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Review on seismic analysis of elevated water tank 2
1.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 288 REVIEW ON SEISMIC ANALYSIS OF ELEVATED WATER TANK Mangulkar Madhuri. N.1, Gaikwad Madhukar V.2 1 Asst. professor Dept. of Structural Engineering, J. N. E. C. Aurangabad (M. S), India 2 P. G. Student, Dept. of Structural Engineering, J.N.E.C.Aurangabad (M. S.), India ABSTRACT 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. INTRODUCTION 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), pp. 288-294 © IAEME: www.iaeme.com/ijciet.asp Journal Impact Factor (2013): 5.3277 (Calculated by GISI) www.jifactor.com IJCIET © IAEME
2.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 289 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. REVIEW OF LITERATURE 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
3.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 290 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 included. 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
4.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 291 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.
5.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 292 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 560ൈ160ൈ185 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.
6.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 293 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. CONCLUSION 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
7.
International Journal of
Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME 294 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. ACKNOWLEDGEMENTS 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. REFERENCES [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- 1. [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, Iraq. [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 – 6316
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