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Under Ground water tank design including estimation and costing
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Transcript of Under Ground water tank design including estimation and costing
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
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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
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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
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DESIGN OF PUMP HOUSE
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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
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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
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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]
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= 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)
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DESIGN OF BEAM
Given data
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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
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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
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≅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
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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
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= 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
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DESIGN OF COLUMN
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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
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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
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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
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DESIGN OF PLINTH BEAM
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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
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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
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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
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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.
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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
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NOMIANL DIMENTION OF PILE FOUNDATION
The overall depth of the pile is 3.3m
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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
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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
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REFERENC E S
Design of RCC by Ramamurtham
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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
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