Design & Analysis of Circular ESR With Varied Zones

1. INTRODUCTION
In India, reinforced concrete structures are designed Reinforced concrete overhead water tanks
are widely used to provide the safe drinking water. Most water supply systems in developing
countries, such as India, where urbanizing is increasing day by day rely on overhead storage
tanks and hence there is need to construct a greater number of water tanks. Storage reservoirs
and overhead tanks are used to store water, liquid petroleum, petroleum products and similar
liquids. The common materials used for the development of tanks are concrete, steel and
masonry. RCC is commonly used in construction because it is supposed to be durable material
giving long maintenance free service.

Types of water tanks:

A reinforced concrete tank is a very useful structure which is meant for the storage of water,
swimming pools, sewage sedimentation and for such similar purposes. The usual types of
water tanks are the following

a) Tanks situated on the ground

b) Tanks situated underground (Underground water tank)

c) Tanks situated above ground level (Elevated water tank)

Tanks resting on ground: The tanks resting on ground like clear water reservoirs,
aeration tanks, settling tanks, etc. are supported on ground directly. The wall of these tanks is
subjected to pressure and the base is subjected to weight of water. These tanks are rectangular
or circular in their shape.

Underground tanks: An Underground storage tank (UST) is a storage tank that is placed
below the ground level. Steel or aluminum tanks, made by manufacturers in many states and
conforming to standards set by the Steel Tank Institute. Underground water storage tanks are
used for underground storage of drinking water, wastewater and rainwater collection. So,
whether you call it a water tank or water cistern, Plastic underground water tanks (cistern) are
a great alternative to concrete cisterns.

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 Design & Analysis of Circular ESR With Varied Zones

Elevated water tanks: Elevated water tanks of varied shapes are often used as service
reservoirs, as a balancing tank in water system schemes and for replenishing the tanks for
various purposes. Reinforced concrete water towers have distinct advantages as they're not
suffering from climatic changes, are leak proof, provide greater rigidity and are adoptable for
all shape.The tanks may be either open or roofed over and they may be either circular or
rectangle. Concrete used has to be watertight. The tanks resting on ground like clear water
reservoirs, settling tanks, aeration tanks etc. are supported on the ground directly. The walls of
these tanks are subjected to pressure and the base is subjected to weight of liquid and upward
soil pressure. The tanks may be covered on top. From design point of view, the tanks may be
classified as per their shape as following:

a) Intz Tank i.e. OHSR for large capacity

b) Circular tanks

c) Rectangular tanks

d) Square tanks

Intz Tank Circular Tank Rectangular Tank

Fig 1.1 Fig 1.2 Fig 1.3

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Rectangular tanks are provided for smaller to moderate capacity. For small capacities, circular
tanks prove uneconomical as the formwork for circular tanks is very costly. The rectangular
tanks should be preferably square in plan from point of view of economy. It is desirable that
longer side should not be greater than twice the smaller side.
ESR is the major water distribution system in India. That is because the water is stored in the
container at a certain height above ground level and then distributed by gravity, which reduces
the pumping requirement for the area.

The classification of ESR is based mostly on the shape of the container, and the shapes can be
rectangular, cylindrical, or intz type, which is geometrically very efficient and safe to dissipate
the hydrostatic pressure.

The container to store the water, staging to support the container at the required height, and
foundation to transfer the load onto the soil are the three main components of an elevated water
tank, in which every element needs different analysis and design considerations suitable for
the functional requirement.

Elevated water tanks are examined as lifeline structures, and hence seismic safety is important
to consider. The failure of such a structure may lead to disruptions in the distribution of water
to the public and firefighting processes in the city. Severe damage was observed in a past
earthquake, such as the 1997 Jabalpur earthquake and the Bhuj earthquake in 2001 in India.

During the earthquake, the water in the lower part of the tank behaves as mass, which moves
with the wall and is known as impulsive mass, and the liquid mass in the upper portion of the
tank undergoes sloshing mass or convective mass.

Capacity repositories and above tank are utilized to store water, fluid oil, oil-based
commodities and comparable fluids. These designs are made of stone work, steel, built up
concrete and pre pushed concrete. Out of these, workmanship and steel tanks are utilized for
more modest limits. The expense of steel tanks is high and consequently they are seldom
utilized for water stockpiles. Supported substantial tank is high and subsequently they are
seldom.

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2. Aim & Objective

Aim:
Design & analysis of circular water tank with varied zones by STAD PRO Connect
Objective
• To make a study about the design of water tanks
• Design of circular overhead water tank by LSM method
• Preparing a water tanks design which is economical and safe, providing proper steel
reinforcement in concrete and studying its safety according to various codes.

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3. Review of literature
1. A.D.V.S. Uma Maheswari, et al 1 As we know from the past, several reinforced
concrete elevated water tanks were severely damaged or collapsed during earthquakes
all around the world. As a result of general findings, the collapse of the raised tank's
supporting system is more critical than the other structural sections of the tank.

2. M. Sai Ramya, et al 2 System's lifeline is its elevated water tanks, which are its most
significant structures. As a result of earthquakes, elevated water tanks have been
damaged and collapsed in the past. Lack of suitable support systems for the water tank
and incorrect staging are responsible for the damage.

3. Nanjunda, et al 3 A contribution to the total water tank was subjected to dynamic

forces in the present study, which focused on its reactivity. Large water masses at the
top of a narrow staging are the most important factor in determining whether an
overhead water tank will fail after an earthquake.

4. Nitesh Singh, et al 4 Water tanks are designed to withstand dead load + live load, wind
load, and seismic loads, according to IS rules of procedure. Tanks are often planned
for wind forces and not even examined for earthquake loads, believing that they will
be safe under seismic forces after they are designed for wind forces. However, this is
not always the case. A water tank with an H-shaped inlet is studied for Indian
circumstances. Due to the fact that wind flows relative to the surface of the earth and
exerts loads on structures standing on the ground, the wind's effect on elevated
structures is quite important.

5. Prashant Bansode 5 Structures such as reinforced concrete elevated water tanks are
extremely valuable. During and after earthquakes, they are regarded to be essential
lifelines. Like an inverted pendulum, an elevated water tank is composed of an
enormous water mass perched on the topmost stage in its design. For the tank to fail
during an earthquake, this is the most important factor to keep in mind.

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6. Rupachandra, et al 6 In industries, liquid storage facilities are used to hold chemicals,

oil products, and water for public water distribution networks, among other things.
The behavior of cylindrical liquid storage tanks under seismic stresses has been
examined according to the IS 1893:2002 draft code part II. Software (STAAD-PRO)
based on finite element modeling (FEM) that calculates earthquake-induced forces on
tank systems.

7. Ranjit Singh Lodhi, et al 7 Every creation comes from the water. Water is essential
to daily living. As a home or industrial storage facility, the overhead liquid storage
tank is the most efficient. Water tanks can be classified as overhead, on ground, or
under, according on where they are located in the structure.

8. Sonali M. Maidankar 8 R.C.C. raised water tanks were severely damaged or

collapsed as a result of a few earthquakes disaster in India. According to experts, the
tank's support system failed due to an earthquake and a poorly constructed staging
area.

9. IITK-GSDMA GUIDELINES The IITK-GSDMA Guidelines document consists of

two parts. The first part provides design guidelines and commentary for liquid
retaining tanks. The second part includes six solved examples that demonstrate the
application of the guidelines for various types of ground-supported and elevated tanks.
It is important to note that these guidelines are meant to be used along with IS: 1893
(Part 1): 2002, unless stated otherwise. The document is a valuable resource for
engineers and designers who are involved in the design and construction of liquid
storage tanks.

10. R.V.R. Prasad and Akshaya B. Kamdi (2012) Water is stored in above water tanks.
BIS published the new version of 3370 (parts 1&2) in 2009, after a long hiatus from
the 1965 original. This new code mostly applies to liquid storage tanks. The limit state
approach is employed in this revision. The LSM approach is the most costeffective
way to design a water tank since the amount of material required is less than using the
WSM method.

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11. Hasan Jasim Mohammed (2011)-The use of an optimization approach to the

structural design of concrete rectangular and circular water tanks was investigated,
with the total cost as an objective function and tank parameters such as tank capacity,
breadth, diameter, depth, and floor thickness being considered.
12. Novendra Kumar Verma, Kaushal Kumar Jetty, Lokesh Bhai Patel, Dr. G.P.
Khare, Mr. Dushyant kumar Sahu - A prestressed concrete water tank laying on the
ground was studied for its economic analysis and design. Two tanks will have the same
capacity and be made of M20 concrete. One of the project's goals is to conduct an
economic analysis and design of both tanks that will be placed on the ground. RCC
circular water tanks are thicker and more expensive than prestressed concrete circular
water tanks. As a result of these findings, a prestressed concrete circular water tank is
cost-effective to construct.
13. Ms. Pranjali N Dhage, Mr. Mandar M. Joshi In these cases, a review research on
the dynamic analysis of an RCC raised water tank was conducted. Elevated water tanks
are vital and strategic buildings, and damage to them during earthquakes might result
in hazardous drinking water, a failure to avoid catastrophic fires, and significant
economic loss. During previous earthquakes, a substantial number of above water
tanks were destroyed. As a result, during earthquakes the seismic behaviour of these
structures must be thoroughly examined in order to satisfy the safety objectives while
keeping construction and maintenance costs to a minimum. As a result, there is a need
to concentrate on the seismic safety of lifeline structures employing alternate
supporting systems that are safe during earthquakes and can also withstand higher
design stresses.
14. S.K. Khariya, (2019)75 K.L. capacity overhead tank at village Bargaon, Block
Pathariya on 12 M. staging use the different portion are different concrete mix for
economical design Water tank is the most important container to store water therefore,
Crack width calculation of water tank is also necessary.

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4. Briefing of Project
DIMENSIONS OF TANK
Diameter of the cylindrical portion,

D=

Where , D = diameter

V = volume of tank (capacity = 200 m3)

H = height of water ( 3.5 m)

D=
D = 8.56

Say 9m

Radius of cylinder portion, R = 4.5 m

Rise of the top dome = h1 = 0.2 = 0.2 = 1.8

Diameter of cylindrical part (D) = 9m

Thickness of the wall (t) = 100 mm

DESIGN OF TOP DOME

(a) Meridonal force T1
(b) Hoop tension T2
𝑊×𝑅
T1 =1+𝑐𝑜𝑠𝜃

W , live load = 1.5 KN/

Self weight = 0.10 × 25 = 2.5 KN/
W = 4 KN/
𝐷 2 9 2
( ) +ℎ2 ( ) +1.82
R= 2
= 2
2×ℎ 2×1.8

R = 6.52 m

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𝑊×𝑅 4×6.52
T1 = =
1+𝑐𝑜𝑠𝜃 1+0.724

T1 = 15.13 KN/m
𝟏𝟓.𝟏𝟑×𝟏𝟎𝟑
Meridional stress = 𝟏𝟎𝟎𝟎×𝟏𝟎𝟎 =0.151 N/

In IS : 3370 (part2), table2, for M-30 concrete

Permissible stress in concrete = 8 N/mm^2

N/mm^2 ……safe

∴ Provide 0.24 % min reinforcement

0.24
Ast = × 1000 × 100 = 240𝑚𝑚2
100

Provide 8 Ф @ 200 mmc c/c (ast = 251 mm^2)

For Hoop Force (T2)

1 1
T2 =W× 𝑅 [𝑐𝑜𝑠𝜃 − 1+𝑐𝑜𝑠𝜃] = 4×6.252[0.724 − 1+0.724]
3.6×103
Hoop stress = 1000×100 = 0.036

0.036 < 8 N/mm^2 safe

Provide min reinforcement (0.24%)

provide 8 Ф@ 200mm c/c [ast = 251 𝑚𝑚2 ]

DESIGN OF TOP RING BEAM

It is designed for hoop tension

W = T1 COSƟ = 15.13 0.724

W = 10.95 KN/m
∴ Total hoop tension in beam

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𝐷 9
W × 2 = 10.95 × 2

= 49.275 KN

∴Ast for hoop tension

𝑇 49.275×103
= = 380 𝑚𝑚2
𝜎𝑠𝑡 130

Provide 12 Ф @ 150 mm c/c (ast = 400 mm^2)

To find out dimension of ring beam (IS :456, pg-80)

49.275×103
𝜎𝑐𝑡= 𝑇 = 250×𝐷+(9.33−1)×753
𝐴𝑔+(𝑚−1)𝐴𝑠𝑡

49.275×103
< 1.5
250×𝐷+(9.33−1)×753

49.275 < 375D 9408.73 <D

Considering D = 300 mm

Size of the beam = 250mm × 300mm

Provide min shear reinforcement

8mmΦ-2 legged vertical stirrups

Is : 456-2000, pg-48

Sv = 0.87×𝑓𝑦×𝑎𝑠𝑣 0.4×𝑏 𝜗

= 362.96 mm

Spacing limits :

(a) 0.75× 𝐷 = 225 𝑚𝑚

(b) 300mm

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∴ provide 8mm Φ − 2 legged vertical stirrups at 225 mm c/c

DESIGN OF TANK WALL
Max hoop tension at base
𝛾𝑤 ×𝐻×𝐷 10×𝐻×9
T= = = 45𝐻 𝐾𝑁/𝑚
2 2

𝑇 45×𝐻
Ast= 𝜎 = × 103
𝑠𝑡 130

Ast = 346.15 (3.7)

Area of each face is = 1280.755/2

= 640.377
10 ∅ @110 mm c/c (Ast=714 mm^2)
To find out thickness of wall

𝜎𝑐𝑡= 𝑇 𝜎 222×103 = 1.5

𝐴𝑔+(𝑚−1)𝐴𝑠𝑡 𝑐𝑡=
1000+(9.33−1)×2×714

➢ 175 = t
Provide t =175m

Distribution steel
H/3 = 4/3 = 1.23 m
𝐻 2
𝛾𝑤 ×𝐻×( )
Cantilever moment (m) = 3
=10.086KN.m
6

𝑀
Ast for moment =
𝜎𝑠𝑡 ×𝑗×𝑑

10.086×106
= 130×0.861×125

= 720.879 mm^2

∴ provide 12mm ∅ @ 130 mm c/c (Ast = 746.9mm^2)

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DESIGN OF BOTTOM SLAB

Loads

D.L of slab = 250×20 = 5000 N/m^2

Weight of water = 3700 N/m^2

Total = 8700 N/m^2

Assume fixity at the ends

𝑄𝑟 2 8700×(4.5)2
Maximum negative radius moment = = = 22021.875Nm
8 8
Maximum bending moment

Equating the MR to the bending moment

1.333×1000 d^2 = 35573.2×1000

d = 163.3 mm

Providing an effective cover of 40 mm effective depth available

= 200−40 = 160 mm

Ast = =1424mm2
201×1000
Spacing of 16mm∅bars = = 141mm
1424

Providing 16mm∅bars@130mm/c

This is the radial steel at the radial steel at top and is provide 0.2 dia

= 0.2 × 9

=1.8 m from the edge

Maximum positive radial moment = 22021875/2 =11010937.5 Nmm

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Maximum circumference moment is also equal to 11010937.5 Nmm

Ast = = 640.1 mm^2

113×1000
Spacing of 12mm∅bars = = 176.53 mm
640.1
Spacing of 12mm∅bars@150mm c/c in each principal direction.

DESIGN OF COLUMN
8 columns

Height of column = 12 m

Diameter of column = 300 mm

Total load on ring beam = 149.53 KN

W= 𝜋 × 𝐷 × = 𝜋 × 9 × 149.53 = 4227.86 KN.

Vertical load on each column = P = 4227.86 /8

= 528.48 KN
Factored load = 1.5× P = 1.5 × 528.48 = 792.72 KN

Condition = column effectively held in position and restrained against rotation in both ends.

L effective = 0.5× L = 0.5 ×12 = 6m

𝐿𝑒𝑓𝑓𝑒𝑐𝑡𝑖𝑣𝑒 6×103
Slenderness ratio = 𝐿 =
𝐷 300
= 20.61>12mm
Minimum eccentricity
𝐿 𝐷
emin = + 30
500
12000 300
= + =34 >20mm
500 30
𝑒𝑚𝑖𝑛
<0.005
𝐷

3400
= 0.13 > 0.05
300
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Member is subjected to axial force or uniaxial bending (Assumed uniaxial bending)

Area of reinforcement = Asc

𝜋
Ag = 4 × 3002 = 70685.83 mm^2

Pu z = 0.45 fck Ac + 0.75 fy Asc

792.72×10^3=0.45×30×(70685.83-Asc) + 0.75×415Asc

Asc = 2242.09 mm² = 2245 mm²

DESIGN OF BRACING

Square beam = 300×300 mm

Length between bracing = 4 m

Self weight of slab = 25×0.1 = 2.5 KN

Self weight of beam = 0.3×0.3× 25 = 2.25 KN

Live load = 2.5 KN

Total load = 2.5 +2.5+2.25 = 7.25 KN/m

Effective depth = 300−50 = 250 mm

Load calculation

Design load = 7.25×1.5 = 10.875 KN/m

𝑊𝐿2 10.875×42
Moment calculation = Mu = = =13.00 KN.m
8 8

Mub = 0.138fck bd² = 0.138× 30× 300 ×300² = 111.78×10^6 KN

Ast = 1350. 62 mm
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Assume 4 – 25 mm∅bar

reinforcement

𝑊𝐿2 10.875×42
Vu = = = 51.985 KN
2 2
𝑉𝑢 51.985×42
𝜏v = 𝑏𝑑 = = 0.577N/mm2
300×300
𝐴𝑠𝑡
Pt% = 100× 𝑏𝑑
1350.62300
= 100× = 1.500%
300

From table 19 IS 456 2000

𝜏𝑐 = 0.76 N/mm

Hence 𝜏𝑐 > 𝜏𝑣 the section is safe in shear yet minimum shear reinforcement is provided for beam.

Assuming 8 mm ∅ bar 2 legged

0.87×𝐴𝑠𝑣×𝐹𝑦
Sv = 0.4×𝑏
0.87×415×100.53
= 0.4×300

= 302.472mm

= 300mm

5. METHODOLOGY
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 Design & Analysis of Circular ESR With Varied Zones

DRAWING

AUTOCAD

PLAN AND ELEVATION

CIRCULAR WATER TANK

ANALYSIS

STAAD PRO

STRUCTURAL ANALYSIS OF
CIRCULAR WATER TANK

DESIGN

Design-Tank dimension, design of footing, column, beam, tank walls, slab and staircase
STAAD PRO Analysis-Structural analysis of circular water tank.
Drawing-Plan and elevation of tank in auto cad, STAAD PRO drawings

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6. 3D MODEL

Fig 6.1

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7. Design of Result of Staad Pro Zone 4

Design of Column
Zone 4 Column no. 55
Design code: IS- 456

Design Result

Fy(Mpa) 415

Fc(Mpa) 30

As Reqd(mm²) 1070.000000

As (%) 1.600000
Fig 7.1
Bar Size 12

Bar No 10

Table 7.1

Design load

Load 1

Location Long Col

Pu(Kns) 0.000000

Mz(Kns-Mt) 14.560000

My(Kns-Mt) 0.000000

Table 7.2

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Fig7.2

Table 7.4
Table 7.3

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STAAD PRO Analysis Result Zone04

WINDLOAD X-Direction:

Fig 7.2

WINDLOAD Z-Direction:

Fig 7.3

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EARTHQUAKE X-Direction:

Fig 7.4

EARTHQUAKE Z-Direction:

Fig 7.5

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WATER PRESURE:

Fig 7.6

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Displacement:

Fig 7.7

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Shear force Diagram:-

Fig 7.8

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The shear force diagram is constructed by starting from one end of the beam and moving along
its length. At any location where a force or a moment is applied, the diagram is updated to
reflect the change in shear force. For example, if a downward force is applied at a certain
point, the shear force diagram would show a sudden decrease in shear force at that
location.The shear force diagram helps engineers and designers to identify critical sections of
a beam where the shear force is maximum or changes sign. These critical points are crucial in
determining the size and placement of structural members, as they affect the beam's strength
and stability.

Shear Force Diagram (SFD)

The Shear Force Diagram represents the variation of the internal shear forces along the length
of a beam or structural member. It plots the magnitude and direction of the shear force acting
on the structure at different locations. The SFD is typically depicted as a series of line segments
with positive and negative values, indicating whether the shear force is upward or downward,
respectively.

Characteristics of the SFD

1. Shear force changes abruptly at points where concentrated loads, moments, or supports
are present.

2. Positive shear force indicates a tendency to cause upward deformation, while negative
shear force indicates a tendency to cause downward deformation.

3. The SFD intersects the horizontal axis at points of zero shear force.

Applications of the SFD

1. Determining the maximum shear force magnitude and its location in a beam.

2. Analyzing the behavior of a structure under varying loads and boundary conditions.

3. Assessing the design requirements for structural elements, such as selecting

appropriate materials and dimensions.

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A shear force diagram is one which shows variation in shear force along the length of the
beam. Bending moment may be defined as "the sum of moments about that section of all
external forces acting to one side of that section".

Bending Moment Diagram:-

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Fig 7.9

BENDING MOMENT:

As its name implies, the bending moment occurs when a force is applied to a structural element
(such as a column or beam), and that external force causes the element to bend and ultimately
fail. Consider a simply supported beam bearing a load: The maximum bending moment in the
beam occurs at the point of maximum stress—the last moment before it fails. This principle is
key in designing buildings for maximum structural integrity

There are two types of bending moments, depending on which way the bending occurs:

Sagging or positive bending: The compression happens in the top fiber, which causes a
tension (or pulling) reaction in the bottom fiber.

Hogging or negative bending: The compression occurs in the bottom (for instance, a force
pushes a horizontal beam perpendicularly from below), causing tension in the top.

Master builder Jordan Smith illustrates the bending moment in this way:

“Your wood will encounter a bending moment when force is applied. For instance, as I walk
across a floor, I’m pushing down—gravity’s pulling me down—and that bends the beam and
puts the top member in compression, and the bottom member in tension.”

How bending moment relates to other forces and stresses

Put most simply, structural design involves these four forces:

Compression: Particles of a material are pushed against each other, causing them to shorten,
or compress. In a building, compression usually comes from the top.

Tension: The opposite of compression, in which a pulling force is working to lengthen the
material. If a beam is being compressed from the top, it will be in tension at the bottom.

Torsion: A structural element is subject to torque—or a twisting force.

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Shear: Opposing structural forces cause slippage on a plane. In other words, a shearing force
that causes layers to slide across each other in opposite directions. Buildings need shear walls
to resist lateral, or shear, forces.
You’ll always find these four stresses acting on a structure. Imagine: You’re walking across
the second floor of a house. Your weight is applying compression to the beams holding up the
floor, and as the beams compress at the top, they’re also stretched in tension at the bottom.
This creates a bending moment. The beams are also held together in a web that is in shear. To
maintain structural integrity, the home’s construction must be able to hold all of these forces
in balance.

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Beam Stress:-

Fig 7.10 Bending Stresses in Beams:

The bending moment, M, along the length of the beam can be determined from the moment
diagram. The bending moment at any location along the beam can then be used to calculate
the bending stress over the beam's cross section at that location. The bending moment varies
over the height of the cross section according to the flexure formula below:

Fig 7.11

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Reaction:

Fig 7.12

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8. DESIGN OF Result Staad ProZone02

Table no.8.1

Fig8.1

Table no.8.2

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Beam Result:

Fig8.2

Table8.3 Table8.4

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WINLOAD X-Direction:-

Fig 8.3
Water Pressure:-

Fig 8.4

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WINDLOAD Z-Direction:-

Fig 8.5

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Earthquake X-direction:-

Fig 8.6

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 Design & Analysis of Circular ESR With Varied Zones

Earthquake Z-direction:-

Fig 8.7

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 Design & Analysis of Circular ESR With Varied Zones

DISPLACEMENT:-

Fig 8.8

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 Design & Analysis of Circular ESR With Varied Zones

BENDING MOMENT DIAGRAM:-

Fig 8.9

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 Design & Analysis of Circular ESR With Varied Zones

SHEARFORCE DIAGRAM:-

Fig 8.10

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 Design & Analysis of Circular ESR With Varied Zones

9.Comparison of Design Using IS codes

Design by IS 456:2000

Sr.no Comparison By Software By Hand

1 Column 1070.000000

2 Column

3 Beam

4 Beam

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 Design & Analysis of Circular ESR With Varied Zones

10. Conclusion
From the above results it is concluded that for different zones, axial force , shear force and
bending moment under peripheral and interior column of staging varies . But area of steel req.
under peripheral column come out same for all zone and it is varries for interior columns.
From the check equation available, it is also concluded that, the direct stresses and bending
moment induced under peripheral and interior column are within the permissible limit for
Zone - II and for Zone - IV.
From the above tabulated result it is physically observed that, the axial force, shear force and
bending moment for interior columns comparatively more than peripheral columns for both
the conditions i.e. Full and Empty.

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 Design & Analysis of Circular ESR With Varied Zones

11. REFERENCE

1. A.D.V.S. Uma Maheswari1, B. Sravani Performance of elevated circular water tank in

different seismic zones International Journal for Technological Research in
Engineering ISSN (Online): 2347 - 4718 Volume 3, Issue 5, January-2016
2. Ankita Singh, Prashant “,Khutemate seismic analysis of the elevated water tank for
variation in bracings patterns and water fill conditions”, ISSN-2349-5162, Volume 8,
Issue:1,2021 JETIR January 2021.
3. Jain, S.K., and Sajjad, S.U. (1993). “A Review of requirements in Indian codes for a
seismic design of Elevated water tanks”. The Bridge and structural Engineering,
volume:4, Issue:1,12(1), 1-15.
4. M. V. Gaikwad, M. N. Mangulkar, “Seismic Performance of Circular Elevated Water

Tank with Framed Staging System” International Journal of Advanced Research in

Engineering and Technology (IJARET) Volume 4, Issue 4, May – June 2013, pp.
159167, 2013.
5. Nitesh J Singh1, Mohammad Ishtiyaque “Design analysis & comparison of H- intake
type water tank for different wind speed and seismic zones as per Indian code”,
International Journal of Research in Engineering and Technology ISSN: 2319-1163
ISSN: 2321-7308 Volume: 04 Issue: 09 | September-2015.
6. O. R. Jaiswal and S. K. Jain, “Modified Proposed Provisions for Aseismic Design of
Liquid Storage Tanks: Part II –Commentary and Examples”, Journal of Structural
Engineering Vol. 32, No.4, 2005.
7. O. R. Jaiswal, S. Kulkarni, P. Pathak, “A Study on Sloshing Frequencies of Fluid-Tank

System”, in Proceedings of 14th World Conference on Earthquake Engineering,

Beijing, China, 2008.
8. Rupachandra J. Aware, “Seismic Performance of Circular Elevated Water Tank Shri
Vitthal Education & Research Institute College of Engineering”, International Journal
of Science and Research (IJSR) ISSN (Online): 2319-7064Volume: 4 Issue: 12,
December 2015.
9. S. Hirde, A. Bajare, M. Hedaoo, “Seismic Performance of Elevated Water Tanks”,

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 Design & Analysis of Circular ESR With Varied Zones

International Journal of Advanced Engineering Research and Studies E-ISSN2249 –

8974, 2011
10. S. K. a. O. R. J. Jain, “IITK-GSDMA guidelines for seismic design of liquid storage
tanks,” National Information Centre of Earthquake Engineering, pp. 1-72, 2007
kanpur.
11. Sonali M. Maidankar1, Prof. G.D. Dhawale2, Prof. S.G. Makarande3"Seismic
Analysis of Elevated Circular Water Tank using various Bracing Systems”,
International Journal of Advanced Engineering Research and Science (IJAERS), ISSN:
2349-6495, Vol-2, Issue-1, Jan.- 2015.
12. LS456:2000, "Code of Practice for Plain and Reinforced Concrete", I.S.I., New Delhi.
13. I.S875 (Partll):1987, "Code of Practice for Imposed Load", I.S.I., New Delhi
14. LS875 (Part II): 1987, "Code of Practice for Wind Load", I.S.I., New Delhi.
15. LS1893:1984," Criteria for Earthquake Resistant Design of Structures, I.S.I., New
Delhi.
16. LS3370 (Part IV):1967, "Code of Practice for Concrete Structures for Storage of
Liquid", L.S.L., New Delhi
17. I.S3370 (Part IV):1967, "Code of Practice for Concrete Structures for Storage of
Liquid", I.S.I., New Delhi
18. S. Ramamrutham, "Design of Reinforced concrete
structures", Dhanpat, Rai Publications.

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11. DETAIL OF PROJECTEES

PROJECT GUIDE

Name :- Prof. Preeti Morey

Qualification :- M.TECH (STRUCTURE)

Email :- preetymorey88@gmail.com

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Sr. Profile Projectees Details

No.

Name :- ADITYA NARESH GONGLE

I Email :- gongaleaditya@gmail.com
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Phone No. :- 7517996406
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Email :- pushpakexam@gmail.com
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Email :- sy4476003@gmail.com
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Phone No. :- 9545062889
DOB :- 30/06/2002

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Name :- PRATHMESH AMBADAS MENGHARE

Email :- menghareprathmesh29@gmail.com
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Phone No. :- 7768863654
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