Lateral Load Analysis of Elevated Intze Water Tank By STAAD.PRO

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 08 | Aug 2023 www.irjet.net p-ISSN: 2395-0072
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Lateral Load Analysis of Elevated Intze Water Tank By STAAD.PRO
Gururaj1, Dr.Shruti G2
1M. Tech Student, Civil Engineering Department, PDA college of Engineering. Kalaburagi, Karnataka,
2Assistant Professor, Civil Engineering Department, PDA college of Engineering, Kalaburagi, Karnataka, India
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Abstract –Water is one of the important elements in our
life. As water is used in many different fieldslike distribution of
drinking water, agriculture, industry, firefightingetc. Allthese
purpose needs various types of flow throughout the year
according to the use. We need to store the water to maintain
the flow of water. For this purpose we have to construct an
elevated water tanks. INTZE water tank is one of the large
structures to store the water and these types of structure are
build for long term use. These types of structures needtoresist
the strong wind load and earthquake loads. In this project
total of three models were prepared one model with empty
water condition, second model with full water condition and
third model with half water condition withpresenceofwindin
different terrain category. In this project the parameters
displacement, bendingmomentandshearforce ischecked. The
maximum values obtained in the full tank condition. With
regard to terrain categorization, various models have been
used in the comparison.
Key Words: Elevated Intze tank, Wind Analysis, Staad Pro,
Terrain Category
1. INTRODUCTION
Water is essential for the survival of every type of animal in
the planet. Intze type are frequently utilized as water
reservoirs. The basic components of an Intze tank are a Top
Dome (roof), a cylindrical wall, and a floor slab made up of a
conical dome and a bottom spherical dome. Both the
movement of the tank with regard to the water inside it and
the movement of the tank with respect to the ground must
be considered when analyzingthedynamic behaviorofthese
tanks. The current design of high water tank support
structures is extremely vulnerable to lateral stresses as it is
constructed for wind forces.
1.1 Water Tanks in GeneralandWaterTankTypes:
Water supply projects are crucial for the nation's social and
industrial growth and haveattractedalotofinterestinrecent
years across the globe. Depending on how much water is
used, water tanks come in a variety of capacities. Based on
where they are located, water tanks are divided into three
types.:
1. Water tanks buried underneath
2. The tank is sitting on the ground.
3. Water tanks that are elevated.
According to their shape, water tanks are also
categorized:
1. Circular tanks
2. Rectangular tanks
3. Intze tanks
4. Circular tank with conical bottom
5. Spherical tanks
1.2 Intze Tank Elements
Top dome: In general, we supply a 110 to 150 mm thick top
dome with reinforcement throughout the latitudes and
longitudes. The dome's rise is typically one-fifthofitslength.
Top ring beam: There is a meridional thrust applied to the
top ring beam. The beam is made to accommodate hoop
stress brought on by water load.
Cylindrical walls: The principal force acting on the wall is
hoop tension, which is brought on by water pressure. So,the
wall is built to accommodate hoop tension.
Ring beam at the bottom: This ring beam was installed
between the cylinder wall and the conical slab. The ring
beam is employed to offset the horizontal component of the
cylindrical wall's reaction to the conical wall. The bottom
ring beam's purpose is to support the tension created by the
hoop.
Conical slab: The slab is subjected to both meridional thrust
and hoop tension. Fluid pressure is what causes the hoop

tension, and vertical pressure is what causes meridional.
Consequently, the slab should be built safely.
Bottom dome: The bottom slab could be dome-shaped or
spherical. A circular girder serves as the support for this
slab.
Circular girder: The girder should be built to support
stresses from the conical slab (inclined thrust) and the
bottom dome (outward thrust). It should be built to endure
the torsion and bending moments since it will be put on the
columns.
Columns: The columns are built to handle the overall
transmission from the tank. As for wind and earthquake
loads, columns are also intended for those. Bracings are
positioned periodically in columns to fend off the effects of
wind and earthquakes.
Foundations: In general, to support the all columns
combined footing is adopted. To support a circular girder
and circular slab are design.
Wind Load: The IS code IS 875 (part 3) is used to determine
wind pressure acting at any height. Thebasic WindSpeedVb
is obtained from the wind map as shown in the IS 875 (Part
3) 2015. The following are some factors that affect the
design wind speed Vz:
1. Risk component (k1)
2. Height and Terrain Factor (k2)
3. Topography (k3)
4. Importance Factor for Cyclonic Region (k4)
According to the normal wind speed, there are 6 zones, zone
I to zone VI. The typical wind speed should be adjusted to
account for the following parameters in order to determine
the wind speed in height for the chosen construction. Based
on the code for wind obstruction, there are four different
types of terrain. Based on the depicted map of the Indian
Wind region. India has been found to be separated into six
wind zones, such as Zone I and Zone VI, fully based on the
fundamental wind rhythm.
Following are the steps for calculating design wind speed at
any height:
Vz = Vb k1 k2 k3 k4
To determine the design wind pressure at any height above
mean ground level, the relationship between wind pressure
and wind velocity must be used.
Pz = 0.6 Vz²
Where, Pz=Design wind pressure in N/m2 at height z
Vz=Design wind velocity in m/sec at height z
2. Structural Details:
Followings are the parameters of Intze water tank
SL .No. Parameters Value
1 Storage Capacity 300000
2 Height of Staging 15m
3 SBC of soil 200kN/m2
4 Grade of concrete M30
5 Diameter of Tank 8m
6 Thickness of top
dome
100mm
7 Rise of top dome 1.5m
8 Top ring beam 230mmX200mm
9 Diameter
cylindrical wall
8m
10 Height of
cylindrical wall
4m
11 Thickness of
cylindrical wall
230mm
12 Size of middle ring
beam
250mmX500mm
13 Height of conical
dome
1.5m
14 Thickness of
conical dome
200mm
15 Average diameter
of conical dome
7.2m
16 Rise of bottom
dome
1.2m
17 Radius of bottom
dome
3.2m
18 Thickness of
bottom dome
200mm
19 Size of bottom ring
girder
400mmX600mm
20 Number of columns 8
21 Diameter of column 450mm
22 Height of water
tank
22m

3. WIND ANALYSIS RESULTS:
3.1 Comparison of displacement among all three cases
Table 1: Displacement in mm in X-direction for Model-1,
Model-2 and Model-3 in terrain category-I
Graph 1: Displacement in mm in X-direction for Model-1,
Model-2 and Model-3 In terrain category-I
Model-2 and Model-3 in terrain category-II
Model-2 and Model-3 in terrain category-III
Model-2 and Model-3 in terrain category-IV
3.2 Comparison of bending moment among all three
cases:
Table 5: Bending Moment in KNm in X-direction for Model-
1, Model-2 and Model-3 in terrain category-I
Graph 5: Bending Moment in KNm in X-direction for
Model-1, Model-2 and Model-3 in terrain category-I

1, Model-2 and Model-3 in terrain category-II
Model-1, Model-2 and Model-3 in terrain category-II
1, Model-2 and Model-3 in terrain category-III
Model-1, Model-2 and Model-3 in terrain category-III
1, Model-2 and Model-3 in terrain category-IV
Model-1, Model-2 and Model-3 in terrain category-IV
3.3 Comparison of shear force among all three cases:
Table 9: Shear force in KN in X-directionforModel-1,Model-
2 and Model-3 in terrain category-I
Graph 9: Shear force in KN in X-direction for Model-1,
Model-2 and Model-3 in terrain category-I
Table 10: Shear force in KN in X-direction for Model-1,

4. Observation:
1. For each of the three models in this project's various
terrain categories, wind analysis was performed.
2. Wind forces applied in x and z direction. All the loads are
assigned to the models.
3. In model-1 the displacement is maximum for the terrain
category-1 and values goes on decreasing for other three
terrain category.
4. Comparing the displacement in full tank condition to the
other terrain categories, we can observe that it is greater.
5. The displacement is maximum in model-2 i.e. water tank
full condition
6. It is observed that the Bending Moment is more when
there is water pressure from inside the tank.
7. It is also noticed that Bending Moment is reduced when
there is half water pressure from inside the tank.
8. It is observed that the shear force is maximum when the
tank is empty for the beams at lower level( i.e.
9,10,11,12,17,18,19,20) and the Shear force is maximum
when water pressure from inside for beams at upper
level(25,26,27,28) for terrain category-I
10. It was noticed that the shear force is minimum for all
beams when there is half water pressure from inside for
terrain category-I.
11. It is seen that the shear force is maximum for beam
9,10,11,12 and for remaining beam the shear force is
minimum for terrain category-II.
12. It was noticed that in case of terrain category-III, the
Shear force is maximum when there is tank with full of
water, and shear force is minimum for the case with no
water pressure and half water pressure from inside.
13. In case of terrain category-IV, the shear force is
maximum for the tank with full of water, and minimum for
the case with no water pressure from inside, and half water
pressure from inside.
5. Conclusion:
1. In this project we have seen that Intze tank with full tank
condition is critical.
2. It is conclude that as the displacement decreases from
category I to IV due the terrain roughness factor withterrain
category.
3. The parameters like displacement, bending moment and
shear forces are calculated with respect to different terrain
category.
4. Comparison of three different tank fill condition with the
different terrain category has been done.
REFERENCES
1.Kulvendra Patel “Wind and Seismic Analysis of Elevated
Tank using Staad Pro” International Research Journal of
Engineering and Technology (IRJET) Volume: 05 Issue: 10 |
Oct 2018.
2. Ketan Ashok Akolkar, K.S.Patil, Dr. N.V.Khadke “A Review
Paper On Wind Analysis Of Elevated Intze Tank Using
Different Arrangements Of Bracing System” International
Journal of creative research thought Volume10,Issue5May
2022
3. Ms. Susmitha S.K, Mr. Pradeep Karanth “Wind Analysis Of
Elevated Water Tank For Different Bracing System”
International Research Journal of Modernization in
Engineering Technology and Science
Volume:03/Issue:08/August-2021.
4. Swati, Mr Sumit “Effect Of Wind Load On Elevated Water
Tank Of Intze Type: An Overview International Journal of
Engineering Sciences & Research Technology May, 2018
5. Aatish Kumar, R.K. Pandey, C.S. Mishra “Wind Effects on
Overhead Tank under Different Soil Parameters,
International Journal of Engineering and Advanced
Technology (IJEAT) Volume-2, Issue-6, August 2013
6. Dr. P. D. Hiwase, Dr. P. P. Dahale, Dr. A. A. Mehta, Er.
Bhavesh Rajesh Sahn “Effect of Wind and Seismic Forces on
Intze Type Water Tank for Different as per Indian Standards
Zones 31st December 2019
7. S. Deepika , Gugulothu.Swarna “Design and Analysis Of
Intze Type Water Tank For Different Wind Speed And

Seismic Zones As Per Indian Codes” International Journal of
Advanced technology in Engineering and science volume-4
issue-10 October 2016
8. Ketan Ashok Akolkar, K.S. Patil “A Review Paper On Wind
Analysis Of Elevated Intze Tank Using Different
Arrangements Of Bracing System” International Research
Journal of Modernization in Engineering Technology and
Science Volume:04/Issue:04/April-2022
9. Prof. Patel Nikunjr , Jugal Mistry “Analysis of circular
water tank stress under hydrostatic loading by using staad
pro software”, indian journal of research Volume : 5 | Issue :
9 | September 2016
10. Mainak Ghosal “Water Tank Analysis Using STAAD
PRO” International Transaction on Engineering & Science,
Volume 1, Issue 2, January 2019

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