RAJIV GANDHI PRODYOGIKI VISHWAVIDYALAYA

BHOPAL-462036

NRI INSTITUTE OF INFORMATION SCIENCE AND TECHNOLOGY

BHOPAL

DEPARTMENT OF CIVIL ENGINEERING

SESSION 2014-2015

PROJECT REPORT ON

“DESIGN OF SUMP WELL CAPACITY 200 KL AT NRI CAMPUS RAISEN ROAD BHOPAL”

GUIDED BY: SUBMITTED BY:

Prof. Sandeep K. Shrivastava Syed Mohd Mashood(0115CE111058)

Dept. Civil Engineering

NIIST, Bhopal

1

DECLARATION

I hereby declare that the work which is being presented in the major project report entitled “DESIGN OF SUMP WELL CAPACITY 200 KL AT NRI CAMPUS BHOPAL ”in the partialfulfillment of Bachelor of Engineering in Civil Engineering is an authentic record of our own work carried out under the guidance of Prof. Sandeep K. Shrivastava.The work has been carried out at NIIST, Bhopal.

The matter embodied in the report has not been submitted for the award of any other degree or diploma.

Syed Mohd Mashood(0115CE111058)

2

NRI INSTITUTE OF INFORMATION SCIENCE & TECHNOLOGY

(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWAVIDYALAYA)

BHOPAL

DEPARTMENT OF CIVIL ENGINEERING

SESSION 2014-2015

CERTIFICATE

This is to certify Syed Mohd. Mashood student of Fourth year (VIII semester) Bachelor of Civil Engineering, NIIST have successfully completed their Major Project Report on “DESIGN OF SUMP WELL CAPACITY OF 200 K.L. AT NRI CAMPUS BHOPAL.” We approve the project for the submission for the partial fulfillment of the requirement for the award of degree in Civil Engineering.

Mr. J.P. Nanda Prof. Sandeep K.Shrivastava

H.O.D

Dept. Of Civil Engineering

3

NRI INSTITUTE OF INFORMATION SCIENCE &TECHNOLOGY

(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWAVIDYALAYA)

BHOPAL

DEPARTMENT OF CIVIL ENGINEERING

SESSION 2014-2015

APPROVAL CERTIFICATE

The project report entitled“DESIGN OF SUMP WELL CAPACITY OF 200 K.L. AT NRI CAMPUS BHOPAL. ” being submitted by SYED MOHD MASHOOD, has been examined by us and is there by approved for the award of degree BACHELOR OF ENGINEERING in Civil Engineering for which has been submitted. It is understood that by this approval undersigned do not necessarily endorse or approved any statement made opinion expressed or conclusion drawn there in but approved the dissertation only for the purpose for which it has been submitted.

--------------------------- -------------------------- --------------------------- ---------------------------

INTERNAL EXAMINER EXTERNAL EXAMINER

4

ACKNOWLEDGEMENT

We would like to express our deep sense of gratitude to our respected and learned guideProf. Sandeep k. Shrivastavafor his valuable guidance. We are also thankful for his timely encouragement given in completing the project.

We are also grateful to respected Mr. J.P. Nanda, HOD (Department of Civil Engineering) NIIST, Bhopal for permitting us to utilize all the necessary facilities of the institution.

We would like to thank Dr. S.C.Kapoor, Director NIISTfor his valuable encouragement and approval for the project.

We are also thankful to all other staff members of our department for their kind co-operation and help.

Lastly, we would like to express our deep appreciation towards our classmates and family members for providing us the much needed kind support and encouragement.

Thank You

5

TABLE OF CONTENTS

Chapter Topic Page No.

1.1.2 1.3.1.41.51.61.71.81.91.101.111.12

23456789101112 1313.113.213.313.413.513.613.713.8

IntroductionAbout the campus Mission of NRIVision of NRIPotable waterProperties of potable waterImproving availabilitySafety indicators for potable waterRequirement of waterInstitution requirement of waterRequirement for domestic purpose Water requirement for NRI campus Total cost of the project Key plane Abstract of cost of water supply line at NRI campusEstimation of water supply line main gate to sump wellAbstract of cost of Sump well capacity 200 klEstimation of Sump well capacity 200 klDrawing of Sump well Design of Sump well Abstract of cost of pump house Estimation of Pump hoseDrawing of Pump house Design of Pump house Design of slab (pump house)Drawing of SlabDesign of beam Drawing of beamDesign of columnDrawing of columnDesign of plinth beamDrawing of plinth beam

891011121314151617181920212223

24-2526-28

2930-3334-3536-38

39

40-4344

45-4950

51-5354

55-5960

6

14151617

Nominal dimension of pile foundation.ConclusionSite PhotoReferences

61626364

7

INTRODUCTION

A sump well is used to store water to cater the daily requirement. A sump is low space that collects any often undesirable liquids such as water or chemicals. A sump can also be an infiltration basin used to manage surface runoff water and

recharge underground aquifers.

WELL LOCATION

The location of well is mainly determined by well’s purpose. For drinking and irrigation water- production well, ground water quality and long term ground water supply are the most important considerations . Hydrogeological assessment to determine whether and where to locate a well should always be done by a knowledgeable driller or professional consultant.

SUMP PUMP

A sump pump is a pump used to remove water that has accumulated in a water collecting sump basin, commonly found in the basement of homes. The water may enter via the perimeter drains of a basement waterproofing system, funnelling into the basin or because of rain or natural ground water, if the basement is below the water table level. Sump are used where basement flooding happens regularly and to solve dampness where the water table is above the foundation of home. Sump pumps send water away from a house to any place where it is no longer problematic, such as a municipal storm drain or dry well.

PUMP HOUSE

Pump House or a Pumping stations are facilities including pump  and equipment for pumping fluids from one place to another. They are used for a variety of infrastructures system, such as the supply of water to canals the drainage of low-lying land, and the removal of sewageto processing sites

8

NRI Group of Institutions is the most renowned Group catering professional degrees. Taramathi society which runs this group was established in the year

2001 by a group of NRI is based at USA and Technocrats of India.

9

ABOUT THE CAMPUS

• Number of Colleges - 5

• Number of Hostels - 1

• Number of Canteens - 2

• Number of Gardens - 3

• Total Number of Students - 6158

• Requirement of Water per day - 200000 ltr

• Campus Area - 15 Acres

• Location of Campus - NRI group of Institutions located at Sajjan Singh Nagar ,Opp. to Patel Nagar, Raisen Road Bhopal ,Madhya Pradesh .

• Established year - 2001

10

MISSION OF NRI

NRI is the leading education group of Madhya Pradesh with over 5000+ students, studying across 15 acres of hi-tech campus.

At NRI, our mission is to produce professionally competent Technocrats, pharmacists & managers by providing value based and quality education to the students and to make them adaptable to ever changing demands and requirements. The institutes intend to infuse fresh ideas in the field of education. Some of these include Yoga, language lab, work study program, internship program, etc. The end result is improvement in the quality of education.

At NRI we are passionate about grooming leaders who are not only professionals but also good human beings with values and Sanskars.

VISION OF NRI

The vision of the society is to develop this group of institutions as the “Centre for Excellence” , The management team intends to infuse fresh ideas, some of these include Work Study program, Live project, Skill development program etc. which results in improvement of education quality.

To attain global leadership in academics by exploring new frontiers of technology through innovative research and grooming future leaders as well as entrepreneurs.

AWARDS

I. Winner of best technical Institute for Engineering award by CMAI,AICTE, and RGPV.

II. Winner ofBest Academic Infrastructure in Madhya Pradesh Award by Assocham.

III. Winner of Icon of Bhopal Award.IV. Winner of best ISTE chapter MP-CG award since last three

years .

11

12

POTABLE WATER

Potable water is water which is fit for consumption by humans and other animals. It is also called drinking water .This water is that has been either treated cleaned or filtered and meets established drinking water standards or is assumed to be reasonable free of harmful bacteria and contaminants ,and considered safe to drink or use in cooking and baking . Examples of portable water would be that from treated municipal water system.

Drinking water (or potable water) is water safe enough to be consumed by humans or used with low risk of immediate or long term harm. In most developed contries the supplied tap water to households, commerce and industry meets the water quality potability standards, even though only a very small proportion is actually consumed or used in food preparation. Other typical uses include washing, toilets, and irrigation; greywater provides an alternative to the latter two.

Over large parts of the world, humans have inadequate access to potable water and use sources contaminated with disease vectors, pathogens or unacceptable levels of toxins or suspended solids. Drinking or using such water in food preparation leads to widespread acute and chronic illnesses and is a major cause of death and suffering worldwide in many different countries. Reduction of waterborne diseases and development of safe water resources is a major public health goal in developing countries.

Water has always been an important and life-sustaining drink to humans and is essential to the survival of most other organisms. Excluding fat, water composes approximately 70% of the human body by mass. It is a crucial component of metabolic processes and serves as a solvent for many bodily solutes

PORPERTIES OF POTABLE WATER

• Molecular formula - H₂O• Molar mass - 18.01528 g/mol• Colour - colourless• Odor- Odorless• Density - 999.9720 kg/m3• Boiling point - 100° c• Viscosity - 1 cp• Crystal structure - hexagonal• Ph of pure water - 7.0

13

IMPROVING AVAILABILITY

WELL CONTAMINATION

Some efforts at increasing the availability of safe drinking water have been disastrous. When the 1980s were declared the "International Decade of Water" by the united nations the assumption was made that groundwater is inherently safer than water from rivers, ponds, and canals. While instances of cholera, typhoid and diarrhea were reduced, other problems emerged due to polluted groundwater.

Sixty million people are estimated to have been poisoned by well water contaminated by excessive fluoride, which dissolved from granite rocks. The effects are particularly evident in the bone deformations of children. Similar or larger problems are anticipated in other countries including China, Uzbekistan, and Ethiopia. Although helpful for dental health in low dosage, fluoride in large amounts interferes with bone formation.

Half of the Bangladesh's 12 million tube wells contain unacceptable levels of arsenic due to the wells not being dug deep enough (past 100 metres). The Bangladeshi government had spent less than US$7 million of the 34 million allocated for solving the problem by the world bank in 1998. Natural arsenic poisoning is a global threat, 140 million people affected in 70 countries on all continents. These examples illustrate the need to examine each location on a case by case basis and not assume what works in one area will work in another.

14

SAFETY INDICATORS FOR POTABLE WATER

Access to safe drinking water is indicated by proper sanitary sources. These improved drinking water sources include household connection, public standpipe, borehole condition, protected dug well, protected spring, and rain water collection. Sources that don't encourage improved drinking water to the same extent as previously mentioned include: unprotected wells, unprotected springs, rivers or ponds, vender-provided water, bottled water (consequential of limitations in quantity, not quality of water), and tanker truck water. Access to sanitary water comes hand in hand with access to improved sanitation facilities for excreta. These facilities include connection to public sewer, connection to septic system, pour-flushlatrine, and ventilated improved pit latrine. Unimproved sanitation facilities are: public or shared latrine, open pit latrine, or bucket latrine

15

16

WATER REQUIREMENTS

• Domestic

• Institutional

• Industrial

• Public

• Agricultural

17

INSTITUTIONAL REQUIREMENT

S.No NAME LITRES/HEAD/DAY

1 Drinking 5

2 Cooking 5

3 Bathing 55

4 Washing Of Clothes 20

5 Washing Of House 10

6 Washing Of Utensils 10

7 Flushing of W.C. 30

18

REQUIREMENTS FOR DOMESTIC PURPOSE

WATER REQUIREMENT FOR NRI CAMPUS

NAMENo. OF

STUDENT QUANTITY(LT)COLLEGES

1) NIIST 2620 2620X35=917002) NIRT 1415 1415X35=49525 3) NIP 588 588X35=205804) NIPS 320 320X35=112005) NIDP 180 180X35=6300

6) NVISMT 840 8400X35=29400

HOSTEL 120 120X135=16200

TOTAL WATER REQ. PER DAY 2,24,905Lts

Since the Daily Water Req. Exceeds the Capacity of the tank , So therefore the tank should be filled twice a day

TOTAL COST OF THE PROJECT 19

Sump well Included Pipe line and Water supply line

Cost of Pipeline - Rs.3,70,500/-

Sump well - Rs. 6,60,500/-

Pump house - Rs . 2,00,000/-

Total Cost of Project - Rs.12,31,000 /-

20

.

21

ABSTRACT OF COST OF WATER SUPPLY LINE MAIN GATE TO SUMP WELL

S.no. Item Nos. Quantity UnitRate/unit Cost(Rs.)

Remark

1 E/W in excavation 1 208.59 mᶟ 156 32540.04

2 200 mm sand filling for base of pipe 1 46.35 mᶟ 672 31147.2

3 150 mm ᶲ CPVC pipe 55 each 3358 184690

5 back filling 1 156.38 mᶟ 471 73654.98

TOTAL= 3,22,032.2

2 Water Charge (1.5%)= 4,830.48 Contengency Charge (3.5%)= 11,271.12 SuperVision Charge (10%)= 32,203.22

3,70,337.0

4

Say Total Amount = Rs.3,70,50

0

22

ESTIMATE OF WATER SUPPLY LINE MAIN GATE TO SUMP WELL AT NRI CAMPUS

S.no. Item Unit

Nos. L(m) B(m) D/H(m)

Quantity Remark

1 E/W in excavation

a)IBD to NIIST west corner mᶟ 1285.

1 0.7 0.9 179.61 b)NIIST west corner to mᶟ 1 46 0.7 0.9 28.98 sump well 208.59

2 200mm crus dust filling for mᶟ 1331.

1 0.7 0.2 46.35 base 0f pipe

3 150 mm C.I. pipe

a)IBD to NIIST west cornereach 47 47 no. of pipe=47

285.1/6.1=46.73 use 20' pipe

b)NIIST west corner toeach 8 8 46/6.1=7.54

sump well

5 back filling

a)above the pipe mᶟ 1331.

1 0.7 0.5 115.88

b)filling of pipe sides mᶟ 1331.

1(0.7X0.2)-(π/

4X.15² 40.5 156.38

NOTE - Use SOR of M.P.P.W.D. FOR BUILDING WORK IN FORCE FROM AUG 1ᶳᶵ 2014 FOR COSTING

OF WATER SYSTEM LINE

23

24

ABSTRACT OF COST200KL CAPACITY SUMP WELL

(Use rate of quantity as per SOR of M.P.PW.D for building works in force from Aug. 1st 2014)

Particular / ItemNO

. QUANTITYUNIT RATE PER UNIT COST(RS.)

Earth work in excavation by mechanical mean/manual means in foundation tranches or drains (not exceeding 1.5 m in width or 10 sqm on plan) including dressing of sides and ramming of bottoms lift up to 1.5 m including getting out the excavated soil and disposal of surplus excavated soil as directed with in a lead 50 m (no extra lift is payable if work is done by mechanical means

1

235.6

m³ 131 30863.6

providing in laying in posiition cement concrete of specified grade excluding the 1 7.85 m³ 3808 29892.8cost of centering and shuttering - all work up to plinth level nominal mix 1:3:6 grade stone aggregate (M-10) R.C.C work (with 20 mm nominal size graded stone aggregate) in well- steining 1 15.7 m³ 4953 77762.1excluding the cost of centering shuttering finishing and r/f in M-20 grade conc. Providing and laying cement concrete in retaining wall, return walls,walls (any thikness) including atteched pilasters, columns , pillars, post, struts, buttresses, string lacing coureses, parapets, copying, bed blocks, anchor blocks, plain window sills, fillets etc.up to floor tw0 level, excluding the cost of shuttering centering and finishing 1 19.07 m³ 6582 125518.74M-25 grade concrete providing in laying in posiition cement concrete of specified grade excluding the cost of centering and shuttering - all work up to plinth level M-25 grade concrete 1 10.96 m³ 6338 69464.5 12mm cement plaster of mix 1 220.47 m² 123 27117.81:4 (1cement : 4 sand) structural steel work in singal section fixed with or without connecting plate 1 933.7 kg 65.3 60975.8including cutting, hoisting fixing in position and applying a priming coat of approved steel primer all complete(horizontal & vertical) 8mm Ø bar structural steel work in singal section fixed with or without connecting plate 1 250.27 kg 65.3 16342.65including cutting, hoisting fixing in position and applying a priming coat of approved steel primer all complete (in base slab) 8mm Ø bar structural steel work in singal section fixed with or without connecting plate 1 830.21 kg 65.3 54212.7including cutting, hoisting fixing in position and applying a priming coat of approved steel primer all complete (in top slab) 10mmØbar

centering & shuttering including strutting,propping etc. and removal of form for 1 190.69 m² 320.4 61097.076

ESTIMATING OF SUMP WELL 200KL CAPACITY AT NRI CAMPUS RAISEN ROAD (BPL)

25

Sr.No. ITEM NO. Particular / Item

1 2.8/23 Earth work in excavation by mechanical mean/manual means in foundation

tranches or drains (not exceeding 1.5 m in width or 10 sqm on plan) including

dressing of sides and ramming of bottoms lift up to 1.5 m including getting out

the excavated soil and disposal of surplus excavated soil as directed with in a

lead 50 m (no extra lift is payable if work is done by mechanical means

2 4.1/45 providing in laying in posiition cement concrete of specified grade excluding th

cost of centering and shuttering - all work up to plinth leveL

4.1.2.2. nominal mix 1:3:6 grade stone aggregate (M-10)

3 5.7/66 R.C.C work (with 20 mm nominal size graded stone aggregate) in well- steining

excluding the cost of centering shuttering finishing and r/f in M-20 grade conc.

4 4.2/45 Providing and laying cement concrete in retaining wall, return walls,walls (any

thikness) including atteched pilasters, columns , pillars, post, struts, buttresses,

string lacing coureses, parapets, copying, bed blocks, anchor blocks, plain window

sills, fillets etc.up to floor tw0 level, excluding the cost of shuttering centering

and finishing 4.2.1.1 - M-25 grade concrete

5 providing in laying in posiition cement concrete of specified grade excluding the

cost of centering and shuttering - all work up to plinth level

M-25 grade concrete top slab @16cm thick

a) Deduction of Manhole

b) Deduction of air bend total slab

26

6 12mm cement plaster of mix

1:4 (1cement : 4 sand)

a) cylendrical wall

b) slab

c) base finishing

8 10.1/178 structural steel work in singal section fixed with or without connecting plate

including cutting, hoisting fixing in position and applying a priming coat of

approved steel primer all complete(horizontal )

a)inner side up to 1.1 m

no- (1100/140)+1

8mmØ@140mm c/c

b)inner side above 1.1

(no.-(2200/160)

8mmØ@160mm c/c

c)outer side

9 10.1/178 structural steel work in singal section fixed with or without connecting plate

including cutting, hoisting fixing in position and applying a priming coat of

approved steel primer all complete(VERTICAL )

a)inner side

27

(3.14x9)/.20)+1

8mmØ@200mm c/c

b)outer side

(3.14x9.4)/0.2)+1

10 10.1/178 structural steel work in singal section fixed with or without connecting plate

including cutting, hoisting fixing in position and applying a priming coat of

approved steel primer all complete(IN BASE SLAB )

8mmф@200mm c/c

,,

,,

,,

,,

,,

,,

,,

,,

,,

11 10.1/178 structural steel work in singal section fixed with or without connecting plate

including cutting, hoisting fixing in position and applying a priming coat of

approved steel primer all complete(IN TOP SLAB )

10mmф@105mm c/c

,,

,,

28

,,

,,

,,

,,

,,

,,

10mmф@55mm c/c

,,

,,

,,

,,

,,

12 5.9/66 centering & shuttering including strutting,propping etc. and removal of form for

5.9.15 Extra for shuttering in circular work or any other geometrical shape

(20% of respective centring and shuttering item)

for outside

for inside

5.9.3 suspended floors, roofs, landing, balconies and access platform

for top slab

for face of slab

29

13 structural steel work riveted, bolted, or welded in built up section,trusses and

framed work including cutting, hoisting, fixing in position and applying a priming

coat of approved steel primer all completed

I.S.A-30X30X5NOTE-USE STANDARD SCHEDULE OF RATE FOR BUILDING WORK (IN FORCE FROM AUG 1ᶳᵀ 2014 OF GOVT.OF M.P.P.W.D

FOR COSTING OF ESTIMATE QUANTITIES OF SUMP WELL

DRAWING OF SUMP WELL 200KL CAPACITY AT NRI CAMPUS RAISEN ROAD (BPL)

30

31

DESIGN OF SUMP WELL 200KL CAPACITY AT NRI CAMPUS RAISEN ROAD (BPL)

CAPACITY CALCULATION

Assuming dia of tank =9.0 mRequired capacity of tank = 200 KL

Height of tank (h) =200/(0.785 x 92 ¿ =3.1mFree board = 0.20 m --------------------- (h) = 3.3m

DESIGN OF ROOFTOP SLAB

Thickness 160 mm concrete strength M-25Self wt. = 0.160 x 2500 = 400 kg/m2Live load = 400 kg/m2 --------------------- = 800 kg/m2

circular slab of CL dia 9 m 2Moment in slab at support = ----- x w x r2 16

2= ----- x 800 x 4.52 16= 2025 kg.m

or Mu = 29.80 KN.m

Say Mu=30KN.m

32

1Moment in slab at center = ----- x w x r2 16 1= ----- x 800 x 4.52 16= 9.93 kg.m or Mu = 14.89 KN.m

Say Mu =15KN.m

DESIGN CONSTANT

M-25 AND fe-415M=280/3σcbc = 280 /3X8.5m=10.98

mσcbc 10.98×8.5n= -------------------- = -------------------- =0.384 mσcbc+σs10.98×8.5+150

n 0.384j=1- -------- = 1- ---------=0.3843 3

M 30×10^6Ast at corner = --------------- = ------------------------- = 1433.48mm2 σs× j×d 150×0.872×160

=1435 mm2

M 15×10^6Ast at center = ------------------- = ---------------------- σs× j×d 150×0.872×160 =716.473mm2≅718 mm2

Use 10mm dia bar

33

0.785×10²×1000Spacing at corner bar =--------------------- =55 mm1435

Spacing at centre bar =0.785×10²×1000/718 = 109.34mm≅ 105mm

Provide 160 mm thick slab with 10 mm @ 55 mm c/c bothway bars in bottom of slab& 10 mm @ 105 mm c/c. radial & circular bars on top at support up to

1000 mm

DESIGN OF CYLINDRICAL WALL( Concrete strength M : 25 )

Refer table 9 & 10 of IS : 3370 ( part IV )H = height of wall = 3.3 mD = diameter of tank at mid height= 9.0 mt = Thick ness of wall = 0.20 mH² 3.3²---- = ---------- = 6.05 D.t 9 x 0.20Hoop tension = coeff. w.H.R = coeff. 1000 x 3.3 x 4.5 = coeff . 14850 kg/m

Hoop tension & reinforcement at various levels are given below

Depth from coeff. Tension steel req. steel provided remarkTop kg/m cm2on both face0.10 H 0.103 1530 1.02 as per IS0.20 H 0.223 3312 2.21 8 mm @ 200 c/ccode 4560.30 H 0.343 5094 3.40 8 mm @ 200 c/cshow not 0.40 H 0.463 6876 4.58 8 mm @ 190 c/cmore thn0.50 H 0.566 8405 5.60 8 mm @ 160 c/c200mmc/c0.60 H 0.639 9490 6.32 8 mm @ 140 c/chenceprov0.70 H 0.643 9549 6.36 8 mm @ 140 c/c8∅@200mm

0.80 H 0.547 8123 5.42 8 mm @ 140 c/cc/c0.90 H 0.327 4856 3.23 8 mm @ 140 c/c

9549

34

Tesile stress = ------------------------- = 4.64 kg/cm2 < 13 kg / cm2 20 x 100 + 8 x 7.18

Moment on wall

Refer IS 3370 ( part IV ) table 12

At baseMoment = 0.0187 x 1000 x 3.3³= 203.64 kg.m / m = 204 kg.m / mProvide thickness 20 cm over all & 16 cm effective620 x 100Ast = ------------------------------ = .97 cm2 / m0.87 x 1500 x 16

Ast≅ 1c m2/m

Provide 8 mm bars @ 200 mm c/c vertical on inner face.& Also Provide 8 mm bars @ 200 mm c/c vertical on outer face.

The tank is empty and full earth from out sideThe tank is 3.0 m below G.L.1-sin 30Earth Pr. = __________ x 3.0 x 1800 = 1800 Kg.1+sin 30Compression = 1800 x 2.04 = 3672 Kg/m

3672Stress = _________ = 1.83 Kg/cm2 < 60 Kg/cm220 x100The pr. is very less (Safe)

DESIGN OF BASE SLAB :

The base slab is rested on good hard strata & it is only 3.50 mbelow ground level. No effective load is to be resisted by floor slab. HenceProvide 200 mm th. base slab. with 8 mm @ 200 mm both ways on both faces.

35

Abstract of Cost of Pump House at NRI Campus,Bhopal

36

(Use SOR of MP PWD for Building Works in force from August 1st, 2014 )S.No Item Nos. Quantity Unit Rate/Unit Cost(Rs.) Remark

1 Boring and Cast Insitu of piles 1 15 rm 1078 16170 300mm dia a) Bulb 1 4 each 805 3220 2 1st class brick work with 1:6 1 6.744 m² 5821 39431.5 cement mortar 3 Form work for plinth Beam 1 8.16 m² 174 1419.84 4 Form work for column 1 8.64 m² 356 3075.84 5 Form work for Slab Beam 1 10.56 m² 227 2397.12 6 Form work for Slab 1 12.168 m² 264 3212.35 7 M20 Concrete for plinth Beam 1 8.16 m³ 5202 42448.3 8 M20 Concrete for column 1 0.432 m³ 5202 2247.26 9 M20 Concrete for Slab Beam 1 0.816 m³ 5284 4311.74

10 M20 Concrete for Slab 1 1.55 m³ 5284 8190.2

11 Gravel feeling inground level 1 3.15 m³ 471 1483.65 to plinth level

12 M-20 grade concrete for base 1 0.9 m³ 4933 4439.7 plinth level

12 12mm thick Plaster of 1:4 1 99.92 m² 110 10991.2

12 Steel Work in Slab 1 110.78 kg 65.3 7233.93

13 Steel Work In Slab Beam 4 19.59 kg 65.3 5116.88

14 Steel work in Column 4 28.295 kg 65.3 7390.65

15 Steel work in Plinth Beam 4 17.01 kg 65.3 4443.01

16 Steel work in Pile 4 31.65 kg 65.3 8266.98

TOTAL=

1,75,490

37

Water Charge(1.5%)=

2,632.35

Contengency charge(3.5%)=

6,142.15

Super vision charge(10%)=

17,549

Total

2,01,814

Say TOTAL AMOUNT =

Rs. 2,00,000

ESTIMATION OF PUMP HOUSE AT NRI CAMPUS

38

S.no Particular/item Unit Nos L(m) B(m)H/

D(m) Quantity Remark1 boring and cast in situ of piles rm 4 3.75 15 300mm dia

a)bulb providedeach 4 4

2 1st class brick work with 1:6 m³ 4 3 0.2 2.7 6.42 cement mortar (a) Deduction for ventilation m³ 3 0.5 0.2 0.3 -0.09 (b)Deduction for window m³ 1 0.9 0.2 0.9 -0.162 (c) Deduction for door m³ 1 1.2 0.2 2.1 -0.504 3 1st class brick work with 1:6 m³ 4 3 0.2 0.45 1.08 cement mortar(plinth level to ground level) 6.744 4 Form work for plinth beam m² 8 3.4 0.3 8.16 5 form work for column m² 16 2 2.7 8.64 6 form work for slab beam a) for beam bottam m² 4 3 0.2 2.4 b)for beam side m² 8 3.4 3 8.16 10.56 7 Form work for slab a) slab form work inside the wall m² 1 3 3 9 b) slab form work out side the m² 4 3.6 0.1 1.44 wall c) form work for slab sides m² 4 3.6 0.12 1.728 12.168 8 M20 concrete for Plinth Beam m³ 4 3.4 0.2 0.3 0.816 9 M20 grade concrete for column m³ 4 0.2 0.2 2.7 0.432

10M20 Grade concrete fo Slab Beam m³ 4 3.4 0.2 0.3 0.816

11 M-20 grade concrete for slab @ m³ 1 3.6 3.6 0.12 1.55 120 mm thick

12 Gravel feeling in ground level to m³ 1 3 3 0.35 3.15 plinth level

13 M-20 grade concrete for base m³ 1 3 3 0.1 0.9 of plinth level

39

1:4 mortar 12mm thick plater

14 work a)Plaster in slab i) Inner Slab ii) Outer Slab m² 1 3 3 9 m² 4 3.6 0.22 3.168 b) Plaster in Wall i) Outer side m² 4 3.6 4 57.6 ii) Inner side m² 4 3 3 36 c) Deduction for Door 105.768 m² 2 1.2 2.1 -5.04 d) Deduction for Window m² 1 0.9 0.9 -0.81 99.918 Steel work in slab

15 a) straight bar in main steel

b) bentup bar in main steel kg 173.58

4 0.395 24.06 c) straight bar in distribution kg 16 3.68 0.395 23.25

d) bentup bar in Distribution kg 193.58

4 0.395 26.89 e) Torsional Steel kg 16 3.68 0.395 26.16 kg 4 0.66 0.395 10.42 110.78 Steel work in Slab Beam

16 i) Main bar of 12mm dia ii)Anchor bar of 10mm dia kg 2 3.54 0.89 6.29 iii) Stirrups of 8mm dia kg 2 3.54 0.62 4.38

kg 181.25

4 0.395 8.92 Steel work in column 19.59

17 i) longitudnal Bar for 12mm Dia

ii) Outer Ties of 8mm dia 300mmkg kg 8 3.1 0.89 22

iii) Inner Ties 101.05

4 0.395 4.12 kg 10 0.55 0.395 2.175 Steel Work in Plinth beam 28.295

18 i) Main bar of 12mm dia ii) Anchor Bar of 10mm dia kg 2 3.54 0.89 6.29 iii)Stirups of 8mm dia kg 2 3.54 0.62 4.38

kg 131.25

4 0.395 6.34 17.01

40

Steel work in Pile 19 i) longitudnal bar of 12mm dia ii) ties of 8mm dia 300mm c/c kg 6 4.1 0.89 21.89 kg 20 1.23 0.395 9.76 31.65

DRAWING OF PUMP HOUSE

41

DESIGN OF PUMP HOUSE

42

DESIGN OF SLAB (PUMP HOUSE)

Slab size = 3mx3m

Use M-20 Concrete and Fe-415 Steel

Ly/lx = 3/3 = 1<2 hence this is a two way slab

l/d = 25 = 3000/25 = 120mm

d= 120 - 15 – 4 = 101mm

(assuming clear cover as 15mm & 8mm ø dia)

Effective Span

Effective span in X direction

1-Centre to centre = 3.0 + 0.2 = 3.2m

2-Clear span + Effective depth = 3.2 + 0.101

Lx = 3.301 = 3.3mSimilarly effective span in Y direction Ly = 3.3m

Design Load (Wu)Self weight of salb = 0.12 x 1 x 25 = 3kN/m² Finishing load = 1kN/m² Live load = 2kN/m² Total load = kN/m² Factored/Design load = 6x1.5 = 9kN/m²Since the slab is supported on all four sidesand its corners are held down.

Design Moment & Shear

Ly/lx = 3.3/3.3 = 1 Simply supported Lx = 0.062

43

Ly = 0.062

Mux = lx Wu lx² = 0.062 x 9.0 x (3.3)² = 6.07 kN-mMxy = ly Wu lx² = 0.062 x 9.0 x 3.3²

= 6.07 kN-m Vu = Wlx (r/2+r) = 9x3.3 (1/2+1) = 9.9 Kn

Maximum Depth Required (d.req)

dreq = √Mu/RubRu = 0.138 fck for M-25 cmcRu = 3.45 = √6.07 x 10⁶/ 3.45 x 1000 = 41.949 <101mm dreq = 41.949 <dassumed . Hence OK

Design of Main Reinforcement

Along shorter span in X-direction(middle strip):Width of middle strip = ¾ x ly = ¾ x x3.3 = 2.47Mu = 0.87 fyAst x d [1- Astfy/bdfck]6.07 x 10⁶ = 0.87 x 415 x Ast x 100 (1- 415x Ast/1000x100x25)Ast = 173 mm² = 175mm²Use 8mm ø bar Spacing = 1000x Aø/Ast = 1000 x 50.3/ 175 = 287.42 = 285mm (spacing is less than 3d and 300mm)

Provide 8mm ø @ 200mm c/c (Restricted from IS 456:2000)Ast min = (0.12/100) x 1000 x 120 = 144mm²Ast provided = 1000x50.3/ 285 =178.24 say 180mm² > 144mm². Hence OK

44

Along longer span in Y-direction(middle strip): Width of middle strip = ¾ lx = 3/4x3.3 = 2.475m Effective depth along y direction d= 101-4-4 = 93 Find Ast 6.07x10⁶ = 0.87x415xAstx93(1-415xAst/1000x93x25)Ast = 187.01mm² = 190mm² >Ast min Use 8mm ø bar Spacing = 1000x50.3/190 = 264.73 = 260mm(spacing is less than 3d and 300mm)

Provide 8mm ø bars @ 200mm c/c (Restricted from IS 456:2000)

Reinforcement in edge strip As min = 144mm² Using 8mm ø barsSpacing = 1000x50.3/144 = 349.3 (spacing is less than 5d and 450mm)Using 8mm ø bars @ 300mm c/c in the edge strip

Check for shear

Nominal shear stresss = Ʈv = Vu/bd = Ʈv = 9900/1000x101 = 0.09N/mm²Pt = 100Ast/bdPt = 100x180/1000x101 = 0.17 % For Pt = 0.17 and M-25 conc table 5.5Ʈc = 0.29 + 0.36-0.29/0.25-0.15x(0.17-0.15) = 0.304 N/mm² For 120mm thickness of slab K = 1.30 from table 5.6Ʈc = 0.304x1.30 = 0.395 N/mm² >Ʈc Shear Reinforcement is not required

Check for Deflection

Pt = 0.17%Fs = 0.58fy[Astreq/Ast provided] = 0.58x415 [175/180]

45

= 234.01 N/mm²For Pt = 0.17% Fs = 234 N/mm² fromKt = 1.9 (l/d)max = 20x1.9 = 38 (l/d)provided = 3300/101 = 32.6 (l/d)max > (l/d)provided. Hence OK

Torsional reinforcement at corner

Mesh Size = lx/5 = 3.3/5 = 0,66m Area of torsional r/f = 3/4x185 = 135mm² = 140 Using 8mm ø bar Ad = π/4 x 8² = 50.3 Spacing = 1000x 50.3/140 = 359mm > 300mm

Provide 8mm mesh of bars @300mm c/c in a mesh.

DRAWING OF SLAB (PUMP HOUSE)

46

DESIGN OF BEAM

Given data

47

Length = 3 m

Wight = 5.6 KN

B=200

Assume grade of concrete M20 & Fe415 steel

STEP-1 Effective depth(d)Doverall – clear cover = 300 – 40 = 260

Effective depth deff = 260 mm

STEP- 2 Effective span (L. eff.)

(a) Leff= clear span + support/2 + support/2

Leff = 3+ .2/2 +.2/2

Leff = lo = 3.2 m = 3200 mm

(b) Leff= clear span + deff

= 3 + .26 =3.26m

Adopt Leff = 3.26m

STEP-3 Load calculation

Imposed load = 5.62 kN/m

48

Dead load = 0.2 X 0.3 X 25 X 1 X 1 = 1.5 KN/m

im+DL = 5.62+1.5 = 4KN/m

Total Load = 4.8 KN/m

STEP-4 Moment calculation

Mu= 7.75 X 3.26² /8

Mu =10.29 KN –M

STEP-5 Calculate req.depth(dreq)

dreq= √MR .b

=√ 10.29X10 ˆ 6/(0.9 X 200)

=237.77¿260

dreq¿dassume

Eff. Depth=d=300-25-8-14/2

=260 mm

Taking 25mm as clear cover 8 mm∅ where stirrups and 14 mm ∅ as the main bar

STEP-6 Area of steel R/F

M 10.29×10⁶Ast = --------------- = -------------------------- = 191.93 mm2

σst × j×d 230×0.9×260

49

≅192

Minimum area of R/F

(Asmin/bd) = (0.85/Fy) (Asmin/200 x 260) = (0.85/415)

Asmin = 106.5 mm² Ast>Asmin (Hence OK)

STEP-7 No. of bar’s

Provide φ of bar = 12 mm

Area of bar = (π/4 x 12 ²) = 113.09 mm²

No. of bars = 422.02/113 = 1.69 ≈ 2 bar’s

Provide 2 no. of 12 mm φ

Check for shear

Max shear force = v

V = wl/2

Nominal shear stress =τv

τv = VU/bd = (1290)/(2 x 200 x 260)

(Vu = Wuleff/2)

τv = 0.024 N/mm²

Ʈc max = 1.8 N/mm² for M-20 concrete

Ʈv¿Ʈc max HENCE OK

50

STEP-8 Percentage of steel

Pt = (Ast/bd) X 100 = (308/200X260) X 100 = 0.595%

Pt = 0.60 %

τc=0.30+(0.36 - 0.30)/(0.75–0.50)X(0.60–0.25)=0.37 N/mm²

(From IS 456: 2000 page no. 73

τv¿ τc (Hence SAFE)

hence shear r/f is not required however nominal shear r/f is to be provided as per code

provided 8 mm ø 2 legged vertical stirrups made plain mild steel (fe-250)

Asu = 2Xπ/4X8² = 100.53 mm²

Sv = 0.87 Asufy/0.46

= 273.31

≅ 280

Check for maximum spacing

1) 0.75d = 0.75X269 =194.25≅ 200

2) 300Provided 8 mm ø 2 legged stirrups @ 200 mm c/c through out the length at the beam.

STEP-10 Check for Development Length

M1= σstAstJd

51

= 230x308x0.9X260= 16576560N

(Ast Available at supports is 308 mm² as no bar is bentup)

M1 = 16576560N

V=1.29

L˳=8Ø = 8x12 =96mm

τbd= 0.8N/mm²

For HYSD Bars

τbd = 0.8x1.7 = 1.36

Development Length (Ld)

Ld= (φσst/4τbd) Where, σst = 230 &τbd = 1.6 N/mm²

(From IS 456:2000 page no. 82 & 43)

Ld = (12 X230/4X 1.36) = 507.3 mm

M1/V + Ld=16576560/1290 +96

= 12946.04mm

(M/V + Lo) >Ld (Hence SAFE)

DESIGN SUMMARY

Size of beam = 200 mm X 300 mm Main tensile steel = 2-14 mm ø HYSD bars Stirrups = 8 ø 2 legged @ 200 mm c/c Clear cover = 25 mm Hanger = 2- 12 mm ø

DRAWING OF BEAM

52

DESIGN OF COLUMN

53

Given data

Size of column = 200 X 200 MM

LO = 3.0 M = 3000 mm

Adopt M-20 and Fy-415

fck = 20N/mm² and fy = 415N/mm²

Step-1 Effective length of column

both end fixed L = 0.65L

= 0.65X3 = 1.95 M

Factored load = 1.5X73

= 109.5 KN

Step-2 Slenderness ratio

Unsupported length/least lateral dimention

Leff/D = 1950/200 = 9.75 ˂ 12

Hence column is design as short column

Step-3 minimum eccentricity

Emin = ((l/500)+(D/30)) or 20mm

= 10.56 or 20mm

emin= 20mm

Hence local formula for short column is applicable

Step-4 Main steel (longitudnal r/f)

Pu = 0.4fck AC + 0.67FY AS

54

AC = Area of concrete

Asc = Area of steel

Ag = Gross area (200mmX200mm)

Pu = 0.4 fck Ac + 0.67 fyAsc

Ac = Ag-Asc

= 200X200 – Asc

= 40000- Asc

109.5X10³ = 0.4X (40000-Asc )X20+0.67X415XAsc

= 320000-8XAsc+278XAsc

109.5X10³ = 320000+270Asc

Asc =779.62

=780 mm²

Using 10 mm ø of bar Aø = π/4X144

= 113.09

Number of bar req. = 780/113.09

= 6.89

= 8 no of bars

Provided 8-12 mm Ø bars as shown in fig.

Step- 5 Lateral ties

The diameter of the ties should not be less than 6mm

55

Using 8mm dia.of ties

The pitch of the ties should not be less than the following

(a) Least lateral dimension = 400 mm

(b) 16 x φmin = 16 x 12 = 192 mm

(c) 300 mm

Hence provide tie bar 8mmø with spacing 3000 mm c/c as double ties

DRAWING OF COLUMN

56

DESIGN OF PLINTH BEAM

57

Given data

b=200 mm

D=300mm

Assume grade of concrete M20 & Fe415 steel

STEP-1 Design Constant

σcbc=7N /mm ² ,σst=230N /mm ²

m= 13.33

k=0.29

j=0.90

R=0.91N/mm²

Assuming Effective Cover=40mm

deff = 300-40

Effective depth deff = 260 mm

STEP-2 Calculation of Total Load

Self Wt=0.2x0.3x25 = 1.5KN/m

Masnory Load = 2.7x1x0.2x19 = 10.26KN/m

Total Load =11.76 KN/m

58

STEP- 3 Effective span (L. eff.)

(a)Leff= clear span + support/2 + support/2

Leff = 3+ .2/2 +.2/2

Leff = lo = 3.2 m = 3200 mm

(b)Leff= clear span + deff

= 3 + .26 =3.26m

Adopt Leff = 3.26m

STEP-4 Max Bending Moment calculation

M= wl²/8 =11.76x3.2²/8

M=15.05KN-m

STEP -5 Calculate Req.Depth(dreq)

dreq= √MR .b

=√ 15.05 X10 ˆ 6/(0.91 X200)

=287.5¿300

dreq¿dassume

Eff. Depth=d=300-25-8-12/2

=261 mm

Taking 25mm as car cover 8 mm∅ where stirrups and 12 mm ∅ as the main bar

59

STEP-6 Area of steel R/F

M 11.76×10⁶Ast = --------------- = -------------------------- = 217.67 mm²

σst × j×d230×0.9×261

Minimum area of R/F

(Asmin/bd) = (0.85/Fy) (Asmin/200 x 261) = (0.85/415)

Asmin = 106.5 mm² Ast>Asmin (Hence OK)

STEP-7 No. of bar’s

Provide φ of bar = 12 mm

Area of bar = (π/4 x 12 ²) = 113.09 mm²

No. of bars = 217.67/113 = 1.69 ≈ 2 bar’s

Provide 2 no. of 12 mm φ

STEP -8 Check for Shear

Maxshear force = v

V = wl/2

V=1176X3.2/2 =1882N

Nominal shear stress =τv

τv = VU/bd = (1882)/(200 x 261) =0.036N/mm²

60

τv = 0.036 N/mm²

Ʈc max = .62 N/mm² for M-20 concrete

Ʈv¿Ʈc max HENCE OK

STEP-9 Percentage of steel

Pt = (Ast/bd) X 100 = (226.19/200X261) X 100 = 0.43%

Pt = 0.43 %

τc=0.36 N/mm²

(From IS 456: 2000 page no. 73

τv¿ τc (Hence SAFE)

hence shear r/f is not required however nominal shear r/f is to be provided as per code

provided 8 mm ø 2 legged vertical stirrups made plain mild steel (fe-250)

Asu = 2Xπ/4X8² = 100.53 mm²

Sv = 0.87 Asufy/0.46

= 273.31

≅ 280

Check for maximum spacing

1) 0.75d = 0.75X269 =194.25≅ 200

2) 300 Provided 8 mm ø 2 legged stirrups @ 200 mm c/c through out the length at the beam.

61

STEP-10 Check for development length

M1= σstAstJd

= 230x226.19x261= 13578185.7 N

(Ast Available at supports is 226.19 mm² as no bar is bentup)

M1 = 13578185.7N

V=1882

L˳=8Ø = 8x12 =96mm

τbd= 0.8N/mm²

For HYSD Bars

τbd = 0.8x2 = 1.6

Development Length (Ld)

Ld= (φσst/4τbd) Where, σst = 230 &τbd = 1.6 N/mm²

(From IS 456:2000 page no. 82 & 43)

Ld = (12 X230/4X 1.6) = 431.25 mm

M1/V + Ld=13578185.7/1882 +96

= 7310.76mm

(M/V + Lo) >Ld (Hence SAFE)

DRAWING OF PLINTH BEAM

62

NOMIANL DIMENTION OF PILE FOUNDATION

The overall depth of the pile is 3.3m

63

Dia of the pile is 0.3m

No’s of piles to be provided = 4

Bulb is provided at a depth of 3m from ground level

Depth of bulb is 0.75m

CONCLUSION

64

If Sump well is provided in our college , there will be almost no water scarcity

Water is stored in large quantity as compared to present scenario

The shortage of water in hostel will be negligible

SITE PHOTO

65

REFERENC E S

Design of RCC by Ramamurtham

66

Design of RCC by B.C.Punmia

Estimating by B.N.Datta

Environmental Engineering by S.K Garg

For RCC design IS code 456:2000

For sump well IS code 3370 (part 4)

For costing MPPWD SOR for building work (from 1Aug 2014)

www . wi k i p i d ia.com

67