International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 06 | June 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 3714 Comparison of Ductility of M20 and M25 Concrete in Elevated Tank Staging Amit Verma 1 , Purusharth Mishra 2 1 M. Tech Student, Department of Civil Engineering, Institute of Technology & Management, Lucknow 2 Assistant Professor, Department of Civil Engineering, Institute of Technology & Management, Lucknow ------------------------------------------------------------------------***------------------------------------------------------------------------- ABSTRACT:- Overhead elevated water tanks are required to fulfill the need of the society. The design of the stage of the water tank is paramount important, as it takes the load of the water container. In the current paper the ductility of M20 and M25 are evaluated for a INTZE elevated tank having capacity of 1000kilo-litres. Pushover analysis is carried out by considering various parameters like water storage capacity and staging height which are constant, modulus of elasticity of the concretes. Ten columns are used to design the staging. The pushover curve which is a plot of base reaction versus roof displacement, gives the actual capacity of the structure in the nonlinear range. The structural behavior remains same for, different water storage capacity, plastic hinge formation staging heights and different number of columns. Keywords: Pushover analysis, INTZE, Staging, ductility, strength, elastic modulus 1. INTRODUCTION Large capacity elevated intze tanks are used to store a variety of liquids, e.g. water for drinking and fire fighting, petroleum, chemicals, and liquefied natural gas. The liquid storage tanks are particularly subjected to the risk of damage due to earthquake-induced vibrations. A large number of overhead water tanks damaged during past earthquake. Majority of them were shaft staging while a few were on frame staging. Muzaffarabad earthquake 2005 and Bhuj earthquake 2001 also represented similar damage. Most of the damage was caused because of the tanks were either designed without considering the earthquake forces or inadequate seismic design considerations. To cope with this need the seismic design codes for over head water tanks have been revised and upgraded. Two types of elevated water tanks namely intze tank supported by frame staging and shaft staging have been considered in this study. These elevated water tanks are first conventionally designed and then seismic analyzed Their strength and ductility have also been evaluated and compared. It has been observed that time period in frame staging is higher than the shaft staging since the lateral stiffness of shaft staging is much larger. The tank supported on shaft staging has higher strength as compare to tank supported on frame staging but the ductility is low that may be the return of frequent failure of elevated water tank supported on shaft staging. The non-linear static procedure or simply push over analysis is a simple option for estimating the strength capacity in the post-elastic range. This procedure involves applying a predefined lateral load pattern which is distributed along the structure height. The lateral forces are then monotonically increased in constant proportion with a displacement control node of the building until a certain level of deformation is reached. The applied base shear and the associated lateral displacement at each load increment are plotted. Based on the capacity curve, a target displacement which is an estimate of the displacement that the design earthquake will produce on the building is determined. The extent of damage experienced by the building at this target displacement is considered representative of the damage experienced by the building when subjected to design level ground shaking. A limiting damage state or condition described by the physical damage within the building, the threat to life safety of the building’s occupants due to the damage, and the post earthquake serviceability of the building. A building performance level is that combination of a structural performance level and a non-structural performance level. There is 2. METHODOLOGY For designing the stage it is assumed that the container (including liquid) is rigid and all weight of the container is applied at Centre of Gravity of the container. Table-1 and Table-2, shows the mixture proportion of M20 and M25 concrete respectively.