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   International Journal of Civil Engineering OF Technology (IJCIET), ISSN 0976AND
   (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME
                                 TECHNOLOGY (IJCIET)
ISSN 0976 – 6308 (Print)
ISSN 0976 – 6316(Online)
Volume 4, Issue 2, March - April (2013), pp. 288-294
© IAEME: www.iaeme.com/ijciet.asp
Journal Impact Factor (2013): 5.3277 (Calculated by GISI)                    © IAEME


                          Mangulkar Madhuri. N.1, Gaikwad Madhukar V.2
           Asst. professor Dept. of Structural Engineering, J. N. E. C. Aurangabad (M. S), India
             P. G. Student, Dept. of Structural Engineering, J.N.E.C.Aurangabad (M. S.), India


           Elevated Water Tanks are one of the most important lifeline structures in the
   earthquake regions. In major cities and also in rural areas elevated water tanks forms an
   integral part of water supply scheme. The elevated water tanks must remain functional even
   after the earthquakes as water tanks are required to provide water for drinking and
   firefighting purpose. These structures has large mass concentrated at the top of slender
   supporting structure hence these structure are especially vulnerable to horizontal forces due to
   earthquakes. All over the word, the elevated water tanks were collapsed or heavily damaged
   during the earthquakes because of unsuitable design of supporting system or wrong selection
   of supporting system and underestimated demand or overestimated strength. So, it is very
   important to select proper supporting system and also need to study the response of Elevated
   Water Tanks to dynamic forces by both equivalent Static method as well as Dynamic method
   and to find out the design parameters for seismic analysis. It is also necessary to consider the
   sloshing effect on container roof slab. This sloshing of water considerably differ the
   parametric values used in design and economy of construction. The effect of hydrodynamic
   pressure must be considered in the seismic analysis of Elevated Water Tank.

   Keywords – Elevated Water Tank, Seismic analysis.


          Indian sub- continent is highly vulnerable to natural disasters like earthquake,
   draughts, floods, cyclones etc. Majority of states or union territories are prone to one or
   multiple disasters. These natural calamities are causing many casualties and innumerable
   property loss every year. Earthquakes occupy first place in vulnerability. Hence, it is
   necessary to learn to live with these events. According to seismic code IS: 1893(Part I): 2000,
   more than 60% of India is prone to earthquakes. After an earthquake, property loss can be

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

recovered to some extent however, the life loss cannot. The main resign for life loss is
collapse of structures. It is said that earthquake itself never kills people; it is badly
constructed structures that kill. Hence it is important to analyze the structure properly for
earthquake effects.
        Water supply is a life line facility that must remain functional following disaster. Most
municipalities in India have water supply system which depends on elevated water tanks for
storage. Elevated water tank is a large elevated water storage container constructed for the
purpose of holding a water supply at a height sufficient to pressurize a water distribution
system. These structures have a configuration that is especially vulnerable to horizontal
forces like earthquake due to the large total mass concentrated at the top of slender supporting
structure. So it is important to check the severity of these forces for particular region.
        The main purpose of this paper is to study the response of elevated water tank to
dynamic forces by both equivalents Static method as well as Dynamic method and to find
basic design parameters. It is also necessary to find out the effect of sloshing of water on roof
slab of tank container during the earthquake. For seismic analysis, it is necessary to consider
the effect of hydrodynamic pressure on sides of container as well as base slab of container. It
is also necessary to consider the effect of pressure due to wall inertia & effect of vertical
ground acceleration in the seismic analysis of elevated water tank.


       Much of a literature has presented in the form of technical papers till date on the
dynamic analysis of Elevated Water Tanks. Different issues and the points are covered in that
analysis i.e. dynamic response to ground motion, sloshing effect on tank, dynamic response
of framed staging etc. Some of those are analyzed below

George W. Housner [1963]
         The basic plot behind this paper was the Chilean Earthquake, took place in 1960. In
this earthquake most of the elevated water tanks are totally collapse or badly distorted. This
paper was clearly speaks about the relation between the motion of water in the tank with
respect to tank and motion of whole structure with respect to ground. He has considered three
basic conditions for this analysis. He said that if water tank is fully filled i.e. without free
board then the sloshing effect of water is neglected, if the tank is empty then no sloshing as
water is absent. In above two cases water tower will behave as one-mass structure. But in
third case i.e. water tank is partially filled, the effect of sloshing must be considered. In that
case the water tower will behave as two-mass structure. Finally he concluded that the tank
fully filled is compared with the partially filled tank then it is seen that the maximum force to
which the half-full tank is subjected may be significantly less than half the force to which the
full tank is subjected. The actual forces may be as little as 1/3 of the forces anticipated on the
basic of a completely full tank.

Sudhir Jain K. & U. S. Sameer [1991]
       IS code provision for seismic design of elevated water tanks have been revised. It is
seen that, due to absence of a suitable value of performance factor for tanks, the code
provision for rather low seismic design force for these structure. Simple expressions are
derived, which allow calculations of staging stiffness, and hence the time period, while
incorporating beam flexibility. The code must include an appropriate value of performance

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

factor, say 3.0 for calculation of seismic design force for water tanks. An earthquake design
criteria is incomplete, unless clear specifications are include on how to calculate the time
period. A method for calculating the staging stiffness including beam flexibility and without
having to resort to finite element type analysis has been presented. This method is based on
well-known portal method which has been suitably developed to incorporate the beam
flexibility and the three dimensional behavior of the staging.

Sudhir Jain K. & M. S. Medhekar [1993]
The basic plot behind this paper is to modify & suggestion in IS: 1893-1984. The major
revisions suggested are
    1. No provision for ground supported tanks with rigid & flexible walls in above IS code.
        This provision must be included in the seismic analysis.
    2. The single degree of freedom idealization of tank is to be replaced by two or three
        degree of freedom idealization.
    3. A performance factor (K) of 3.0 is suggested for all types of tank.
    4. The bracing beam flexibility is to be included in the calculation of lateral stiffness of
        supporting system of tank.
    5. In the seismic analysis, the effect of Convective hydrodynamic pressure is to be
    6. A simplified hydrodynamic pressure distribution is suggested for stress analysis of
        tank wall.

Sudhir K. Jain & Sajjad Sameer U [1993]
       The basic plot behind this paper is to modify and suggestions in IS: 1893-1984 &
suggestion given by Sudhir K Jain & M.S.Medhekar. Above author considered all the
suggestion given by Sudhir Jain & Medhekar and added some extra suggestion –
   1. In the seismic analysis, the effect of accidental torsion must be included.
   2. An expression for calculating sloshing height of water may be introduced in the code.
   3. The effect of hydrodynamic pressure for tanks with rigid wall and the tanks with
       flexible wall should be considered separately, as force in the tanks with flexible wall
       is higher than those tanks with rigid wall.
   4. The stresses due to hydrodynamic pressure in the tank wall and base should be given
       in the form of table.

M. K. Shrimali & R. S. Jangid [2003]
        Earthquake response of elevated liquid storage steel tanks isolated by the linear
elastomeric bearings is investigated under real earthquake ground motion. Two types of
isolated tank models are considered in which the bearings are placed at the base and top of
the steel tower structure. The continuous liquid mass of the tank is modeled as lumped mass
known as sloshing mass, impulsive mass and rigid mass. The corresponding stiffness constant
associated with these lumped masses have been worked out depending upon the properties of
the tank wall and liquid mass.
        The mass of steel tower structure is lumped equally at top and bottom. Since the
damping matrix of the isolated tank system is non-classical in nature, the seismic response is
obtained by the Newmark’s step-by step method. The response of two types of tanks, namely
slender and broad tanks, is obtained and a parametric study is carried out to study the effects
of important system parameters on the effectiveness of seismic isolation. The various

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

important parameters considered are the tank aspect ratio, the time period of tower structure,
damping and time period of isolation system. It has been shown that the earthquake response
of the isolated tank is significantly reduced. Further, it is also observed that the isolation is
more effective for the tank with a stiff tower structure in comparison to flexible towers. In
addition, a simplified analysis is also presented to evaluate the response of the elevated steel
tanks using two degree of freedom model and two single degree of freedom models. It is
observed that the proposed analysis predicts the seismic response of elevated steel tanks
accurately with significantly less computational efforts.

O. R. Jaiswal & S. K. Jain [2005]
        Recognizing the limitations and shot comings in the provision of IS:1893-1984, Jain
and Medhekar, Jain and Sameer a set of provisions on aseismic design of liquid storage tanks,
the author has given some recommendations –
   1. Design horizontal seismic coefficient given in revised IS: 1893(Part-1)-2002 is used
        and values of response reduction factor for different types of tanks are proposed.
   2. Different spring-mass model for tanks with rigid & flexible wall are done away with;
        instead, a single spring-mass model for both types of tank is proposed.
   3. Expressions for convective hydrodynamic pressure are corrected.
   4. Simple expression for sloshing wave height is used.
   5. New provisions are included to consider the effect of vertical excitation and to
        describe critical direction of earthquake loading for elevated water tanks with frame
        type staging.

R. Livaoglu & A. Dogangun
        This paper is specifically speaks about the response of supporting staging system of
water towers. Author had considered frame supporting as well as cylindrical shell supporting
system. The research shows that fluid-structure interaction can play an important role on
seismic behavior of elevated water tanks. By considering both types of supporting system and
seismic analysis was performed considering fluid-structure interaction. Conclusions from the
analysis results showed that supporting system may considerably change the seismic behavior
of the elevated water tanks.
        Displacement based Lagrangian approach is selected to model the fluid-elevated tank
interaction in this study. The fluid elements are defined by eight nodes with three translational
degree of freedom at each node. It should be noted that, because of lack of a geometrical
capability in the Lagrangian FEM with brick shaped elements considered here.
        From the analysis carried out, author calculated the peak responses and corresponding
time period where the maximum roof displacement, sloshing displacement, base shear force
& base moment are obtained. From the result, he found that the maximum responses are
obtained between 9 and 10 seconds for frame support & 5 and 10 seconds for cylindrical
shaft supports. Also he found that the roof displacement response for frame support is higher
than the cylindrical support. Change in displacement response values are considerably effect
the system seismic behavior. The sloshing responses are also affected by selected support
system and hence the effect on sloshing displacement cannot be neglected in the evaluation of
the seismic behavior of the tanks. For the resign having seismic risk, the cylindrical shaft
support system may be used because of having important advantages than the common used
frame type system.

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

Gareane A. I. Algreane, S. A. Osman & O. A. Karim [2008]
        This paper is related with the soil & water behavior of elevated concrete water tank
under seismic load. An artificial seismic excitation has been generated according to Gasparini
and Vanmarcke approach, at the bedrock, and then consideration of the seismic excitation
based on one dimension nonlinear local site has been carried out. Author has chosen seven
cases to make comparisons with direct nonlinear dynamic analysis, mechanical models with
and without soil structure interaction (SSI) for single degree of freedom (SDOF), two degree
of freedom (2DOF), and finite element method (FEM) models. The analysis is based on
superposition model dynamic analysis. Soil structure interaction (SSI) and fluid structure
interaction (FSI) have been accounted using direct approach and added mass approach
respectively. The result shows that a significant effect obtained in shear force, overturning
moment and axial force at the base of elevated tank.

Lyes Khezzar, Abdennour Seibi & Afshin Goharzadeh
        This paper presents the steps involved in a test rig to study water sloshing
phenomenon in a 560 160 185 mm PVC rectangular container subjected to sudden
(impulsive) impact. The design encompasses the construction of the testing facility and the
development of a proper data acquisition system capable of capturing the behavior of pre-
and post-impact water motion inside the tank. Fluid motion was recorded a video camera for
flow visualization purpose. Two water levels of 50 and 75% full as well as two driving
weights of 2.5 and 4.5 Kg were used. The experimental study was supplemented by a
computational fluid dynamics study to mimic the fluid motion inside the tank.
        The water sloshing phenomenon in a rectangular tank under sudden impact was
investigated experimentally & numerically. Design of the testing rig and selection of proper
sensors as well as data acquisition system was performed. Flow visualization of simulation
and experimental results showed a good agreement. The water level for both simulation and
experimental results compared well during motion and showed a minor discrepancy after
impact which may be due to tank bouncing. Contrary to previous studies, both experimental
and numerical results indicated the presence of a single traveling wave before the impact.
Future study related to pressure measurements at the tank wall will be conducted for
structural analysis purposes.

W. H. Boyce
        The response of a simple steel water tank has been measured during earthquakes and
vibration tests. Calculations of the period of vibration of the tank have been made taking
ground yielding and water sloshing into account. Excellent agreement has been obtained
between measured and calculated results. The response of the tower during the earthquake
motion has been calculated from ground accelerogram and the agreement between measured
and calculated response was found to be reasonable.
        From his experimental study he conclude that – (1) water sloshing must be considered
when calculating the period of vibration of water towers. The use of total water mass in 2-
DOF simplification is not valid. (2) The simplification to 2-DOF system where ground
yielding effects are accounted for equivalent spring stiffness of the tower is adequate and
produces the results agreeing well with experimental values. (3) The analytical producers
used to calculate the response of structure from ground accelerograms provide a responsible
prediction of structure response.

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

Dr. Suchita Hirde & Dr. Manoj Hedaoo [2011]
         This paper presents the study of seismic performance of the elevated water tank for
various seismic zones of India for various heights and capacity of elevated water tanks for
different soil conditions. The effect of height of water tank, earthquake zones and soil
conditions on earthquake forces have been presented in this paper with the help of analysis of
240 models of various parameters.
         In this paper, the study is carried out on RCC circular elevated water tank with M-20
grade of concrete and Fe-415 grade of steel & SMRF are considered for analysis. Elevated
water tank having 50,000 liters and 100,000 liters capacity with staging height 12 m. 16 m,
20 m, 24 m, 28 m considering 4 m height of each panels are considered for the study.
         Author has given following conclusions from his analysis – (1) Seismic forces are
directly proportional to the Seismic Zones. (2) Seismic forces are inversely proportional to
the height of supporting system. (3) Seismic forces are directly proportional to the capacity of
water tank. (4) Seismic forces are higher in soft soil than medium soil, higher in medium soil
than hard soil. Earthquake forces for soft soil is about 40-41% greater than that of hard soil
for all earthquake zones and tank full and tank empty condition.


        Analysis & design of elevated water tanks against earthquake effect is of considerable
importance. These structures must remain functional even after an earthquake. Elevated water
tanks, which typically consist of a large mass supported on the top of a slender staging, are
particularly susceptible to earthquake damage. Thus, analysis & design of such structures
against the earthquake effect is of considerable importance.
After details study of all the papers, following points are to be consider at the time of seismic
analysis of elevated water tank
    1. In India, there is only one IS code i.e. IS 1893: 1984, in which provisions for aseismic
        design of elevated water tanks are given. IS 1893(Part-1): 2002 is the fifth revision of
        IS 1893, still it is under revision. So detail criteria for aseismic analysis of elevated
        water tank are not mentioned in above IS code. Thus, the recommendations &
        suggestions given by all the above author has to be considered at the time of analysis.
        IITK-GSDMA has given some guidelines for seismic design of elevated water tank
        that should consider at the time of analysis.
    2. Most elevated water tank are never completely filled with water. Hence, a two – mass
        idealization of the tank is more appropriate as compared to one-mass idealization.
    3. Basically, there are three cases that are generally considered while analyze the
        elevated water tank – (1) Empty condition. (2) Partially filled condition. (3) Fully
        filled condition. For (1) & (3) case, the tank will behave as a one-mass structure and
        for (3) case the tank will behave as a two-mass structure.
    4. If we compared the case (1) & (3) with case (2) for maximum earthquake force, the
        maximum force to which the partially filled tank is subjected may be less than half the
        force to which the fully filled tank is subjected. Actual forces may be as little as 1/3 of
        the forces anticipated on the basis of a fully filled tank.
    5. During the earthquake, water in the tank get vibrates. Due to this vibration water
        exerts impulsive & convective hydrodynamic pressure on the tank wall and the tank
        base in addition to the hydrostatic pressure. The effect of impulsive & convective
        hydrodynamic pressure should consider in the analysis of tanks. For small capacity

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME

      tanks, the impulsive pressure is always greater than the convective pressure, but it is
      vice-versa for tanks with large capacity. Magnitudes of both the pressure are different.
   6. The effect of water sloshing must be considered in the analysis. Free board to be
      provided in the tank may be based on maximum value of sloshing wave height. If
      sufficient free board is not provided, roof structure should be designed to resist the
      uplift pressure due to sloshing of water.
   7. Earthquake forces increases with increase in Zone factor & decreases with increase in
      staging height. Earthquake force are also depends on the soil condition.


      I wish to thank the Management, Principal, Head of Civil Engineering Department
and Staff of Jawaharlal Nehru Engineering College and authorities of Dr. Babasaheb
Ambedkar Marathwada University for their support.


[1] George W. Housner, 1963 “The Dynamic Behaviour of Water Tank” Bulletin of the
Seismological Society of America. Vol. 53, No. 2, pp. 381-387. February 1963
[2] Jain Sudhir K., Sameer U.S., 1990, “Seismic Design of Frame Staging For Elevated Water
Tank” Ninth Symposium on Earthquake Engineering (9SEE-90), Roorkey, December 14-16, Vol-
[3] Sudhir K. Jain and M. S. Medhekar, October-1993, “Proposed provisions for aseismic design
of liquid storage tanks” Journals of structural engineering Vol.-20, No.-03
[4] Sudhir K Jain & Sajjed Sameer U, March-1994,Reprinted from the bridge and structural
engineer Vol-XXIII No 01
[5] Sudhir K. Jain & O. R. Jaiswal, September-2005, Journal of Structural Engineering Vol-32,
No 03
[6] R. Livaoğlu and A.Doğangün May 2007 “An Investigation About Effects of Supporting
Systems on Fluid-elevated Tanks Interaction” SS: Special Structures Paper ID: SS148, Tehran,
[7] S. A. Osman, O. Karim and A. Kasa, 2008 “Investigate The Seismic Response Of Elevated
Concrete Water Tank ” Engineering Postgraduate Conference (EPC)
[8] Lyes Khezzar, Abdennour Seibi, Afshin Goharzadeh. “Water Sloshing In Rectangular Tanks –
An Experimental Investigation & Numerical SIMULATION” International Journal of
Engineering (IJE), Volume (3) : Issue (2)
[9] W.H. Boyce “Vibration Test on Simple Water Tower”
[10] M.K.Shrimali, R.S.Jangid “Earthquake Response Of Isolated Elevated Liquid Storage Tank”
[11] IITK-GSDMA guidelines for seismic design of liquid storage tanks.
[12] I.S 1893-2002 criteria for earthquake resistant design of structures.
[13] IS: 3370 (Part II) – 1965 code of practice for concrete structures for the storage of liquids
part ii reinforced concrete structures.
[14] Dr. Suchita Hirde, Ms. Asmita Bajare, Dr. Manoj Hedaoo – 2011 “Seismic performance of
elevated water tanks”. International Journal of Advanced Engineering Research and Studies
IJAERS/Vol. I /Issue I / 2011/ 78-87
[15] Damodar Maity, C. Naveen Raj and Indrani Gogoi, “Dynamic Response of Elevated Liquid
Storage Elastic Tanks With Baffle”, International Journal of Civil Engineering & Technology
(IJCIET), Volume 1, Issue 1, 2010, pp. 27 - 45, ISSN Print: 0976 – 6308, ISSN Online: 0976 –


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