Under Ground water tank design including estimation and costing

1
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 SUMPWELL 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

2
DECLARATION
I hereby declare that the work which is being presented in the major project
report entitled “DESIGN OF SUMPWELL CAPACITY200 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)

3
NRI INSTITUTE OF INFORMATION SCIENCE &
TECHNOLOGY
(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWAVIDYALAYA)
BHOPAL
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 Reporton “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. SandeepK.Shrivastava
H.O.D
Dept. Of Civil Engineering

4
NRI INSTITUTE OF INFORMATION SCIENCE
&TECHNOLOGY
(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWAVIDYALAYA)
BHOPAL
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

5
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

6
TABLE OF CONTENTS
Chapter Topic Page No.
1.
1.2
1.3.
1.4
1.5
1.6
1.7
1.8
1.9
1.10
1.11
1.12
2
3
4
5
6
7
8
9
10
11
12
13
13.1
13.2
13.3
13.4
13.5
13.6
13.7
13.8
Introduction
About the campus
Mission of NRI
Vision of NRI
Potable water
Properties of potable water
Improving availability
Safety indicators for potable water
Requirement of water
Institution requirement of water
Requirement for domestic purpose
Water requirement for NRI campus
Total cost of the project
Key plane
Abstract of cost of water supply line at NRI campus
Estimation of water supply line main gate to sump well
Abstract of cost of Sump well capacity 200 kl
Estimation of Sump well capacity 200 kl
Drawing of Sump well
Design of Sump well
Abstract of cost of pump house
Estimation of Pump hose
Drawing of Pump house
Design of Pump house
Design of slab (pump house)
Drawing of Slab
Design of beam
Drawing of beam
Design of column
Drawing of column
Design of plinth beam
Drawing of plinth beam
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24-25
26-28
29
30-33
34-35
36-38
39
40-43
44
45-49
50
51-53
54
55-59
60

7
14
15
16
17
Nominal dimension of pile foundation.
Conclusion
Site Photo
References
61
62
63
64

8
INTRODUCTION
A sump well is used to store water to cater the daily requirement. A sump is low
spacethat 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. Fordrinking and
irrigation water- productionwell, 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 professionalconsultant.
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

9
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.
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

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MISSION OF NRI
NRI is the leading education group of Madhya Pradeshwith over 5000+ students,
studying across 15 acres of hi-tech campus.
At NRI, our mission is to produceprofessionally 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.

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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 .

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 bodyby mass. It is a crucial componentof metabolic processes and
serves as a solvent for many bodily solutes

13
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

14
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.

15
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'tencourage 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

16
WATER REQUIREMENTS
• Domestic
• Institutional
• Industrial
• Public
• Agricultural

18
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
REQUIREMENTS FOR DOMESTIC PURPOSE

19
WATER REQUIREMENT FOR NRI CAMPUS
Since the Daily Water Req. Exceeds the Capacity of the
tank , So thereforethe tank should be filled twice a day
NAME
No. OF
STUDENT QUANTITY(LT)
COLLEGES
1) NIIST 2620 2620X35=91700
2) NIRT 1415 1415X35=49525
3) NIP 588 588X35=20580
4) NIPS 320 320X35=11200
5) NIDP 180 180X35=6300
6) NVISMT 840 8400X35=29400
HOSTEL 120 120X135=16200
TOTAL WATER REQ.
PER DAY 2,24,905Lts

20
TOTAL COST OF THE PROJECT
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 /-

22
ABSTRACT OF COST OF WATER SUPPLY LINE MAIN
GATE TO SUMP WELL
S.no. Item Nos. Quantity Unit Rate/unit Cost(Rs.) Remark
1 E/W in excavation 1 208.59 mᶟ 156 32540.04
2 200 mmsand fillingfor
base of pipe 1 46.35 mᶟ 672 31147.2
3 150 mmᶲ CPVCpipe 55 each 3358 184690
5 back filling 1 156.38 mᶟ 471 73654.98
TOTAL= 3,22,032.22
WaterCharge (1.5%)= 4,830.48
ContengencyCharge (3.5%)= 11,271.12
SuperVisionCharge (10%)= 32,203.22
3,70,337.04
Say Total Amount = Rs.3,70,500

23
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 toNIIST westcorner mᶟ 1 285.1 0.7 0.9 179.61
b)NIISTwestcornerto mᶟ 1 46 0.7 0.9 28.98
sumpwell
208.59
2 200mm crus dust fillingfor mᶟ 1 331.1 0.7 0.2 46.35
base 0f pipe
3 150 mmC.I. pipe
a)IBD toNIIST westcorner each 47 47 no.of pipe=47
285.1/6.1=46.73
use 20' pipe
b)NIISTwestcornerto each 8 8 46/6.1=7.54
sumpwell
5 back filling
a)above the pipe mᶟ 1 331.1 0.7 0.5 115.88
b)fillingof pipe sides mᶟ 1 331.1
(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

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)
S.NO. ITEM NO. Particular / Item NO. QUANTITY UNIT RATE PER UNIT COST(RS.) REMARK
1 2.8/23
Earth work inexcavationbymechanical mean/manual meansinfoundation
tranchesor drains(notexceeding1.5m inwidthor 10 sqmon plan) including
dressingof sidesandrammingof bottomsliftupto 1.5 m includinggettingout
the excavatedsoil anddisposal of surplusexcavatedsoilasdirectedwithina
lead50 m (noextraliftispayable if workisdone by mechanical means
1 235.6
m³ 131 30863.6
2 4.1/45 providinginlayinginposiitioncementconcrete of specifiedgrade excludingthe 1 7.85 m³ 3808 29892.8
cost of centeringandshuttering - all workup to plinthlevel
4.1.2.2 nominal mix 1:3:6 grade stone aggregate (M-10)
3 5.7/66 R.C.Cwork (with20 mm nominal size gradedstone aggregate)inwell- steining 1 15.7 m³ 4953 77762.1
excludingthe costof centeringshutteringfinishingandr/f inM-20 grade conc.
4 4.2/45 Providingandlayingcementconcrete inretainingwall,returnwalls,walls(any
thikness) includingattechedpilasters,columns,pillars,post,struts,buttresses,
stringlacingcoureses,parapets,copying,bedblocks,anchorblocks,plainwindow
sills,filletsetc.uptofloortw0level,excludingthe costof shutteringcentering
and finishing 1 19.07 m³ 6582 125518.74
4.2.1.1 M-25 grade concrete
5 4.1/45 providinginlayinginposiitioncementconcrete of specifiedgrade excludingthe
4.1.1.1 M-25 grade concrete 1 10.96 m³ 6338 69464.5
6 13.1/244 12mm cementplasterof mix 1 220.47 m² 123 27117.8
13.1.1 1:4 (1cement: 4 sand)
7 10.1/178 structural steel workinsingal sectionfixedwithorwithoutconnectingplate 1 933.7 kg 65.3 60975.8
includingcutting,hoistingfixinginpositionandapplyingaprimingcoatof
approvedsteel primerall complete(horizontal& vertical)
8mm Ø bar
8 10.1/178 structural steel workinsingal sectionfixedwithorwithoutconnectingplate 1 250.27 kg 65.3 16342.65
approvedsteel primerall complete (inbase slab)
8mm Ø bar
9 10.1/178 structural steel workinsingal section fixedwithorwithoutconnectingplate 1 830.21 kg 65.3 54212.7

25
approvedsteel primerall complete (intopslab)
10mmØbar
10 5.9/66 centering&shutteringincludingstrutting,proppingetc.andremoval of formfor 1 190.69 m² 320.4 61097.076
5.9.15 Extra for shutteringincircular workor any othergeometrical shape
(20% of respective centringandshutteringitem)
5.9.3 suspendedfloors,roofs,landing,balconiesandaccessplatform 1 67.89 m² 264 17922
11 10.2/178 structural steel workriveted,bolted,orweldedinbuiltupsection,trussesand
framedworkincludingcutting,hoisting,fixinginpositionandapplyingapriming
coat of approvedsteel primerall completed
I.S.A-30X30X5 1 30 kg 68.7 2061
TOTAL
5,73,230.766
Add WaterCharge(1.5%)= 8,598.46
Add ContengencyCharge (3.5%)= 20,063.0
Add SuperVisionCharge (10%)= 57,323.0
6,59,215.3726
SAY TOTAL AMOUNT = RS.6,66,000

26
ESTIMATING OF SUMP WELL 200KL CAPACITY AT NRI CAMPUS RAISEN ROAD (BPL)
Sr.No. ITEM NO. Particular / Item Unit No.s L(m) B(m)
H/D(
m) Quantity Remark
1 2.8/23 Earth work inexcavationbymechanical mean/manual meansinfoundation m³ 1 π/4x(10)² 3 235.6
tranchesor drains(notexceeding1.5m inwidthor 10 sqmon plan) including
dressingof sidesandrammingof bottomsliftupto 1.5 m includinggettingout
the excavatedsoil anddisposal of surplusexcavatedsoilasdirectedwithina
lead50 m (noextraliftispayable if workisdone by mechanical means
2 4.1/45 providinginlayinginposiition cementconcrete of specifiedgrade excludingth m³ 1 π/4 (10)² 0.1 7.85
cost of centeringandshuttering - all workup to plinthleveL
4.1.2.2. nominal mix 1:3:6 grade stone aggregate (M-10)
3 5.7/66 R.C.Cwork (with20 mm nominal size gradedstone aggregate)inwell- steining m³ 1 π/4 (10)² 0.2 15.7
excludingthe costof centeringshutteringfinishingandr/f inM-20 grade conc.
4 4.2/45 Providingandlayingcementconcrete inretainingwall,returnwalls,walls(any m³ 1 π/4 (9.4-9)² 3.3 19.07
thikness) includingattechedpilasters,columns,pillars,post,struts,buttresses,
stringlacingcoureses,parapets, copying,bedblocks,anchorblocks,plainwindow
sills,filletsetc.uptofloortw0level,excludingthe costof shutteringcentering
and finishing 4.2.1.1 - M-25 grade concrete
5 providinginlayinginposiitioncementconcrete of specifiedgrade excludingthe
M-25 grade concrete topslab@16cm thick m³ 1 π/4 (9.4)² 0.16 11.1
a) Deductionof Manhole 1 0.6 0.9 0.16 -0.0864
b) Deductionof air bend total slab 1 π/4 (0.6)² 0.16 -0.045
10.9686
6 12mm cementplasterof mix
1:4 (1cement: 4 sand)
a) cylendrical wall m² 1 28.26 3.3 93.25
b) slab m² 1 π/4x9² 63.61
c) base finishing m² 1 π/4x9² 63.61
220.47
8 10.1/178 structural steel workinsingal sectionfixedwithorwithoutconnectingplate
approvedsteel primerall complete(horizontal)
a)innerside upto1.1 m kg 9 28.86 102.59

27
7850×π/4×0.0
8²
no- (1100/140)+1 0.395
πd=3.14x9=28.2
6
8mmØ@140mm c/c
lenthof bar is
12m so
b)innerside above 1.1 kg 14 28.86 0.395 159.59
2 full &1extra
bar so
(no.-(2200/160)
3 overlapis
provide
8mmØ@160mm c/c
(straigthlength
of lap
shall be greater
than
c)outerside kg 23 30.12 0.395 273.6 15d or 20cm
L=28.86
approvedsteel primerall complete(VERTICAL)
a)innerside kg 143 3.45 0.395 195
(3.14x9)/.20)+1
8mmØ@200mm c/c
b)outerside 149 3.45 0.395 203
(3.14x9.4)/0.2)+1 933.78
includingcutting, hoistingfixinginpositionandapplyingaprimingcoatof
fromcenter
pointto specify
approvedsteel primerall complete(IN BASESLAB)
distance & take
avg length
8mmф@200mm c/c kg 20 9 0.395 71.1 0.2 to 1.0 = 9
,, kg 8 8.7 0.395 27.492 1.2 to 1.4 =8.7
,, kg 8 8.4 0.395 26.54 1.6 to 1.8= 8.4
,, kg 8 8 0.395 25.28 2.0 to 2.2 = 8
,, kg 8 7.5 0.395 23.7 2.4 to 2.6 = 7.5
,, kg 8 7 0.395 22.12 2.8 to 3 = 7
,, kg 8 6.2 0.395 19.6 3.2 to 3.4 =6.2
,, kg 8 5.15 0.395 16.27 3.6 to 3.8 = 5.15
,, kg 8 3.75 0.395 11.85 4 to 4.2 = 3.75
,, kg 8 2 0.395 6.32 for 4.4 =2
250.272
11 10.1/178 structural steel work insingal sectionfixedwithorwithoutconnectingplate
approvedsteel primerall complete(IN TOPSLAB)
10mmф@105mm c/c kg 32 9
π/4x0.010²x78
50 178.56
0.105 to 0.840 =
9

28
0.62
,, kg 28 8.7 0.62 151.03
0.945 to
1.565=8.7
,, kg 20 8.25 0.62 102.3
1.67 to 2.085=
8.25
,, kg 12 7.8 0.62 58.03 2.19 to 2.4=7.8
,, kg 12 7.4 0.62 55.05
2.505 to 2.715
=7.4
,, kg 8 7 0.62 34.72 2.82 to 2.925=7
,, kg 8 6.6 0.62 32.74
3.03 to
3.135=6.6
,, kg 8 6.2 0.62 30.75
3.24 to
3.345=6.2
,, kg 8 5.6 0.62 27.78
3.45 to
3.555=5.6
10mmф@55mm c/c kg 12 5.3 0.62 39.43 3.61 to 3.72=5.3
,, kg 12 4.8 0.62 35.72
3.775 to
3.83=4.8
,, kg 12 4.3 0.62 32 3.94 to 4.05=4.3
,, kg 12 3.4 0.62 25.3
4.105 to
4.215=3.4
,, kg 12 2.6 0.62 19.35 4.27 to 4.38=2.6
,, kg 8 1.5 0.62 7.45 4.435to 4.49=1.5
830.21
12 5.9/66 centering&shutteringincludingstrutting,proppingetc.andremoval of formfor
5.9.15 Extra for shutteringincircular workor any othergeometrical shape
(20% of respective centringandshutteringitem)
for outside m² 1 29.51 3.3 97.4 πD=πx9.4
for inside m² 1 28.28 3.3 93.29 πD=πx9.0
190.69
5.9.3 suspendedfloors,roofs,landing,balconiesandaccessplatform
for topslab m² 1 π/4x9² 63.17
for face of slab m² 1 29.51 0.16 4.72
67.89
13 structural steel workriveted,bolted,orweldedinbuiltupsection,trussesand
two4m and
9,0.6 m steps
framedworkincludingcutting,hoisting,fixinginpositionandapplyingapriming
are use 0f I.S.A-
30X30X5
coat of approvedsteel primerall completed
so use 13.4m
angle section
I.S.A-30X30X5 kg 1 4 30
and itsWT
2.2kg/m
NOTE-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

29
DRAWING OF SUMP WELL 200KL CAPACITY AT NRI CAMPUS RAISEN ROAD (BPL)

30
DESIGN OF SUMP WELL 200KL CAPACITY AT
NRI CAMPUS RAISEN ROAD (BPL)
CAPACITY CALCULATION
Assuming dia of tank =9.0 m
Required capacity of tank = 200 KL
Height of tank (h) =200/(0.785 x 92
)
=3.1m
Free board = 0.20 m
---------------------
(h) = 3.3m
DESIGN OF ROOFTOPSLAB
Thickness 160 mm
concrete strength M-25
Self wt. = 0.160 x 2500 = 400 kg/m2
Live load = 400 kg/m2
---------------------
= 800 kg/m2
circular slab of CL dia 9 m
2
Moment 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

31
Say Mu=30KN.m
1
Moment 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-415
M=280/3𝜎cbc = 280 /3X8.5
m=10.98
m 𝜎cbc 10.98×8.5
n= -------------------- = -------------------- =0.384
m 𝜎cbc+𝜎𝑠 10.98×8.5+150
𝑛 0.384
j=1- -------- = 1- ---------=0.384
3 3
M 30×10^6
Ast at corner = --------------- = ------------------------- = 1433.48mm2
𝜎𝑠 × 𝑗 × 𝑑 150× 0.872× 160
=1435 mm2
M 15×10^6
Ast at center = ------------------- = ----------------------
𝜎𝑠 × 𝑗 × 𝑑 150× 0.872× 160
=716.473mm2≅718 mm2

32
Use 10mm dia bar
0.785×10²×1000
Spacing at corner bar =--------------------- =55 mm
1435
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 m
D = diameter of tank at mid height= 9.0 m
t = Thick ness of wall = 0.20 m
H² 3.3²
---- = ---------- = 6.05
D.t 9 x 0.20
Hoop 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 remark
Top kg/m cm2on both face
0.10 H 0.103 1530 1.02 as per IS
0.20 H 0.223 3312 2.21 8 mm @ 200 c/ccode 456
0.30 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 thn
0.50 H 0.566 8405 5.60 8 mm @ 160 c/c200mmc/c
0.60 H 0.639 9490 6.32 8 mm @ 140 c/chenceprov
0.70 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/c
0.90 H 0.327 4856 3.23 8 mm @ 140 c/c

33
9549
Tesile stress = ------------------------- = 4.64 kg/cm2 < 13 kg / cm2
20 x 100 + 8 x 7.18
Moment on wall
ReferIS 3370 ( part IV ) table 12
At base
Moment = 0.0187 x 1000 x 3.3³= 203.64 kg.m / m
= 204 kg.m / m
Provide thickness 20 cm over all & 16 cm effective
620 x 100
Ast = ------------------------------ = .97 cm2 / m
0.87 x 1500 x 16
Ast≅ 𝟏𝐜𝐦 𝟐
/𝐦
Provide8 mm bars@ 200 mm c/c vertical on innerface.
& Also Provide8 mm bars@ 200 mm c/c vertical on outer face.
The tank is empty and full earth from out side
The tank is 3.0 m below G.L.
1-sin 30
Earth Pr. = __________ x3.0 x 1800 = 1800 Kg.
1+sin 30
Compression= 1800 x 2.04 = 3672 Kg/m
3672
Stress = _________ = 1.83 Kg/cm2 < 60 Kg/cm2
20 x100
The pr. is very less (Safe)
DESIGN OF BASE SLAB :
The base slab is rested on good hard strata & it is only 3.50 m
below ground level. No effective load is to be resistedby floor slab. Hence
Provide 200 mm th. base slab. with 8 mm @ 200 mm both ways on both faces.

34
Abstract of Cost of Pump House at NRI
Campus,Bhopal
(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 Boringand Cast Insituof piles 1 15 rm 1078 16170
300mm dia
a) Bulb 1 4 each 805 3220
2 1st class brickwork with1:6 1 6.744 m² 5821 39431.5
cementmortar
3 Form workfor plinthBeam 1 8.16 m² 174 1419.84
4 Form workfor column 1 8.64 m² 356 3075.84
5 Form workfor SlabBeam 1 10.56 m² 227 2397.12
6 Form workfor Slab 1 12.168 m² 264 3212.35
7 M20 Concrete forplinthBeam 1 8.16 m³ 5202 42448.3
8 M20 Concrete forcolumn 1 0.432 m³ 5202 2247.26
9 M20 Concrete forSlabBeam 1 0.816 m³ 5284 4311.74
10 M20 Concrete forSlab 1 1.55 m³ 5284 8190.2
11 Gravel feelingingroundlevel 1 3.15 m³ 471 1483.65
to plinthlevel
12 M-20 grade concrete forbase 1 0.9 m³ 4933 4439.7
plinthlevel
12 12mm thickPlasterof 1:4 1 99.92 m² 110 10991.2
12 Steel WorkinSlab 1 110.78 kg 65.3 7233.93
13 Steel WorkIn SlabBeam 4 19.59 kg 65.3 5116.88
14 Steel workinColumn 4 28.295 kg 65.3 7390.65

35
15 Steel workinPlinthBeam 4 17.01 kg 65.3 4443.01
16 Steel workinPile 4 31.65 kg 65.3 8266.98
TOTAL= 1,75,490
Water Charge(1.5%)= 2,632.35
Contengencycharge(3.5%)= 6,142.15
Super visioncharge(10%)= 17,549
Total 2,01,814
Say TOTAL AMOUNT = Rs. 2,00,000

36
ESTIMATION OF PUMP HOUSE AT NRI
CAMPUS
S.no Particular/item Unit Nos L(m) B(m)
H/D(m
) Quantity Remark
1 boringand cast insituof piles rm 4 3.75 15
300mm dia
a)bulbprovided
eac
h 4 4
2 1st class brickwork with1:6 m³ 4 3 0.2 2.7 6.42
cementmortar
(a) Deductionforventilation m³ 3 0.5 0.2 0.3 -0.09
(b)Deductionforwindow m³ 1 0.9 0.2 0.9 -0.162
(c) Deductionfordoor m³ 1 1.2 0.2 2.1 -0.504
3 1st class brickwork with1:6 m³ 4 3 0.2 0.45 1.08
cementmortar(plinthlevel to
groundlevel)
6.744
4 Form workfor plinthbeam m² 8 3.4 0.3 8.16
5 formwork forcolumn m² 16 2 2.7 8.64
6 formwork forslab beam
a) forbeam bottam m² 4 3 0.2 2.4
b)forbeamside m² 8 3.4 3 8.16
10.56
7 Form workfor slab
a) slabformwork inside the wall m² 1 3 3 9
b) slab formworkout side the m² 4 3.6 0.1 1.44
wall
c) formwork forslabsides m² 4 3.6 0.12 1.728
12.168
8 M20 concrete forPlinthBeam 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
10
M20 Grade concrete fo Slab
Beam m³ 4 3.4 0.2 0.3 0.816
11 M-20 grade concrete forslab@ m³ 1 3.6 3.6 0.12 1.55

37
120 mmthick
12 Gravel feelingingroundlevel to m³ 1 3 3 0.35 3.15
plinthlevel
13 M-20 grade concrete forbase m³ 1 3 3 0.1 0.9
of plinthlevel
1:4 mortar 12mm thick plater
14 work
a)Plasterinslab
i) InnerSlab
ii) OuterSlab m² 1 3 3 9
m² 4 3.6 0.22 3.168
b) PlasterinWall
i) Outerside
m² 4 3.6 4 57.6
ii) Innerside
m² 4 3 3 36
c) DeductionforDoor 105.768
m² 2 1.2 2.1 -5.04
d) DeductionforWindow
m² 1 0.9 0.9 -0.81
99.918
Steel workinslab
15 a) straightbar inmain steel
b) bentupbar inmain steel kg 17
3.58
4 0.395 24.06
c) straightbar in distribution kg 16 3.68 0.395 23.25
d) bentupbar inDistribution kg 19
3.58
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 workinSlabBeam
16 i) Main bar of 12mm dia
ii)Anchorbarof 10mm dia kg 2 3.54 0.89 6.29
iii) Stirrupsof 8mmdia kg 2 3.54 0.62 4.38
kg 18
1.25
4 0.395 8.92
Steel workincolumn 19.59
17 i) longitudnal Barfor12mm Dia
ii) OuterTiesof 8mm dia
300mmkg kg 8 3.1 0.89 22
iii) InnerTies 10
1.05
4 0.395 4.12

38
kg 10 0.55 0.395 2.175
Steel WorkinPlinthbeam 28.295
18 i) Main bar of 12mm dia
ii) AnchorBar of 10mm dia kg 2 3.54 0.89 6.29
iii)Stirupsof 8mmdia kg 2 3.54 0.62 4.38
kg 13
1.25
4 0.395 6.34
17.01
Steel workinPile
19 i) longitudnal barof 12mm dia
ii) tiesof 8mm dia300mm c/c kg 6 4.1 0.89 21.89
kg 20 1.23 0.395 9.76
31.65

40
DESIGN OF PUMP HOUSE
 DESIGN OF SLAB (PUMP HOUSE)
Slab size = 3mx3m
Use M-20 Concreteand 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& 8mmø 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 = 3.3m
Similarly effective span in Y direction
Ly = 3.3m
DesignLoad (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/m²
Since the slab is supported on all four sidesand its corners are held down.

41
DesignMoment & Shear
Ly/lx = 3.3/3.3 = 1
Simply supported
Lx = 0.062
Ly = 0.062
Mux = lx Wu lx²
= 0.062 x 9.0 x (3.3)²
= 6.07 kN-m
Mxy = 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/Rub
Ru = 0.138 fck for M-25 cmc
Ru = 3.45
= √6.07 x 10⁶ / 3.45 x 1000
= 41.949 <101mm
dreq = 41.949 <dassumed . Hence OK
Designof Main Reinforcement
 Along shorter span in X-direction(middle strip):
Width of middle strip = ¾ x ly
= ¾ x x3.3
= 2.47
Mu = 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 = 175mm²
Use 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)

42
Ast min = (0.12/100) x 1000 x 120 = 144mm²
Ast provided = 1000x50.3/ 285 =178.24 say 180mm² > 144mm². HenceOK
 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 bars
Spacing = 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/mm²
Pt = 100Ast/bd
Pt = 100x180/1000x101 = 0.17 %
ForPt = 0.17 and M-25 conc table 5.5
Ʈc = 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 5.6
Ʈc = 0.304x1.30 = 0.395 N/mm² >Ʈc
Shear Reinforcement is not required

43
Check for Deflection
Pt = 0.17%
Fs = 0.58fy[Astreq/Ast provided]
= 0.58x415 [175/180]
= 234.01 N/mm²
For Pt = 0.17%
Fs = 234 N/mm² from
Kt = 1.9
(l/d)max = 20x1.9 = 38
(l/d)provided = 3300/101 = 32.6
(l/d)max > (l/d)provided. Hence OK
Torsionalreinforcementat 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.

44
 DRAWING OF SLAB (PUMP HOUSE)

45
 DESIGN OF BEAM
Given data
Length= 3 m
Wight = 5.6 KN
B=200
Assumegradeof 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
AdoptLeff = 3.26m

46
STEP-3 Load calculation
Imposed load = 5.62 kN/m
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=
√𝑀
𝑅.𝑏
=√10.29𝑋10ˆ6/(0.9𝑋200)
=237.77< 260
dreq< 𝑑𝑎𝑠𝑠𝑢𝑚𝑒
Eff. Depth=d=300-25-8-14/2
=260 mm
Taking 25mm as clear cover 8 mm ∅ where stirrups and14 mm ∅ as the main
bar

47
STEP-6 Area of steel R/F
M 10.29×10⁶
Ast = --------------- = -------------------------- = 191.93 mm2
𝝈𝒔𝒕 × 𝒋 × 𝒅 230×0.9×260
≅192
Minimumarea of R/F
(Asmin/bd) =(0.85/Fy) (Asmin/200x260) = (0.85/415)
Asmin =106.5 mm² Ast>Asmin (Hence OK)
STEP-7 No. of bar’s
Provideφ 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
Provide2 no. of 12 mm φ
Check for shear
Max shear force = v
V = wl/2
Nominal shear stress =τv
τv = VU/bd = (1290)/(2 x200 x260)
(Vu = Wuleff/2)
τv = 0.024 N/mm²

48
Ʈc max = 1.8 N/mm² for M-20 concrete
Ʈv<Ʈc max HENCE OK
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
(FromIS 456: 2000 page no. 73
τv< τc (HenceSAFE)
hence shear r/f is not required however nominalshear r/f is to be provided as
per code
provided 8 mm ø 2 legged vertical stirrups madeplain 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 leggedstirrups @ 200 mm c/c through out the
length at the beam.

49
STEP-10 Check for Development Length
M1= 𝜎𝑠𝑡𝐴𝑠𝑡𝐽𝑑
= 230x308x0.9X260=16576560N
(AstAvailable 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
(FromIS 456:2000 pageno. 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
Clearcover= 25 mm
Hanger = 2- 12 mm ø

51
 DESIGN OF COLUMN
Givendata
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 shortcolumn
Step-3 minimum eccentricity
Emin = ((l/500)+(D/30))or 20mm
= 10.56 or 20mm
emin=20mm

52
Hence local formula for shortcolumn is applicable
Step-4 Main steel (longitudnal r/f)
Pu = 0.4fck AC+ 0.67FY AS
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
Provided8-12 mm Ø bars as shown in fig.

53
Step- 5 Lateral ties
The diameter of the ties should not be less than 6mm
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

55
 DESIGN OF PLINTH BEAM
Given data
b=200 mm
D=300mm
Assumegradeof concrete M20 & Fe415 steel
STEP-1 Design Constant
𝜎𝑐𝑏𝑐 = 7𝑁/𝑚𝑚² ,𝜎𝑠𝑡 = 230 𝑁/𝑚𝑚²
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

56
Total Load =11.76 KN/m
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=
√𝑀
𝑅.𝑏
=√15.05𝑋10ˆ6/(0.91𝑋200)
=287.5< 300
dreq< 𝑑𝑎𝑠𝑠𝑢𝑚𝑒
Eff. Depth=d=300-25-8-12/2
=261 mm

57
Taking 25mm as car cover 8 mm ∅ where stirrups and12 mm ∅ as the main
bar
STEP-6 Area of steel R/F
M 11.76×10⁶
Ast = --------------- = -------------------------- = 217.67 mm²
𝝈𝒔𝒕 × 𝒋 × 𝒅230×0.9×261
Minimumareaof R/F
(Asmin/bd)=(0.85/Fy) (Asmin/200x261) =(0.85/415)
Asmin =106.5 mm² Ast>Asmin (Hence OK)
STEP-7 No. of bar’s
Provideφ 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
Provide2 no. of 12 mm φ
STEP -8 Check for Shear
Maxshear force = v
V = wl/2
V=1176X3.2/2 =1882N

58
Nominal shear stress =τv
τv = VU/bd = (1882)/(200 x261) =0.036N/mm²
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
(FromIS 456: 2000 page no. 73
τv< τc (HenceSAFE)
hence shear r/f is not required however nominalshear r/f is to be
provided as per code
provided8 mm ø 2 leggedvertical stirrups made plainmildsteel (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

59
2) 300
Provided 8 mm ø 2 leggedstirrups @ 200 mm c/c through out the
length at the beam.
STEP-10 Check for development length
M1= 𝜎𝑠𝑡𝐴𝑠𝑡𝐽𝑑
= 230x226.19x261=13578185.7 N
(AstAvailable at supports is 226.19 mm²as 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
(FromIS 456:2000 pageno. 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)

61
 NOMIANL DIMENTION OF PILE FOUNDATION
The overall depth of the pile is 3.3m
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

62
CONCLUSION
 If Sump well is provided in our college , there will
be almost no water scarcity
 Water is stored in large quantityas compared to
present scenario
 The shortage of water in hostel will be negligible

64
REFERENCES
 Design of RCC by Ramamurtham
 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.wikipidia.com

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