In the present study, the attempts are made to study the behavior of hydrodynamic effect (Impact of liquid sloshing) in water full and empty condition on elevated steel water storage reservoir in sever wind and earthquakes zone of India. The analysis is done with Equivalent static method, Response spectrum method and also P-Delta effect with different combination of lateral and horizontal braced supporting frame systems. For modeling and analysis were performed using Etabs Ultimate 17.0.1

1. “LATERAL STABILITY IMPROVEMENT FOR ELEVATED
STEEL WATER STORAGE RESERVOIR IN SEVERE WIND
AND EARTHQUAKE ZONE USING ETABS”
Dr. AIT Bangalore 1
Department Of Civil Engineering
Seminar on
Presented by
NAME : ISHWAR KUMBAR USN : 1DA17CSE06
Under the guidance of
Dr. M.R.SURESH
Associate Professor
Dept of Civil Engineering,
Dr. AIT Bangalore

2. CONTENTS
1) Introduction
2) Literature Review
3) Objectives and Scope Of The Study
4) Model Description
5) Model Analysis
6) Results
7) Discussion and Conclusion
8) Journal certificate
9) Reference
10) Acknowledgment
Dr. AIT Bangalore 2

3. 1. INTRODUCTION
• Steel tanks are used for the storage of water and other liquids,
acids, gasoline, alcohols, etc.
Based on shape, elevated tanks can be classified as;
• Circular Tank.
• Rectangle Tank.
• Square Tank.
• Conical Tank.
• Intze Tank.
Dr. AIT Bangalore 3

4. Based on the supporting system, elevated tanks can be
classified as :
• 1. Shaft supported elevated tanks.
• 2. Framed Frame / Trestle supported elevated tanks.
• According to IS 1893(part1):2016, more than 60% of India is
prone to earthquake. And many elevated water tanks suffered
damage to their Frame in Bhuj earthquakes of 2011.
• In rural or urban areas elevated steel water storage reservoir
forms an integral part of the water supply scheme for the
public, so its functionality pre and post-earthquake and in
cyclonic strong wind remain equally important.
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5. • Elevated water tanks are most commonly used in storing of
water to supply at a certain height for pressurizing in the water
distribution system for various purposes.
• A major irregularity is along the height of the structure due to
heavy water mass on the top and phenomenon of
hydrodynamic interaction between the fluid and the walls of
the tanks, hence the effect on the whole structure, with the
accelerating in horizontal causing the sloshing effect, which
cannot be neglected
• Damages and failure to elevated steel water storage reservoir
with both types of supporting system stated above are noted
during an earthquake and strong cyclonic winds. Hence it
becomes necessary to evaluate the optimum selection of the
supporting system for the predefined requirements of elevated
steel water storage reservoir
Dr. AIT Bangalore 5

6. Dr. AIT Bangalore 6
• Because of the various research done on the elevated tank,
which showed issues which a significant problems in terms
of modeling, stability and design of the structure.
• In the present study, the attempts are made to study the
behavior of hydrodynamic effect (Impact of liquid
sloshing) in water full and empty condition on elevated
steel water storage reservoir in sever wind and earthquakes
zone of India.
• The analysis is done with Equivalent static method,
Response spectrum method and also P-Delta effect.
• With different combination of lateral and horizontal braced
supporting frame systems.

7. Dr. AIT Bangalore 7
• For modeling and analysis were performed using Etabs
Ultimate 17.0.1 –Finite element software. The results of
the analysis, in terms of Displacement and Time period,
are obtained.
SYSTEM DEVELOPMENT
As per IS 1893(PART 2):2014 and IITK-GSDMA, The effect
of Hydrodynamic forces exerted by the contained liquid in
the tank should be considered on walls of the tank.
Sloshing: In fluid dynamics, the movement of liquid in the
tank container is referred to as sloshing.

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Typical Component of Water Tower

9. 2.LITERATURE REVIEW
R V RAIKAR, KEERTI M. TELSANG, KIRAN M.
MALIPATIL, KLEMSSCET, Belagavi
• In this paper seismic analysis by Response spectrum method is
carried out, with and without the bracing configuration.in
considering different earthquakes zones (zone 2 to 5). The
analysis is carried out using STAAD-PRO V8i software.
• The result for bare and braced frame tanks, which in terms of
the time period, base shear and displacement for different
seismic zones and soil condition are compared.
• The results obtained are:
• 1) The 3&4th story of water tank showed better performance of
the 2 storey in terms of displacement.
• 2) An increase overall stiffens is increased in the braced frame
than the unbraced one.
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10. ANAND H SHRIGONDEKAR AND RAJESH D PADHYE
• The Basic plot behind this paper is to analysis of concert
elevated water tank of 400m3.For a different type of horizontal
bracing arrangement at Frame. Analyzed by the linear dynamic
method and seismic response method .tank full, partially,
empty case.
• Conclusions are:
• 1) Octagonal &radial bracing has higher base shear.
• 2) As the bracing level increase, storey displacement goes on
decreases.
• 3) Less storey displacement has seen in octagonal and radial
bracing.
• 4) As the level of bracing increase maximum Bending moment
at bottom of Colum decreases.
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11. GAURAV S. ATALKAR AND M.GHARAD
• In this paper, a comparative analysis of steel elevated water
structure by using cross bracing, k-type, chevron, single
diagonal bracing and alternative for the same has been carried
out.
Conclusions are:
• For alternative bracing pattern base shear reduced. Because of
reduced overall stiffness of the structure.
• Alternative cross bracing gives a minimum of displacement
value.
• He suggested an alternative diagonal bracing pattern.
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12. 3.OBJECTIVES
• The main objective of this project work is to study the
hydrodynamic effect (Impact of liquid sloshing) on elevated
steel water storage reservoir in sever wind and earthquakes
zone of India, with different and combination of lateral,
intermediate horizontal braced supporting frame.
• Study the empty and full reservoir in severs wind and
earthquakes zone of India, with different and combination of
lateral, intermediate horizontal braced supporting frame.
• To compare the results obtained from the analysis in terms of
displacement and time period with different and combination
of lateral, intermediate horizontal braced supporting frame.
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13. • To compare the results obtained from the analysis in terms of
displacement and time period of the frame with wall supported
on cantilever staging and X type diagonal lateral bracing with
intermediate horizontal bracing.
• Suggesting the improved lateral stability braced supporting
frame for elevated steel water storage reservoir in sever wind
and earthquakes zones of India.
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14. SCOPE OF THE STUDY
• The present study makes an effort to understand the
hydrodynamic effect (Impact of liquid sloshing) and empty
elevated steel water storage reservoir in sever wind and
earthquakes zone of India, in accordance with IS 1893(part
2):2104 and IITK-GSDMA using Etabs Ultimate 17.0.1
software.
• Day to day climatic changes in the cyclonic winds becoming
more severe and common in the regions of India. And the
advantages of steel over concrete construction and material
availability making steel as efficient and quick erection on site.
More research and development is required in the elevated
steel water storage reservoir.
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15. 4. MODEL DESCRIPTION
• A Steel water reservoir container of 1,50,000 liter (150m3)
• Height 2m + 0.2 m as freeboard
• Square shape
• Total height up to staging 18m(60ft).
• Number of storey 6
• Provide the two bay of 4.5c/c and Total 10 columns
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16. ETABS STUDY MODELS
• In the present study total, seven Frames are modeled with full
and empty tank using of Etabs Ultimate 17.0.1.
1) Frame without lateral bracing and with intermediate
horizontal bracing.
2) Frame with X type diagonal lateral bracing without
intermediate horizontal bracing.
3) Frame with X type diagonal lateral bracing and intermediate
horizontal bracing.
4) Frame with chevron type lateral bracing without intermediate
horizontal bracing.
5) Frame with chevron type lateral bracing and intermediate
horizontal bracing.
6) Frame with chevron eccentrical type lateral bracing and
intermediate horizontal bracing.
7) Frame with wall supported on cantilever staging and X type
diagonal lateral bracing with intermediate horizontal bracing.
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17. Dr. AIT Bangalore 17
PLAN OF THE FRAMES
For 1 to 6 Frame: Two bay with 4.5m c/c of the column,6
storey of height 3m each and 10 columns are modeled.

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PLAN OF THE FRAME
For 7th Frame : Two bay with 3m c/c column, 6 storey of
height 3m each and 10 columns are modeled.

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FRONT ELEVATION ,3D VIEW,STOREY VIEW.
1) Frame without lateral bracing and with intermediate
horizontal bracing.

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2) Frame with X type diagonal lateral bracing without
intermediate horizontal bracing.

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3) Frame with X type diagonal lateral bracing and
intermediate horizontal bracing.

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4) Frame with chevron type lateral bracing without
intermediate horizontal bracing.

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5) Frame with chevron type Lateral Bracing with
intermediate horizontal bracing.

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6) Frame with chevron eccentrical type lateral bracing
and intermediate horizontal bracing.

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7)Frame with wall supported on cantilever staging and X
type diagonal lateral bracing with intermediate
horizontal bracing.

26. METHODOLOGY
• In the present project work, hydrodynamic effect (Impact
of liquid sloshing) on elevated steel water storage
reservoir and the empty reservoir is carried in sever wind
and earthquakes zone of India, with different and
combination of lateral, intermediate horizontal braced
supporting frame, with the help of Etabs Ultimate 17.0.1
–Finite element software.
Dr. AIT Bangalore 26
5.MODELANALYSIS

27. • All the earthquake and wind analysis parameters are
evaluated using the recommended procedure in the latest
code IS: 1893:2014 (Part-II, Liquid Retaining Tanks), IS:
1893:2016 (Part-I, General provisions and Buildings),IS 875
(Part 3) : 2015 Design Loads- Part 3 Wind Loads, as well as
in IITK-GSDMA (Guidelines for seismic design of liquid
storage tanks).
• Focused mainly on the Sloshing effect that is happening
in the water during severe earthquake and strong cyclonic
winds zone using Etabs Ultimate 17.0.1 –Finite element
software.
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28. IITK-GSDMA (Guidelines for seismic design of
liquid storage tanks)
• The Gujarat State Disaster Management Authority
Gandhinagar and the Indian Institute of Technology Kanpur
are presented the IITK-GSDMA Guidelines on Seismic Design
of Liquid Storage Tanks to the professional engineering and
architectural community in the country.
• To the understanding of the design methodologies for
earthquake-resistant structures, and in improving our codes of
practice.
• In this project work, all the seismic analysis parameters are
evaluated using the above IITK-GSDMA Provisions with
Commentary and Explanatory Examples.
Dr. AIT Bangalore 28

29. Dr. AIT Bangalore 29
EQUIVALENT STATIC ANALYSIS USING ETABAS

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RESPONSE SPECTRUM METHOD USING ETABAS

31. EARTHQUAKE PARAMETERS
CONSTANT VALUES
Zone V
Importance 1.5
ordinary moment resisting frame (OMRF) 3.5
special moment resisting frame(SMFR) 4
Soil type Medium
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32. WIND PARAMETERS
Dr. AIT Bangalore 32
CONSTANT VALUES
Zone V
Wind speed 50 m/s
Risk Coefficient (k1Factor) 1.5
Terrain Category (K2) 1
Topography (k3Factor) 1
Importance Factor for Cyclonic Region (k4) 1.3

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LOAD COMBINATIONS.
Load Combinations are obtained by predefined steel fame
design combination in Etabs.
1) 0.9DL -1.5EQX 19) 1.2DL+1.2LL+1.2EQX
2) 0.9DL -1.5EQY 20) 1.2DL+1.2LL+1.2EQY
3) 0.9DL-1.5WLX 21) 1.2DL+1.2LL+1.2RSX
4) 0.9DL-1.5WLY 22) 1.2DL+1.2LL+1.2RSY
5) 0.9DL+1.5EQX 23) 1.2DL+1.2LL+1.2WLX
6) 0.9DL+1.5EQY 24) 1.2DL+1.2LL+1.2WLY
7) 0.9DL+1.5RSX 25) 1.5DL
8) 0.9DL+1.5RSY 26) 1.5DL-1.5EQX
9) 0.9DL+1.5WLX 27) 1.5DL-1.5EQY
10) 0.9DL+1.5WLY 28) 1.5DL-1.5WLX
11) 1.2DL+1.2LL-0.6WLX 29) 1.5DL-1.5WLY
12) 1.2DL+1.2LL-0.6WLY 30) 1.5DL+1.5EQX
13) 1.2DL+1.2LL-1.2EQX 31) 1.5DL+1.5EQY
14) 1.2DL+1.2LL-1.2EQY 32) 1.5DL+1.5LL
15) 1.2DL+1.2LL-1.2WLX 33) 1.5DL+1.5RSX
16) 1.2DL+1.2LL-1.2WLY 34) 1.5DL+1.5RSY
17) 1.2DL+1.2LL+0.6WLX 35) 1.5DL+1.5WLX 37) 1DL
18) 1.2DL+1.2LL+0.6WLY 36) 1.5DL+1.5WLY 38) 1.0DL+1.0LL

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DISPLACED FRAME DUE TO LOADING CONDITION

35. 6.RESULT OBTAINED FROM THE ANALYSIS
• Frame without lateral bracing and with intermediate horizontal
bracing. The displacement for full and empty condition is 2.3m and
1.2mThe time period for full and empty condition is 0.01 and 1.6
• FRAME1. Frame with X type diagonal lateral bracing without
intermediate horizontal bracing.
• FRAME2. Frame with X type diagonal lateral bracing and
intermediate horizontal bracing.
• FRAME3. Frame with chevron type lateral bracing without
intermediate horizontal bracing.
• FRAME4. Frame with chevron type lateral bracing and intermediate
horizontal bracing.
• FRAME5. Frame with chevron eccentrical type lateral bracing and
intermediate horizontal bracing.
• FRAME6. Frame with wall supported on cantilever staging and X
type diagonal lateral bracing with intermediate horizontal bracing.
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36. Dr. AIT Bangalore 36
DISPLCEMENT v/s FRAMES FOR
TANK EMPTY CONDITION
DISPLCEMENT v/s FRAMES FOR
TANK FULL CONDITION

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TIME PERIOD v/s FRAMES FOR
TANK EMPTY CONDITION
TIME PERIOD v/s FRAMES FOR
TANK FULL CONDITION

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7.DISCUSSION AND CONCLUSION
General
• Above result shows that the bare frame is highly unacceptable
for framing elevated steel water storage reservoir in severe
wind and earthquakes zones.
• Result for the empty condition are low value when compared
to the tank full.
• The combination of lateral and horizontal braced supporting
frame systems gave a better and acceptable value when
compared to the frame with diagonal Lateral Bracing without
and intermediate horizontal bracing.

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Improved lateral stability
• Frame with wall supported on cantilever staging and X type
diagonal lateral bracing with intermediate horizontal bracing is
performed very well and it is the most efficient in terms of
material used for construction. Saving steel material in
Horizontal tie beams, Lateral Bracing, and intermediate
horizontal bracing.
• The cantilever portions on either side behaved like overhang
and pushing the wall inside so controlling the lateral sway of
the frame.

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OVERHANG BEHAVIOR ON EITHER SIDE OF
STAGING

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NORMAL SIMPLY SUPPORTED
STAGING
CANTILEVER STAGING

42. CONCLUSIONS
• The displacement responses are changed by the combination
of lateral and horizontal braced supporting frame system as
expected. However, the change in the displacement values are
considerably affected the frame system behavior.
• And also the introduction of intermediate horizontal bracing
can effectively reduce the displacements of the frame.
• Frame with chevron eccentrical type lateral bracing with
intermediate horizontal bracing did not perform well as
compared to the other braced frames.
Dr. AIT Bangalore 42

43. • Time period decreased for the frame with intermediate
horizontal bracing, hence increasing the overall stiffness of the
frame and making the frame more stable in terms of
displacement.
• Frame with wall supported on cantilever staging and X type
diagonal lateral bracing is performed very well and it the most
efficient in terms of material used for construction. Saving
steel material in horizontal tie beams, Lateral Bracing, and
intermediate horizontal bracing.
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44. SCOPE FOR FURTHER STUDIES
• Frame with alternative spaced bracing can be analyzed.
• For analysis can be performed for all zones of earthquake and
wind.
• For analysis can be performed for all soli types.
• For a frame with composite columns can be analyzed.
• The partially filled tank can be considered in the analysis.
• For a frame with an alternative combination of intermediate
horizontal bracing can be analyzed.
Dr. AIT Bangalore 44

45. Dr. AIT Bangalore 45
7. Journal certificate

46. 9.REFERENCE
1) Georgee W. Housner, 1963 “The Dynamic Behaviours of Water Tank”
Bulletin of the Seismological Society of America.
2) Sudhir K.Jain AND M.S.Medhekar. “Proposed provision for the
aseismic design of liquid storage tanks: part II –commentary and
examples”
3) R V Raikar, Keerti M. Telsang, Kiran M. Malipatil, KLEMSSCET
Belagavi Seismic Response of Cylindrical Elevated Steel Water Tank.
4) R. Livaoğlu1 and A. Doğangüin, “An investigation about effectss of
supporting systems on fluid-elevated tanks interaction”
5) Anand H Shrigondekar, Rajesh D Padhye, “Performance of RC
Elevated Water Tank for different Bracing Patterns under the effect of
Earthquake Excitation.”
6) Gaurav S. Atalkar and Anand M.Gharad, “comparative analysis of
elevated water storage structure using different types of bracing
patterns in Frame.”
7) Kulvendra Patel, “Wind and Seismic Analysis of Elevated Tank using
Staad Pro”.
8) M.K. Shrimali, R.S. Jangid,“ Earthquakee response of isolated
elevated liquid storage steel tanks”.
Dr. AIT Bangalore 46

47. 10. ACKNOWLEDGMENT
• The successful completion of this project was made possible
with the help and guidance from various quarters. I would like
to avail this opportunity to express sincere thanks and gratitude
to all of them, without whom this project would lack direction.
• I am extremely thankful and indebted to Dr.M.R.Suresh,
Associate Professor, Department of Civil Engineering, Dr.
AIT, Bengaluru for his valuable guidance in my project work.
• I am extremely thankful and indebted to Mr.Harish.S.Patil
and Mr.Shailesh.S.K, senior structural engineers,
SWIFT ENGINEERS, Bengaluru
• I am extremely thankful and indebted to Dr. O R Jaiswal,
Professor, Department of Applied Mechanics, Visvesvaraya
National Institute of Technology (VNIT), Nagpur (India)for
assisting me in my project and advice for various doubts
through emails.Dr. AIT Bangalore 47

48. • I am extremely thankful and indebted to Mr.Hemant
Sonawadekar, Professor,Dept. of Civil Engineering, K.L.E.
Dr. M.S. Sheshgiri college of Engineering and Technology,
Belagavi for assisting me in my project and advice for various
doubts through emails and phone calls.
• I am thankful thanks to Dr. B. Shivakumara Swamy,
Professor & HOD, Dept. of Civil Engineering, Dr. AIT,
Bangaluru, for proving the opportunity and means to carry out
this project work.
• Lastly, I thank almighty, my family and friends for their
constant encouragement without which this project would not
be possible.
Dr. AIT Bangalore 48

49. Email: ishwarkumbar401@gmail.com