10/10)^2)/4)*100/(8.65)= 9.1 cm/m

Provided Seel Area =(3.14*(10/10)^2/4)*100/8= 9.82 cm /m Ht.

Tensile stress in concrete =(11,250/((20*100)+(9.4*9.82))) 5.38 Kg/cm

Avg. Thickness of wall = 20 cm

Tensile stress

in concrete

Required SteelHt.of

Wall

Seg.

No.

Provided

Spacing

Thick.

of Wall

Provided

Steel

Pressure

P

Hoop

Tension,T

Steel

Reqd.



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Design of Raft :-

Depth of Beam = 40 cm

Width of Beam = 60 cm


Internal Dia. Of Beam = 15.0 m Ref. 5

Mean Dia. = 15.3 m

Modular Ratio = 9.4 Ref. 1.3Vertical Component of Top Dome = 1501 Kg/Unit Length Ref. 3

=3,307*SIN(26.99*3.14/180)

Self Wt. Of R.B.at Top of Cylindrical Container = 417 Kg/Unit Length Ref. 4

=(19,903)/(2*3.14*15.2/2)

Load due to Cylindrical wall = 1900 Kg/Unit Length Ref. 5.2

=(90,115)/(2*3.14*15.10/2)

Self Wt. of Ring Beam = 1050 Kg/Unit Length

=(40/100)*(60/100)*2500

Total Vertical Load ,W = 4867 Kg/Unit Length

2950 Kg/m2 = 2.95 T/m2

1 T.M

Perm. Stress in Steel = 1300 Kg/cm2 Ref. 1.3

3 cm2Provided steel 10mm dia @ 150mm c/c

BAS EPRESSURE

BENDING MOMENT =

Area of steel requird =



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1.1

4 Lac litres

25 T/m2

1.2

Design is based on provision of IS:3370 (I and II)-1965

STAGING :

39 m/sec

1

1 for level sitek1.k2.k3.Vb as tabulated below

k2 Vz P

m m m/sec kN/m^2

0 to 10 1.00 39.00 912.60 987.86

10 to 15 1.05 40.95 1006.14

15 to 20 1.07 41.73 1044.84

20 to 30 1.12 43.68 1144.77

30 to 50 1.17 45.63 1249.26

III

1.3

Container Shape : Intze

Capacity of container 4 Lac litre

400 cum

Enter Dia of cylindrical part D 9.90 m

Enter the height of cylinder h 4.10 menter the depth of conical dome ho 2.00 m

Dia of bottom dome Do 5.00 m

Enter rise of top dome h1 1.30 m

Enter the rise of bottom dome h2 0.50 m

capacity of tank v1 405.93

DESIGN OF INTZE TANK 400000 LAKH LITRES

Design p

average

Height

SEISMIC ZONE :

TYPE OF FOUNDATION : SOLID / ANNULAR RAFT

GENERAL DIMENSIONS :

LIVE LOADS :

WIND LOADS :

k1 Risk Factor =

IS : 875-(Part II), 1987

IS : 875-(Part III), 1987

S.B.C. of Soil :

Soil - Investigation Report :

DESIGN CONSIDERATIONS :

Staging and foundations are designed as per provisions of

IS:456 and SP-16.IS : 875-(Part I), 1987

1.0 GENERAL DATA

DATA Supplied by the Owners:

CAPACITY :

DEAD LOADS :

CONTAINER :

Design wind pressure P = 0.6 X Vz2

kN/m2

= as listed below

Vz Design velocity =

IS : 1893 - 1975

for 50 Year Life-Span Table I

k2 Terrain Factor for Terrain Cat. 2A as tabulated below Table 2

k3 Topography Factor =

SEISMIC LOADS :

WIND LOADS :

Basic wind speed Vb =



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3.1w = DL+LL 366.60 kg/m2

R = 10.07 m

h = 0.40 m

r = 4.95 m

cot 1.77

cot 1.7675

Tension T = w R h (cot+ cot ) = 6256.09 kg

As 417.07 mm2

dia. 16 mm

no. 12

Ast prov 2412.74 mm2

Concrete area Ac = T/12 - 12 As 231.81 cm2 W2 9484.275 Kg

req depth 152.2536 mm

provided depth 300 mm

width 400 mm

dia of stirrups 10 mm spacing 200 mm c/c Asv 89 mm2

Provide10 mm 2 legged stirrups at 200 mm c/c

3.2

Outer radius ro 5.05 m

thickness of wall t 20 cm

projection of beam along width 200.00 mm

projection of beam laong dpeth 100.00 mm

Radius @centre of projection 4.95

rc = ro - t/2 4.95 m

Vol.of concrete = 2rcbd 3.73 cumVol.of water displaced 3.73 cum

Plaster area on ring ri =2rm.a 4.40 m

rm = ri +b sin/2 4.47 m

Plaster on face of ring

Area = 2rm.b 11.24 m2

3.3

Provide concrete : M 30 mix

Overall size of beam width 400 mm

depth 300 mm

Reinforcement : Hoop reinforcement = 16 mm dia. 12 nos.

Stirrups 10 mm dia bars at 200 mm c/c

Summary : Roof ring beam

(1- 0.018833 r cot )

Displacement of water by rings

Hoop tension in ring beam :

Design of Roof Ring beam

CYLINDRICAL WALL



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4.1

Radius of cylindrical part = 5.05 m rob = 5.05 m

angle of inclination = 90.00 ro = rob +(H-h)cot 5.050062832

cot 0.0000 rm = ro - t cosec200

cosec 1

height of cylindrical part = 4.10 m

segment no. height h dh try t radius Total Reqd As provide dia no. area reqd Ac reqd t

rm T1 T2 T

m m cm m kg kg kg cm2 mm cm2 cm2 cm m3 m2

1 0.5 1.0 20.00 4.96 2480.00 0.04 2480.04 1.65 12 2 2.26 179.53 20.00 6.23 30.35

2 1.5 1.0 20.00 4.96 7440.00 0.04 7440.04 4.96 12 5 5.65 552.15 20.00 6.23 30.35

3 2.5 1.0 20.00 4.96 12400.00 0.04 12400.04 8.27 12 8 9.05 924.76 20.00 6.23 30.35

4 3.5 1.0 20.00 4.96 17360.00 0.04 17360.04 11.57 12 11 12.44 1297.38 20.00 6.23 30.35

5 4.5 1.0 20.00 4.95 22275.00 0.04 22275.04 14.85 12 14 15.83 1666.25 20.00 6.22 30.35

Total volume of concrete 31.15

Total area of plaster 151.74

Sample calculation :

Take segment no.2 located between levels 1.0 m and 2.0 m from FSL

t = 20.0 cm

ro = rob +(H-h).cot/2

rm = ro - t cosec200 4.96 m

T1 = 1000.h.r.cosec2 7440 kg

T2 = 2500.t.r.cot.cosec 0.0433 kg

Total hoop tension = T1 + T2 7440.04 kgArea of hoop Reinf. Reqd. = T/1500 4.96 kg

Provide 12 d ia bars 5 nos. Area 5.65 cm2

Ac = T/12 - 12.As 552.15 cm2

t reqd. = Ac / 100. cosec 20.00 cm

Concrete volume = 2..dh.t,rm.cosec 6.23 cum

Plaster area = 2..ri.dh.cosec 30.35 sq.m

4.2

t = thickness of the section 20.00 cm

p = % reinforcement required for tor steel it is = (115-t)/437.5

Ast = p.b.t where b = 2rm, Ast = 6.28 rm t.(115-t)/437.5

d = dia.of bar

N = no.of bar = 400 As/d^2

for section thicker than 45 cm, p = 0.8 x 0.2

seg. t p rm b As dia no. req no.prov. spacing Ast.prov.

No cm % m m cm2 mm Nos Nos mm cm2

1 20.00 0.22 4.96 31.16 135.34 10 172 180 340 141.37

2 20.00 0.22 4.96 31.16 135.34 10 172 180 340 141.37

3 20.00 0.22 4.96 31.16 135.34 10 172 180 340 141.37

4 20.00 0.22 4.96 31.16 135.34 10 172 180 340 141.37

5 20.00 0.22 4.95 31.10 135.07 10 172 180 340 141.37

4.3

1 Weight of concrete of container :

Wt.of concrete of Vol.= vol.of conc x 2500 77880.08 kg

2 Weight of plaster on water face :

Unit wt. Of plaster 2 cm thick = 0.02 * 2080 41.60 kg/m2

Weight of plaster = area of plaster x unit wt 6312.34 kg

3 Weight of water on inner face of container :

External dim.of cylinder ro 5.05 m

Height H 4.10 m

Volume of cylinder = r^2*H 328.49 cum

Deductions:

vol.of concrete 31.15 cum

vol.of plaster 3.03 cum

vol.of ring beam 3.73 cum

Total deductions 37.92 cum

Net vol.of water on intrados : 290.57 cum

Design of cylindrical wall

Meridional stresses :

Area pf

plastervol. Concrete

hoop Tension

Temperature and shrinkage reinforcement


4 .4 Verti cal loads t rans fer red through wall :

W1 = Wt. Of roof dome 23980.82 kg



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g

W2 = wt.of roof ring 9330.53 kg

W3 = wt.of container concrete 77880.08 kg

W4 = wt.of container plaster 6312.34 kg

W5 = wt.of water 290566.69 kg

W = Total weight at bottom section 408070.46 kg

Meridianal stress :rmb = mean radius @ bottom = rob - t cosec 4.97 m

V = vert. Load per unit perimeter = W/2rmb 13054.56 kg/m

F = meridianal thrust = V cosec 13054.56 kg/m

fc = meridianal comp. Stress = F/100t 6.53 kg/cm2

Fc = permissible comp stress for M200 concrete = 50

OK

4.5

Dimensions:

Outer radius at top 5.05 m

Outer radius at bottom 5.05 m

Thickness and reiforcement :

seg. No h top thickness

m cm dia. no. dia. no.

1 1 20 10 2 10 180

2 2 20 10 5 10 180

3 3 20 10 8 10 180

4 4 20 10 11 10 180

5 5 20 10 14 10 180

hoop rei nfor cement Meri. Reinfor cement

Summary


Design of bottom ring beam



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5.1 Loads on ring beam

1 Load due to top dome = Meridional thrust x sin 9.4 kN/m

2 Load due to top ring beam = bd*25 3 kN/m

3 Load due to cylindrical wall = 10.25 kN/m

4 Self weight of ring beam

Assuming size of beam b = 0.4 m

d = 0.6 m 6 kN/m

Total vertical load = 28.65 kN/m

Horizontal force H = V cot 35.1 kN

Hoop tension due to vertical loads = Hg = H.D/2 71.955 kN

Hoop tension due to water pressure = Hw = h d D/2 121.77 kN

Total hoop tension = Ht = Hg+Hw 193.725 kN

Ast = Ht/150 1291.5 mm2

Enter the dia.of bars 20 mm

No. of bars 5 no.

Ast provided = 1571 mm2

Stirrups: dia = 10 mm spacing = 200 mm c/cAsv = 88.63 mm2

Area of concrete required = T/1.2 - 12 Ast 142585.5 mm2

Ac provided = 240000 mm2 Ok

5.2

Outer radius ro = 5.05 m

thickness of wall t = 20.00 cm

projection of beam along width = b-t 0.20 m

Radius @centre of projection = ro-t/2 = 4.85 m

Vol.of concrete = 2rcbd 7.32 cum

Vol.of water displaced = 7.32 cum

Plaster area on ring ri = 4.65 m

rm = ri +b/2 4.85 m

Plaster on face of ring 6.1 m2

5.3 Summary: Bottom ring beam:


Overall size of beam width 400 mm

depth 600 mm

R i f t H i f t 20 di 5

Displacement of water by rings

Design of bottom ring beam

Design of Bottom Dome



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6.1 Geometry

Let r = Mean radius of the staging 2.725 m

Outer radius of conical part at bottom =rob = 3 m

at the level of finished tank bottom

tw = thickness of container wall at bottom 22.50 cm

h = rise of bottom dome w.r.t. plane of intersection 0.50 m

tb = thickness of bottom-dome 15 cm

other dimensions are derived either geometrically or graphically

6.2 Levels: G.L. = 0 m

Low Supply Level L.S.L. = 15.65 mStaging-Container junction = = 15.08 m

Roof-Container juction and FSL = = 21.75 m

Staging -Bottom dome juction = 15.08 m

6.3 List of Radii(r), Relative rise (h) and spherical Radii of various surfaces

of the bottom dome are listed below:

S.N. Description r h R unit

1 Dome Center-line 2.725 0.50 7.68 m

2 Water-face of dome 2.725 0.43 8.95

3 Dome Soffit 2.725 0.58 6.74

6.4 Properties of Centroidal surface :

a) Radius of springing circle r1 = 2.7 m

b) Rise of dome w.r.t.intersection h1 = 1.75 m

c) Spherical rad. R = h/2 + r^2/2h

= 2.00/2 + (4.05^2/2*2.00)

d) Sinr1/R1 = 4.05 / 5.10 = 0.36

e)Angle 1 = 20.79 deg.

f) Tan1 = 0.38 Cot1 = 2.6333

g) x = Angle at junction of shaft intrados = sin-1

[(r1-ts/2)/R1]

sin-1

[(4.05-0.075)/5.10] 20.00 deg.

h)A1 = Area of dome at C/L = 2

R1

2

(1-cos

x) -

(1.12)

2

A1 = 2 (5.10)2(1-cos 51.2) -(1.12)

218.38 sq.m

I) Wt.of concrete of bot. Dome W8 = 25 x 15 x 57.09 6892.37 kg

6.5 Properties of water-face

a) Dist.from Centroidal surface = tb/2 + 2cm 9.5 cm

b) Spherical Radiuas at water-face = R1+0.095 = R2 = 7.77 m

c) Let distance of waterface from pt. Of intersection be = 35.33 cm

d) Effective rise of waterface = h2 = h1+ 0.095 - 0.113 0.24 m

e) Rad.of circle of waterface = sqrt(h2.(2R2 - h2))

1.92 m

f) Vol.of water displaced by bottom dome = h2.(3r22+h2

2)/6

22.93 cumg)A2 = plaster area = 2.R2.h2 - (1.02)

28.53 m2

h) Wt.of plaster W9 = 0.02x2080(53.59) 354.94 kg

6.6 Determination of dead storage :

Dead storage is formed in the annular space between LSL and bottom of

the tank fromed by combination of horz.conical & spherical faces.

Design of Bottom Dome

6.7 Water load on bottom dome :

Water in cylinder of radius r2 = r22H =



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Water in cylinder of radius r2 .r2 H

3.14 x 4.052

x 8.61 394.33026 cum

Deduct : Water displaced by the stair shaft = 0.39 cum

Water displaced by the bottom dome = 22.93 cum

Net volume of water = 371.01 cumWater load on bottom dome = 1000 x volume 371008.45 kg

6.8 Loads on bottom dome :

A. U.D.L. : 1. Self wt. = 25 x 15 = 375 + fin. 41.6 416.60 kg/cm2

2. Water 371008.45 kg

Effective area of dome = Total dome area - Area under shaft

Area = 8.53 sqm

Intensity of water loading = W / Area 43482.74 kg/m2

3 Udl when the tank is full = SW +water load 43899.34 kg/m2

4 Total udl = w.A 374563.01 kg

B Concentrated load

Conc. Load due to stair shaft = 1033.08 kg

Add incidental load , ladder = 500.00 kg

Total concentrated load = 1533.08 kg

C Total laod on Bottom - dome

Concentrated W = 1533.08 kg

UDL = 374563.01 kg

Total Load = 376096.09 kg

6.90 Membrane stresses :

A Meridianal Comp. Stress : fM

fM1 due to UDL = w.r / ((1+cos))100.t)w at tank full = 43899.34 kg/m2

B Hoop stress:

T1 = Hoop Tension due to Concentrated Load W = W/ [2..R.sin2]

T2 = Hoop Comp.due to udl = [w.R.( -1+cos + cos2)] / (1 + cos)

6.1 Design for Hoop Tension for Tank Empty condition : ( w = 416.60 kg/m2)

seg r sin cos Tension Comp. Resultant Avg.T As=F/1500 Provide Hoop Reinf. Area

r/R T1 T2 T=T1-T2 x width cm2 dia no. cm2

m kg/m kg/m kg

1 1.02 0.1313 0.9913 1822.39 1583.58 238.81

2 1.17 0.1506 0.9886 1385.06 1572.44 -187.37 7.72 0.01 8 10 5.03

3 2.46 0.3166 0.9486 313.31 1409.40 -1096.09 -192.52 -0.13 8 Compressi Compression

4 3.75 0.4826 0.8758 134.83 1109.58 -974.76 -310.63 -0.21 8 Compressi Compression

6.11 Design for Hoop Force for Tank Full condition : (w = 12966.41 kg/m2)

r Tension Comp. Net Comp. Avg. C Stress =

T1 T2 T2 -T1 x width C/100.b.t

m kg/m kg/m kg kg kg/cm2

1 1.02 1822.39 166870 165047.59

2 1.17 1385.06 165696 164310.91 49403.78 32.94

3 2.46 313.31 148515.5 148202.15 46876.96 31.254 3.75 134.83 116922.8 116787.95 39748.51 26.50

6.12 Reactions on circular ring :

a) Vertical reaction V = W8/2..r1



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)

21966.07 kg/m

b) Horiz. Reaction H = V.cot1 = 31991.77 x 0.7656 57842.32 kg/m

c) Hoop Tension F2 due to H = H x r1 = 157620.31 kg

d) Hoop Comp. F1 due to Conical dome = 93123.655 kge) Resultant Hoop Force is compressive C = -64496.657 kg

6.13 Reinforcement in Bottom - Dome :

Provide Temp. & Shrinkage reinf.

pt = 0.23

As required = 3.43 cm2

Provied 10 mm dia bars at 220 mm c/c

Ast provided = 3.57 cm2

6.14 Formwork for Botom-Dome :

Level at which spherical forms starts : 15.045 m

6.15 Summary


Thickness = 15 cm

Reinforcement 10 mm dia bars at 200 mm c/c both ways

7.1 T1 = Mreidianal compressive stress from cone = 27.73 kg/cm2

T2 M i idi l f b d 32 94 k / 2

Design of bottom circular girder



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T2 = Maximum meridianal stress of bottom dome = 32.94 kg/cm2

= Angle of cone = 39.23 deg.

Angle of bottom dome = 20.79 deg.

0.774661

Horizontal thrust on circular girder = f1.t cos -f2.t cos

H = -3221.93 kg/m

Vertical load on beam per meter run = f1.t.sin +f2.sin

V = 52611.67 kg/m

Section of 60 cm x 75 cm is assumed for the beam

width = 45 cmdepth = 100 cm

Self weight of beam = 1125 kg

Total load per meter run = w = 53736.67 kg

No. of columns for support = 8 nos.

Col. Dia = 45 cm

r = 2.725 m

= Half the angle subtended by consecutive columns at centre of trestle = /N

= 0.39 22.5 deg.

cos = 0.9239

sin = 0.3827tan = 0.4142

Udl w = W / 2..r = w= 3138.52 kg/m

7.2 Moments:

B.M. at support Mo = -w.r2.(1 - cot )

Mo = -1210.5 kgm

B.M. at mid span M = w.r2.( /sin - 1)

M= 609.95 kgm

Maximum torsional moment occurs at point of contraflexure, which is given bysin= (1/) (sin2 + cos.sqrt.(

sin2))

sin(1/0.39)*((0.3827)2+ 0.9239xsqrt((0.39)2 -(0.3827)2 0.58 0.62 35.47

0.17 2 = 0.17 9.53

T = Maximum Torsional Moment = w.r2.( - +coscotsin)

T = -91.9572 kgm

T2 = 91.96 kgm

S.F.at support = 0.5 x 2412.75 x 4 x4 4929.97 kg

Effective depth required = sqrt(2055 x 100)/(50 x14.11) 51.95 cm

Provide overall depth t = 100 cm

Effective depth = 96 cm

Area of steel required = 2055.55 x 100 33.36 cm2

0.84 x 94 x 50

P id di f b 25 N f b 7

Design of staging



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8.1 Vertical loads :

S.N. Tank Element Load

W1 Roof Dome 23980.82 kgW2 Roof Ring (Deduct 160 for plaster) 9330.53 kg

W3 Container Concrete (cylindrical part) 77880.08 kg

W4 Cylindical part plaster 6312.34 kg

W5 Conical wall concrete 290566.69 kg

W6 Conical wall plaster 607.10 kg

W7 Bottom ring beam 15448.80 kg

W8 Bottom dome concrete 3554.562309 kg

W9 Bottom dome plaster 527.4376908 kg

W10 Stair shaft (Conc. + plaster ) 22630.00 kg

Less stair cut - out 416.6 x .r2

0.00 kg

W11 Bottom Ring 17662.50 kg

W12 Total Wt.of container 468500.86 kg

W13 Water gross capacity 405931.21 kgW14 Total wt. Container full 874432.07 kg

W15 Self weight of column-bracing = 92106.30 kg

W16 Total load at staging bottom

Tank Empty 560607.16 kg

Tank Full 966538.37 kg

8.2 Design of column :

Assuming size of column 45 cm dia.

Height of column = 16 m

no. of columns = 8

Self weight of one column = 6361.73 kg

Assuming size of bracing b = 35 cm

depth d = 60 cm

no. of bracing = 3 intervals= 5 m

loads of brace on column = 4 x 0.35x 0.6 x /12 x 2500 8242.50 kg

Total load of all columns and bracing = 92106.30 kg

Load on each column when the tank is empty: 73166.83 kg

Load on each column when the tank is full : 87473.56397 kg

c.g.of container =Element Area Dist.fro AY

Dia of cylindrical part D 9.90 m bottom

Height of cylinder h 4.10 m top dome 8.78 7.53 66.11

Depth of conical dome ho 2.00 m Cyl. Wall 40.59 5.05 204.98

Dia of bottom dome Do 5.00 m Cone 22.35 1.66 37.20

Rise of top dome h1 1.30 m sum A = Sum AY =

Rise of bottom dome h2 0.50 m 71.72 308.28

Height of staging 16.00 m Y = Sum AY/ Sum A = 4.30 m

Bottom circular girder

width b 0.45 m

depth d 1.00 m

c.g. of container = 4.30 m

depth of foundation 3 m

8.3 Wind load analysis:

Intensity of wind = 150 kg/m2

Reduction factor = 0.7

Wind forces on different elements

Element wind force distance Moment at the base of

kg from base column due to wind

M = Total horizontal wind force x height of column betn braces /2

M = 14294.89 x 4 / 2 = 34656.56 kgm

Moment in each column at base = 28589 78 / 12 = 4332 07 kgm



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Moment in each column at base 28589.78 / 12 4332.07 kgm

Vertical load in column due to wind is given by Mr

r2

r2

= 31.66 kg

Max. vertical load in remotest column due to wind = 154950.18 x 6.5/56.41

V1 = 15172.82 kg

Max. vertical load in column 2 = 154950.18 x 6.50

sqrt (2) x 56.41

V2 = 10728.80 kg

Max. vertical load in column due to dead load and wind load =

V = 136235.11 + 8927.22 = 102646.38 kg

Axial laod = 102646.38 kg 1026.46 kN

Moment = 4332.07 kgm 43.32 kNm

8.4 Analysis for seismic loads :

1 Seismic co-efficients:

Using IS 1893 : 1984 , and adopting Response spectrum method

Seismic Zone Factor for zone 3 0.08 from table 2 IS 1893

Importance Factor 1.5 from table 4 IS 1893

Soil foundation factor 1 from table 3 IS 1893

Horizontal seismic co-eff.o = Fo.I..Sa/g

0.3.Sa/g

2 Stiffness of column-bracings :

The horizontal force due to earthquake is assumed to be acting

at the c.g. of the container. The columns act as elastic cantilever.

K = 3 E.I / L3

E = 5700 x sqrt(fck) where fck = 30 N/mm2

E = 312201.8578 kg/cm2

I of column = .d4/64 201288.959 cm

4

I of all the columns = no.of col.x I of 1col.= 1610311.672 cm4

I of bracinng =n. b.d^3/12 15120000 cm^4

L for col.= 16 m L for brace = 2.09 m

K = 3 E.I / L3 of col. 368.22 kg/cm K of brace = 112918815.9 kg/cmK total = 112919184.08 kg/cm

3 Period of vibration T :

T = 2..sqrt(W/k.g) = sqrt(W) /((sqrt(k.g)/2.)

sqrt.(k.g)/2.sqrt(24899681.27 x 981)/(2 x 3.14) 52971.04

sqrt(W)/278.16

4 Seismic forces : Tank full unit Tank empty

1 Weight of container 468500.86 kg 468500.86

2 Wt.of column bracing = 1/3 of total wt of 30702.10 kg 30702.10

column and bracing

3 Weight of water = 405931.21

4 Total equivalent load = 905134.17 kg 499202.96

5 sqrt (W) 951.39 706.54

6 T = sqrt(W/24874.34) 0.02 sec. 0.01

7 From fig. 2 of IS, Sa/g 0.25 0.25

8 Seismic co-efficient = 0.3 x Sa/g 0.075 0.075

9 Horizontal force = W x co-eff. 67885.06 kg 37440.22

Axial load on one column = 1026.46 kN

Moment = 43.32 kNm



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Design of coluumn and bracing is done as per limit state method

so multiplying the load and moment by factor of safety = 1.5

Design axial load = Pu =1.5 x 505.73 1539.70 kN

Design moment =Mu = 1.5 x 32.46 64.98 kNm

Dia of column = 450 mm fck = 30 N/mm2

Assuming 50 mm cover and 25 mm dia bars

d' = 50 +12.5 = 62.5 mm

d'/D = 62.5 / 450 = 0.14

Pu/fckD2

= 505.73 x 103/ 30 x 450

2= 0.25

Mu/fck D3

= 66.6 x 106/(30 x 450

3) = 0.0238

Reffer chart 61 of SP 16, value of p/fck = 0.02

p = 0.1 x fck = 0.1 x 30 = 0.6

As = p D2/4 = 1.64x 3.14 x 600

2/400 = 954.3 mm

2

Enter the dia of bars to be provided = 25 mm

No.of bars = 12stirrups :

Dia.of stirrups = 10 mm

spacing = 200 mm

Asv = 99.71 mm2

8.6 Design of bracings

1

Moment in brace = 2 x moment in column x cos 15

= 2 x 66.6 x cos 15 120.07 kNm

Section of brace

width b = 350 mm

depth D = 600 mm

Effective depth = D -cover cover = 50 mm

d = 550 mm

Moment of resistance of the section = 0.138.fck.b.d2

fck = 30 N/mm2

M.R. = 0.138 x 30 x 350x (550)2

= 438.3225 Nmm

Mu/bd2

= 193.0 x 106

/ 600 x (550)2

= 1.13

Enter the value of pt from SP:16 table 4 0.303

Area of steel required = pt x b x d /100 583.28 mm2

Ast reqd. = 0.314 x 600 x 550 /100

Enter the dia of bars to be provided = 20No. of bars required = 6

Actual area of steel = 1884.96 mm2

Provide 4 bars of 20 mm dia at top.

2 Shear design :

Length of brace = L = 2 x mean radius of staging x sin 15

L = 2 x 4.05 x sin 15 = 2.09 m

Maximum shear force in brace = M /(L/2)

Max. S.F. Vu = 193 /(2.91/2) = 115.14 kN

v = Vu / bd = 184.12 x 103

/ 600 x 550 0.60 N/mm2

pt = 100 As / bd = 100 x 1206.37/ 600 x 550 =

0.98

c from IS 456 table 19 = 0.456 N/mm

2

Vus = (v -c) x bd = (0.56 -0.37)x600x550 = 27.36 kN

Assume dia.of stirrups = 10 mm

leg = 2 Asv = 157.1 mm2

Spacing of stirrups = sv = 0.87 fy Asv d/Vus

sv = 0.87 x 415 x 100.5 x 550 / 33.64 x 103

180 mm

Provide spacing = 180 mm

8.7 Summary: staging

Columns:



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No. of column: 8

Dia.of column: 0.45 m

Bar dia. = 25 No.of bars = 12

Stirrups dia = 10

Spacing of stirrups = 200 mm

Bracings :

No.of brace = 24

Length of one brace = 2.09 m

Dia.of bars = 20 mm

No.of bars = 6

Dia.of stirrups = 10 mm

Spacing = 180

9 1 Preliminary design :

Design of Annular raft :



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9.1 Preliminary design :

Total load on raft = 966538.37 kg = 966.54 T

SBC = 25 T/m2

Area of footing required = 38.66 m2

A = D2

/ 4 so, dia required = 7.02 m

Provide dia of raft = 12 m

9.2 Dimensions :

Outer radius a = 6 m

Mean radius b = 2.725 m

Inner radius c = 0 m

Area of raft = .(a2

- c2) = (5-0) = 113.10 m

2

Distance of C.G.from center = x' = 2.(a3-c

3)

3.(a2-c

2)

x' = 2.(5.0-0) 4.00 m

3.(5.0-0)

I = (a4-c

4)/4 = (5-0)/4 = 1017.88 m

4

Z = (a4-c

4)/4a = (5-0)/4*5 = 169.646 m

3

9.3 Design loads : Tank full Tank Empty

1 Dead Loads 966.54 T 560.6072

2 Add self weight

Assume thickness of raft = 1 m

s.w. = A*t*(2.5-1.5) =132.72 x 0.6 x(2.5 - 1.5) 113.10 T 113.10

3 Total load on bedding concrete = 1079.64 T 673.70

4 Design moment = 1581.64 Tm 872.31

9.4 Check pressure on bedding concrete :

1 p1, due to W = W/A 9.55 T/m2

5.96

Permissible = 25 T/m2

25

2 p2, due to M = M/Z 9.32 T/m2

5.14

3 Max. pressure = p1+p2 = 18.87 T/m2

11.10

Permissible = 1.5 x 15 = 37.5 T/m

2

O.K4 Min. presssure = p1-p2 = 0.22 T/m

20.81

No Tension

9.5 Stability checks :

1 Check for overturning : Tank Empty

1) Overturning Moment at bedding concrete M = 902.26 Tm

2) Critical Overturning moment = 1.4 M 1263.17 Tm

3) Stabilising force = Dead weight of tank empty = 560.6072 T

4) Lever arm for stabilising force = radius 'a' of raft = 6 m


5) Critical stabilising moment = 0.9.dead wt.x a = 3027.279 Tm

should be gretater than 1.4 M O.K.

This satisfies Clause No.20.1 of IS:456-2000.



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2 Check for sliding : Tank Empty

1) Horizontal force causing sliding H = 37.44 T2) Stabilising Vertical force = W = 560.61 T

3) Co-efficient of friction = = 0.5

4) Critical stabilising force = 0.9..W = 252.27 T

5) Factor pf safety against Sliding = 0.9..W / H should be > 1.4 6.74 O.K.

6) This satisfies clause No.20.2 of IS:456-2000.

a= 6 b= 2.725

k = r/a B = b/a = 4.05 / 6.5 = 0.45

p = 9.55

q = 9.32

9.6 Moment calculation :

Mr,M Radial B.M. For Rb (Effect of W)

Mr = (W/8*)*(2*ln(a/r)+(b/r)^2-(b/a)^2)+(3*p/16(r^2-a^2)), where p=(w/(a^2))Mr = c1 ( k

2+ 2B

2/3k

2- 4lnk/3 - c3 )

where c3 = 1+2B2/3 = 1 + c4 = c3 = 1.14

c4 = 2B2

/ 3 = c4 = 0.14

M

= (W/8*)*(2*ln(a/r)+2-(b/a)^2-(b/r)^2)+((p/16)*(r^2-3*a^2)), where p=(w/(

a^2))

M = c1 ( k2 - 2B2/k2 - 4 ln k + c6) /3where c6 = 1 - 2 B

2= c6 = 0.59

Mr,M Radial B.M. For R


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M=((p*a^2)/48)*(k^3-(5/3)k^2)-(q*a/8)*(B^4+B^2*2-3)*k/3, where p=(4*M/(a^3)),q = M/(pi()*b^2)M = -c7.k2(1-0.6k)/3 -c8.c9.k/3

Mr,M Radial B.M. For R>b (Effect of M)

Mr =(-(c7)*(k(1-k^2)-(q*a/8*k^3)*(B^4(k^4-1)+B^2*2(k^2-1)*k^2), where p=(4*M/(a^3)),q = M/(pi()*b^2)Mr = -c7.k(1-k

2) - c8( k (c9+3) - 2B

2/k - B

4/k

3)

M =(-(c7)*(k^2(1-0.6*k)/3-(c8*(k*(c9+3/3)-2*B^2/k+B^4/k^3), where p=(4*M/(a^3)),q = M/(pi()*b^2)Mq = -c7.k2(1-0.6k)/3 - c8.(k(c9+3)/3 - 2.B2/k + B4/k3)

Radius k = r/a Effect of W Effect of M 3/4(Mrw+Mrm) Design Mr 3/4(M + Mm) Design Mr Mr M Mr M

for rb 0.00

2.725 0.45 45.45 37.51 46.17 17.84 68.71 68.71 41.52 41.52

3.225 0.54 26.26 37.15 27.16 18.67 40.06 40.06 41.86 41.86

3.725 0.62 13.86 34.79 15.12 17.14 21.74 21.74 38.95 38.95

4.225 0.70 5.96 31.81 7.28 14.83 9.93 9.93 34.98 34.98

4.725 0.79 1.32 28.80 2.39 12.32 2.78 2.78 30.84 30.84

5.225 0.87 -0.77 26.06 -0.14 9.88 -0.69 -0.69 26.95 26.95

5.725 0.95 -0.78 23.70 -0.59 7.60 -1.03 -0.78 23.47 23.70

6 1.00 0.00 22.59 0.00 6.44 0.00 0.00 21.77

9.7 Design for radial moment Mr:

1 Maximum Design value of Mr = 68.71 Tm 68711.16 kgm

2 Depth of section required = 88.87 cm

3 Select overall depth = 100 cm

Effective depth = D - 6 cm = 94 cm

4 Total width B at the section = 2..r = 17.12 m

Total As required = Mr. B/(2300x0.9xde) = 35.31 cm2/m 604.61 cm

2


Provide dia.of bars = 20 mm

no. of bars = 193

Ast provided = 606.33 cm2

i i d 89



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spacing required = 89 cm

Provide 20 mm dia bars at 85 mm c/c nos. 200

9.8 Design for circumferential B.M. M :from width Design M Avg. Avg. As Provide

to (-ve) (+ve) depth reqd. dia no. Area At spacing

1 1.725 0 33.68 37.60 94 33.33 20 11 34.56 Bot. 100

2.725 0 41.52

2.725 3.775 0 41.52 38.79 94 75.26 20 24 75.40 Bot. 50

6.5 0 36.07 Total Ast 109.96

cross section area of footing = 11309.73 cm2

Area of reinforcement = 109.96 cm2

Percenage of reinf. Provided = 1.03 %Min. area of reinforcement req = 0.12 % O.K

Total Conc.vol = 113.10 m3


Design of Barrage And intake well of 3.6 MLD at industrial area Meghnaga, DistrictJ habaua, M.P. (reference IS 6966 Part I, 1989)



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Data

Design discharge = 4065 cumecs (1.43 lac cusecs)

Length of Bairrage = 212.8 m

River bed level (u/s) = 275.15 m

Height of crest from river bed = 1.35 mCrest level = 275.15 + 1.35 = 276.50 m

Width of river at d/s of weir = 220 m

For various discharge the corresponding water levels are as below

(As per hydraulic jump calculation)

Discharge

In cumecs

D/S water

levelIn m

U/S water

levelIn m

Required

energydissipation

Height of

BasinBlock

Length of

basinrequired

4065.00(100%) 278.79 282.50 Basing Type 1 1.83 m 25.34 m

3048.75(75%) 278.19 282.50 Basing Type 1 1.37 m 28.77 m2032.50(50%) 277.50 282.50 Basing Type 1 1.05 m 28.42 m

1016.25(25%) 276.69 282.50 Basin type 2 0.61 m 12.51 m

406.50(10%) 275.98 282.50 Basin type 2 0.25 m 6.86 m

Provide basin length of 29.0 m.

Scour depth calculation (clause 19.1, IS 6966 Part I, 1989)

q = Q/width = 4065 / 190 = 21.39 cumecs/m

f = silt factor = 2.0 (from soil data)

R = 1.35 x (q2/ f)

1/3= 1.35 x ( 21.39

2/ 2.0 )

1/3= 8.24 m (from HFL)

Level of u/s cut off required = 280.50 8.24 = 272.26 m > 275.15 m (river bed level)Provided minimum u/s cut off upto 3.0 m from top of floor however rock is available at

shallow depth, cut off is to be extended 0.5 m in rock.

Level of d/s cut off required = 278.79 (1.25 x 8.25) = 268.48 m

Depth of d/s cut off river bed D = 275.15 268.48 = 6.67 m

1 / = d / b = 3.5 / 40.85 = 0.1468

Provide thicknessof floorat29 0mfromd/send=3 0m



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29.0m.

35.00 m.

7.5 m.5.35 m.

25 m.

275 m.

282.5 m

Provide thickness of floor at 29.0 m from d/s end =3.0 m

Pressure head diagram

Thickness read at 10 m D/S of floor apron.Thickness required =5.35/2.9 =2.25 m

Thickness can be reduced from 2.25 meter at 10 m D/S to 0.5 m at 35 m D/S

Design of block protection (clause 20.1, 20.2, IS 6966 Part I, 1989)

Provide cement concrete block of size 1500 x 1500 x 900 mm. with gaps of 75 mm widthpacked with gravel.

Minimum length of u/s block protection = design depth of scour below floor level

= in this case 0.0m.Provide minimum u/s block protection 3.0 m length

Minimum length of d/s block protection = 1.5 x design depth of scour below floor level

= 1.5 x 3.0 m.

= 4.5 m.

Provide minimum d/s block protection 5 m length

Design of launching apron (clause 20.3, IS 6966 Part I , 1989)

Bed slope of river = 2.5 m/km (1:400)

Considering river bed material coarse sand at top and rock at shallow depth.

Considering river bed material medium sand the value of = 1.0

Provide d/s length of launching apron =10 0 m



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Provide d/s length of launching apron =10.0 m

Quantity of stone = (1.25 x

) x 10.0 = 12.5 cmt/mR = 1.35 x (q2/ f)

1/3= 1.35 x ( 21.39

2/ 2.0 )

1/3= 8.24 m (from HFL)

Depth of scour = 278.79 2.0 x 8.24 = 262.31 m

Depth of scour below floor level D = 280 -262.31 = 17.69 m

However rock is available at shallow depth, scour is restricted to rock level.

Provide stone thickness at inner edge =1600 mmProvide stone thickness at outer edge =2400 mm

CHAINGE = Barrage

INPUT DATA : for 10% discharge



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H.F.L @ U/S = 282.500 R.L.

DISCHARGE = 406.500 m /sec LENGTH OF WEIR = 212.800 m

CREST LEVEL = 276.500 m

WIDHT OF RIVER = 220.000 m

SIDE SLOPE OF RIVER.= 1.500

D/S BED LVL OF RIVER = 275.000 m

Crest RL = 276.50 m

HYDRAULIC JUMP TYPE STILLING BASIN WITH HORIZONTAL APRON

DETERMINE ENERGY DESIPATION ARRANGEMENT

(1) For 10 % Discharge 406 50 Cumecs

3.60 MLD WATER SUPPLY PROJECT AT

meghnagar tender.pdf

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