Under Ground water tank design including estimation and costing
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About This Presentation
Design of Under Ground Water Tank
Slide Content
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 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
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
2
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)
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)
3
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
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
4
NRI INSTITUTE OF INFORMATION SCIENCE
&TECHNOLOGY
(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWA VIDYALAYA)
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
NRI INSTITUTE OF INFORMATION SCIENCE
&TECHNOLOGY
(AFFL. BY RAJIV GANDHI PRODYOGIKI VISHWA VIDYALAYA)
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
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
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
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
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
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
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
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
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
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.
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.
11
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 .
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 body by mass. It is a crucial component of metabolic processes and
serves as a solvent for many bodily solutes
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
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
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.
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'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
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
16
WATER REQUIREMENT S
• Domestic
• Institutional
• Industrial
• Public
• Agricultural
WATER REQUIREMENT S
• Domestic
• Institutional
• Industrial
• Public
• Agricultural
17
INSTITUTIONAL REQUIREMENT
INSTITUTIONAL REQUIREMENT
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
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 therefore the 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
WATER REQUIREMENT FOR NRI CAMPUS
Since the Daily Water Req. Exceeds the Capacity of the
tank , So therefore the 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 /-
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 /-
21
.
.
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 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= 3,22,032.22
Water Charge (1.5%)= 4,830.48
Contengency Charge (3.5%)= 11,271.12
SuperVision Charge (10%)= 32,203.22
3,70,337.04
Say Total Amount = Rs.3,70,500
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 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= 3,22,032.22
Water Charge (1.5%)= 4,830.48
Contengency Charge (3.5%)= 11,271.12
SuperVision Charge (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 to NIIST west corner mᶟ 1 285.1 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 1 331.1 0.7 0.2 46.35
base 0f pipe
3 150 mm C.I. pipe
a)IBD to NIIST west corner each 47 47 no. of pipe=47
285.1/6.1=46.73
use 20' pipe
b)NIIST west corner to each 8 8 46/6.1=7.54
sump well
5 back filling
a)above the pipe mᶟ 1 331.1 0.7 0.5 115.88
b)filling of 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
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 1 285.1 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 1 331.1 0.7 0.2 46.35
base 0f pipe
3 150 mm C.I. pipe
a)IBD to NIIST west corner each 47 47 no. of pipe=47
285.1/6.1=46.73
use 20' pipe
b)NIIST west corner to each 8 8 46/6.1=7.54
sump well
5 back filling
a)above the pipe mᶟ 1 331.1 0.7 0.5 115.88
b)filling of 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 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
2 4.1/45 providing in laying in posiition cement concrete of specified grade excluding the 1 7.85 m³ 3808 29892.8
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 1 15.7 m³ 4953 77762.1
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 1 19.07 m³ 6582 125518.74
4.2.1.1 M-25 grade concrete
5 4.1/45 providing in laying in posiition cement concrete of specified grade excluding the
cost of centering and shuttering - all work up to plinth level
4.1.1.1 M-25 grade concrete 1 10.96 m³ 6338 69464.5
6 13.1/244 12mm cement plaster of mix 1 220.47 m² 123 27117.8
13.1.1 1:4 (1cement : 4 sand)
7 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 933.7 kg 65.3 60975.8
including cutting, hoisting fixing in position and applying a priming coat of
approved steel primer all complete(horizontal & vertical)
8mm Ø bar
8 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 250.27 kg 65.3 16342.65
including cutting, hoisting fixing in position and applying a priming coat of
approved steel primer all complete (in base slab)
8mm Ø bar
9 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 830.21 kg 65.3 54212.7
including cutting, hoisting fixing in position and applying a priming coat of
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 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
2 4.1/45 providing in laying in posiition cement concrete of specified grade excluding the 1 7.85 m³ 3808 29892.8
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 1 15.7 m³ 4953 77762.1
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 1 19.07 m³ 6582 125518.74
4.2.1.1 M-25 grade concrete
5 4.1/45 providing in laying in posiition cement concrete of specified grade excluding the
cost of centering and shuttering - all work up to plinth level
4.1.1.1 M-25 grade concrete 1 10.96 m³ 6338 69464.5
6 13.1/244 12mm cement plaster of mix 1 220.47 m² 123 27117.8
13.1.1 1:4 (1cement : 4 sand)
7 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 933.7 kg 65.3 60975.8
including cutting, hoisting fixing in position and applying a priming coat of
approved steel primer all complete(horizontal & vertical)
8mm Ø bar
8 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 250.27 kg 65.3 16342.65
including cutting, hoisting fixing in position and applying a priming coat of
approved steel primer all complete (in base slab)
8mm Ø bar
9 10.1/178 structural steel work in singal section fixed with or without connecting plate 1 830.21 kg 65.3 54212.7
including cutting, hoisting fixing in position and applying a priming coat of
25
approved steel primer all complete (in top slab)
10mmØbar
10 5.9/66 centering & shuttering including strutting,propping etc. and removal of form for 1 190.69 m² 320.4 61097.076
5.9.15 Extra for shuttering in circular work or any other geometrical shape
(20% of respective centring and shuttering item)
5.9.3 suspended floors, roofs, landing, balconies and access platform 1 67.89 m² 264 17922
11 10.2/178 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-30X30X5 1 30 kg 68.7 2061
TOTAL
5,73,230.766
Add Water Charge(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
approved steel primer all complete (in top slab)
10mmØbar
10 5.9/66 centering & shuttering including strutting,propping etc. and removal of form for 1 190.69 m² 320.4 61097.076
5.9.15 Extra for shuttering in circular work or any other geometrical shape
(20% of respective centring and shuttering item)
5.9.3 suspended floors, roofs, landing, balconies and access platform 1 67.89 m² 264 17922
11 10.2/178 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-30X30X5 1 30 kg 68.7 2061
TOTAL
5,73,230.766
Add Water Charge(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 in excavation by mechanical mean/manual means in foundation m³ 1
π/4x(10)²
3 235.6
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 m³ 1 π/4 (10)² 0.1 7.85
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 m³ 1 π/4 (10)² 0.2 15.7
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 m³ 1 π/4 (9.4-9)² 3.3 19.07
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 m³ 1 π/4 (9.4)² 0.16 11.1
a) Deduction of Manhole 1 0.6 0.9 0.16 -0.0864
b) Deduction of air bend total slab 1 π/4 (0.6)² 0.16 -0.045
10.9686
6 12mm cement plaster of 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 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 kg 9 28.86 102.59
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 in excavation by mechanical mean/manual means in foundation m³ 1
π/4x(10)²
3 235.6
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 m³ 1 π/4 (10)² 0.1 7.85
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 m³ 1 π/4 (10)² 0.2 15.7
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 m³ 1 π/4 (9.4-9)² 3.3 19.07
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 m³ 1 π/4 (9.4)² 0.16 11.1
a) Deduction of Manhole 1 0.6 0.9 0.16 -0.0864
b) Deduction of air bend total slab 1 π/4 (0.6)² 0.16 -0.045
10.9686
6 12mm cement plaster of 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 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 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
lenth of bar is
12m so
b)inner side above 1.1 kg 14 28.86 0.395 159.59
2 full & 1extra
bar so
(no.-(2200/160)
3 over lap is
provide
8mmØ@160mm c/c
(straigthlength
of lap
shall be greater
than
c)outer side kg 23 30.12 0.395 273.6 15d or 20cm
L=28.86
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 kg 143 3.45 0.395 195
(3.14x9)/.20)+1
8mmØ@200mm c/c
b)outer side 149 3.45 0.395 203
(3.14x9.4)/0.2)+1 933.78
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
from center
point to specify
approved steel primer all complete(IN BASE SLAB )
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 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 kg 32 9
π/4x0.010²x78
50 178.56
0.105 to 0.840 =
9
7850×π/4×0.0
8²
no- (1100/140)+1 0.395
πd=3.14x9=28.2
6
8mmØ@140mm c/c
lenth of bar is
12m so
b)inner side above 1.1 kg 14 28.86 0.395 159.59
2 full & 1extra
bar so
(no.-(2200/160)
3 over lap is
provide
8mmØ@160mm c/c
(straigthlength
of lap
shall be greater
than
c)outer side kg 23 30.12 0.395 273.6 15d or 20cm
L=28.86
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 kg 143 3.45 0.395 195
(3.14x9)/.20)+1
8mmØ@200mm c/c
b)outer side 149 3.45 0.395 203
(3.14x9.4)/0.2)+1 933.78
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
from center
point to specify
approved steel primer all complete(IN BASE SLAB )
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 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 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 & 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 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 suspended floors, roofs, landing, balconies and access platform
for top slab m² 1 π/4x9² 63.17
for face of slab m² 1 29.51 0.16 4.72
67.89
13 structural steel work riveted, bolted, or welded in built up section,trusses and
two 4m and
9,0.6 m steps
framed work including cutting, hoisting, fixing in position and applying a priming
are use 0f I.S.A-
30X30X5
coat of approved steel primer all completed
so use 13.4m
angle section
I.S.A-30X30X5 kg 1 4 30
and its WT
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
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 & 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 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 suspended floors, roofs, landing, balconies and access platform
for top slab m² 1 π/4x9² 63.17
for face of slab m² 1 29.51 0.16 4.72
67.89
13 structural steel work riveted, bolted, or welded in built up section,trusses and
two 4m and
9,0.6 m steps
framed work including cutting, hoisting, fixing in position and applying a priming
are use 0f I.S.A-
30X30X5
coat of approved steel primer all completed
so use 13.4m
angle section
I.S.A-30X30X5 kg 1 4 30
and its WT
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)
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 9
2
)
=3.1m
Free board = 0.20 m
---------------------
(h) = 3.3m
DESIGN OF ROOFTOP SLAB
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
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 9
2
)
=3.1m
Free board = 0.20 m
---------------------
(h) = 3.3m
DESIGN OF ROOFTOP SLAB
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=280/3??????cbc = 280 /3X8.5
m=10.98
m ??????cbc 10.98×8.5
n= -------------------- = -------------------- =0.384
m ??????cbc+??????� 10.98×8.5+150
� 0.384
j=1- -------- = 1- ---------=0.384
3 3
M 30×10^6
Ast at corner = --------------- = ------------------------- = 1433.48mm2
??????�×??????×� 150×0.872×160
=1435 mm2
M 15×10^6
Ast at center = ------------------- = ----------------------
??????�×??????×� 150×0.872×160
=716.473mm2≅718 mm2
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=280/3??????cbc = 280 /3X8.5
m=10.98
m ??????cbc 10.98×8.5
n= -------------------- = -------------------- =0.384
m ??????cbc+??????� 10.98×8.5+150
� 0.384
j=1- -------- = 1- ---------=0.384
3 3
M 30×10^6
Ast at corner = --------------- = ------------------------- = 1433.48mm2
??????�×??????×� 150×0.872×160
=1435 mm2
M 15×10^6
Ast at center = ------------------- = ----------------------
??????�×??????×� 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∅@���????????????
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
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∅@���????????????
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
Refer IS 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≅�????????????
�
/??????
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 side
The tank is 3.0 m below G.L.
1-sin 30
Earth Pr. = __________ x 3.0 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 resisted by floor slab. Hence
Provide 200 mm th. base slab. with 8 mm @ 200 mm both ways on both faces.
9549
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 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≅�????????????
�
/??????
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 side
The tank is 3.0 m below G.L.
1-sin 30
Earth Pr. = __________ x 3.0 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 resisted by 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 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
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 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
35
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
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
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
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
36
ESTIMATION OF PUMP HOUSE AT NRI
CAMPUS
S.no Particular/item Unit Nos L(m) B(m)
H/D(m
) Quantity Remark
1 boring and cast in situ of piles rm 4 3.75 15
300mm dia
a)bulb provided
eac
h 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
10
M20 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
ESTIMATION OF PUMP HOUSE AT NRI
CAMPUS
S.no Particular/item Unit Nos L(m) B(m)
H/D(m
) Quantity Remark
1 boring and cast in situ of piles rm 4 3.75 15
300mm dia
a)bulb provided
eac
h 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
10
M20 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
37
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
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 17
3.58
4 0.395 24.06
c) straight bar in distribution kg 16 3.68 0.395 23.25
d) bentup bar in Distribution kg 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 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 18
1.25
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 10
1.05
4 0.395 4.12
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
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 17
3.58
4 0.395 24.06
c) straight bar in distribution kg 16 3.68 0.395 23.25
d) bentup bar in Distribution kg 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 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 18
1.25
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 10
1.05
4 0.395 4.12
38
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 13
1.25
4 0.395 6.34
17.01
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
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 13
1.25
4 0.395 6.34
17.01
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
39
DRAWING OF PUMP HOUSE
DRAWING OF PUMP HOUSE
40
DESIGN OF PUMP HOUSE
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 = 3.3m
Similarly 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/m²
Since the slab is supported on all four sidesand its corners are held down.
DESIGN OF PUMP HOUSE
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 = 3.3m
Similarly 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/m²
Since the slab is supported on all four sidesand its corners are held down.
41
Design Moment & 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
Design of 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)
Design Moment & 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
Design of 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. Hence OK
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 %
For Pt = 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
Ast min = (0.12/100) x 1000 x 120 = 144mm²
Ast provided = 1000x50.3/ 285 =178.24 say 180mm² > 144mm². Hence OK
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 %
For Pt = 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
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.
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
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.
44
DRAWING OF SLAB (PUMP HOUSE)
DRAWING OF SLAB (PUMP HOUSE)
45
DESIGN OF BEAM
Given data
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
DESIGN OF BEAM
Given data
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
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=
√??????
??????.??????
=√10.29??????10ˆ6/(0.9??????200)
=237.77<260
dreq<�������
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-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=
√??????
??????.??????
=√10.29??????10ˆ6/(0.9??????200)
=237.77<260
dreq<�������
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
47
STEP-6 Area of steel R/F
M 10.29×10⁶
Ast = --------------- = -------------------------- = 191.93 mm2
??????��×??????×?????? 230×0.9×260
≅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
STEP-6 Area of steel R/F
M 10.29×10⁶
Ast = --------------- = -------------------------- = 191.93 mm2
??????��×??????×?????? 230×0.9×260
≅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
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
(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.
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
(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.
49
STEP-10 Check for Development Length
M1= ??????��??????��??????�
= 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
STEP-10 Check for Development Length
M1= ??????��??????��??????�
= 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
50
DRAWING OF BEAM
DRAWING OF BEAM
51
DESIGN OF COLUMN
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
DESIGN OF COLUMN
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
52
Hence local formula for short column 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
Provided 8-12 mm Ø bars as shown in fig.
Hence local formula for short column 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
Provided 8-12 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
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
54
DRAWING OF COLUMN
DRAWING OF COLUMN
55
DESIGN OF PLINTH BEAM
Given data
b=200 mm
D=300mm
Assume grade of concrete M20 & Fe415 steel
STEP-1 Design Constant
??????���=7??????/��² ,??????��=230 ??????/��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
DESIGN OF PLINTH BEAM
Given data
b=200 mm
D=300mm
Assume grade of concrete M20 & Fe415 steel
STEP-1 Design Constant
??????���=7??????/��² ,??????��=230 ??????/��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
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=
√??????
??????.??????
=√15.05??????10ˆ6/(0.91??????200)
=287.5<300
dreq<�������
Eff. Depth=d=300-25-8-12/2
=261 mm
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=
√??????
??????.??????
=√15.05??????10ˆ6/(0.91??????200)
=287.5<300
dreq<�������
Eff. Depth=d=300-25-8-12/2
=261 mm
57
Taking 25mm as car cover 8 mm ∅ where stirrups and 12 mm ∅ as the main
bar
STEP-6 Area of steel R/F
M 11.76×10⁶
Ast = --------------- = -------------------------- = 217.67 mm²
??????��×??????×??????230×0.9×261
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
Taking 25mm as car cover 8 mm ∅ where stirrups and 12 mm ∅ as the main
bar
STEP-6 Area of steel R/F
M 11.76×10⁶
Ast = --------------- = -------------------------- = 217.67 mm²
??????��×??????×??????230×0.9×261
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
58
Nominal shear stress =τv
τv = VU/bd = (1882)/(200 x 261) =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
(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
Nominal shear stress =τv
τv = VU/bd = (1882)/(200 x 261) =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
(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
59
2) 300
Provided 8 mm ø 2 legged stirrups @ 200 mm c/c through out the
length at the beam.
STEP-10 Check for development length
M1= ??????��??????��??????�
= 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)
2) 300
Provided 8 mm ø 2 legged stirrups @ 200 mm c/c through out the
length at the beam.
STEP-10 Check for development length
M1= ??????��??????��??????�
= 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)
60
DRAWING OF PLINTH BEAM
DRAWING OF PLINTH BEAM
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
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 quantity as compared to
present scenario
The shortage of water in hostel will be negligible
CONCLUSION
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
63
SITE PHOTO
SITE PHOTO
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
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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