Shear Wall Analysis and Design Optimization in Instance of High-Rise Buildings using ETABS

Abstract

Today’s tall buildings are becoming more and more slender, leading to the possibility of more sway in comparison with earlier high-rise buildings. improving the structural systems of tall buildings can control their dynamic response. With more appropriate structural forms such as shear walls and tube structures and improved material properties. The general design concept of the contemporary bearing wall building system depends upon the combined structural action of the floor and roof systems with the walls. The floor system carries vertical loads and, acting as a diaphragm, lateral loads to the walls for transfer to the foundation. Lateral forces of wind and earthquake are usually resisted by shear walls which are parallel to the direction of lateral load. These shear walls, by their shearing resistance and resistance to overturning, transfer the lateral loads to the foundation. In the present study a 45 storey high rise building, with podium up to 4th floor level is considered. After podium level (4th floor level), there is no sudden change in plan because if there is any sudden change it may result in the stiffness/torsional irregularities of building if a small seismic forces or any other less magnitude horizontal force strike the structure. The optimization techniques which are used in this project are firstly considered the size of shear wall is same throughout the building and then analysis is done from the result the failed shear wall dimensions are increased to resist the whole structure, in this way the optimization was done for number of time till the whole structure comes to stable to resist the forces. In this present project shear wall design and optimization is done by using the software Etabs and the shear walls are arranged in such a way to resist the lateral forces in zone III region throughout the structure according to Indian codes.

Introduction

I. INTRODUCTION

A shear wall is stiffer in its principal axis than it is in the other axis. It is considered as a primary structure which provides relatively stiff resistance to vertical and horizontal forces acting in its plane. Under this combined loading condition, a shear wall develops compatible axial, shear, torsional and flexural strains, resulting in a complicated internal stress distribution. In actual structural systems, the shear walls may function as a coupled system instead of isolated walls depending on their arrangements and connections. Two neighboring wall panels can be considered coupled when the interface transfers longitudinal shear to resist the deformation mode. This stress arises whenever a section experiences a flexural or restrained warping stress and its magnitude is dependent on the stiffness of the coupling element. Depending on this stiffness, the performance of a coupled section will fall between that of an ideal uniform element of similar gross plan cross-section and the combined performance of the independent component parts. The location of a shear wall significantly affects the building function, such as natural ventilation and daylighting performance. The performance requirements vary for buildings of different functions.

II. METHODOLOGY

A four storied reinforced concrete building is considered. Beam length in transverse direction (x) are 4 m (3 members), 2m and 3m and beams in longitudinal direction (z) are 4m and 3m. Figure (a) shows the load. Story height of the building is taken as 3m (same for each floor). Figure (b) shows frames of the four story Reinforced Concrete Residential building. Cross section of the beam is 350x350 mm and cross section of the column is 450x 450 mm. The wall loads are taken as 6.21 KN/m2 and 12.45 KN/m2 for every inner and outer walls respectively. A slab load of 3.75 KN/m2 is taken for analysis. A floor finish load of 1.5 KN/m2 is applied on all beams of RC building and considered for analysis as per IS 875 (part1). A live load of 2 KN/m2 is provided as per IS 875 (part2). Below table shows the gravity loads taken for the building. The structure is then analyzed and designed for live load, seismic load as per IS-1893:2002 and dead load consisting of self-weight of beams, columns and slabs and floors. Following figures show the different type of loads acting on the building. A four-story symmetrical reinforced concrete residential building was analyzed for seismic loadings in ETABS software. For doing the comparative study, dimensions of beam and columns are taken as 350mm x 350mm and 450mm x 450mm respectively. Story height is taken as 3m for each storey and beam length is taken as 4m, 2m, 3m in longitudinal direction and 4m and 3m in transverse direction.

IV.  RESULT

The structure was analyzed as standard moment opposing construction in ETABS 2018 Software. Joint coordinate command is utilized to produce the coordinates and to indicate the joints of the structure by starting the particulars/specifications of the plan. Member incidence command is utilized to indicate the connectivity between joints. The columns and beams are demonstrated utilizing beam elements. Member properties must be determined for every member. From the analysis, maximum design loads, moments and shear on every member was obtained. From these quantities, we design the main structure and further construction is considered. Furthermore, after analyzing the structure, we get the accompanying outcomes. The shear power acting in the corner radiates is most extreme from the outset floor.

For example

102.7 KN and that of the corner sections is at the fourth floor for example 34.29 KN.

The shear power acting in the middle shafts is greatest at the main floor

For example

104.71 KN and that of focus sections is at the fourth floor for example 28.17 KN.

The shear power acting in fringe radiates is most extreme at the fourth floor for example 73.38 KN and that of the fringe segments is at fourth floor for example 23.79 KN. The twisting second following up on corner radiates is greatest from the start floor for example 85.43 KN-m and that of the corner sections is greatest at fourth floor for example 48.12, KN- m. The twisting second following up on focus radiates is greatest from the start floor for example 86.09 KN-m and that on focus segments is greatest from the start floor for example 39.53 KN- m. The twisting second following up on fringe radiates is greatest from the start floor

For example 86.09 KN-m and that of the fringe segments is greatest from the outset floor for example 36.16 KN-m.

The torsional power following up on corner radiates is greatest at fourth floor for example 0.334 KN and that of the corner segments is greatest from the start floor for example 0.594 KN.  The torsional power following up on focus radiates is greatest at ground floor for example 0.374 KN and that of the middle segments is greatest from the start floor for example 0.5908 KN. The torsional power following up on fringe radiates is greatest at second floor for example 0.21 KN and that of the fringe segments is greatest from the start floor for example 0.597 KN. By utilizing ETABS the investigation and configuration work can be finished inside specified time. The task gives the certainty to complete undertaking of High-Rise structures or Multi Story Building. By noticing consequences of plan data, we can embrace various sizes of parts at various members of the design. The given storey in the Residential Building is discovered safe when design is done with the analysis by utilizing ETABS Software.

Conclusion

1) ETABS is a crucial programming device that takes into account multi-story building analysis and plan designing. ETABS is a 3D displaying programming for any sort of structural analysis and plan designing. Utilizing this Program one can perform both steel structure and RC Structure. 2) ETABS gives users to Graphic information and change for smooth and fast model creation for a construction which is very helpful for the engineers to directly get the knowledge of the building whether the materials taken are proper or not. As the software gives the total interpretation of the structure, the new advancement occurring in the software will be more beneficial for the engineers, as it will save their time and energy used for the paper work of the same. 3) Creation of a 3D model including the use of plan perspectives and elevations, 3D model of any sort of confounded design can be made effectively. Towers and skyscraper’s structure will be designed thoroughly in this software which saves a lot of paper work which used to do before this software was invented. There is also need to develop more custom software’s like ETABS and models to test the structural adequacy of various complex design with more accuracy. 4) This software will lead the civil engineers to next dimensions of seeing through the object much before it is constructed practically. It will give the idea of how the structure will perform for various types of loadings and burdens applied/given on a particular part of the whole structure. It will save engineers time and cost required to get a paper-based knowledge/calculation which has lots of error, rather software like ETABS will do the calculations effortlessly and efficiently. 5) Future structural engineers need to learn software’s like ETABS in their initial stage of learning about civil engineering to get expertise and professional in the structural field which will help them to be a better engineer and will be advantageous for the betterment of the engineers.

References

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Copyright

Copyright © 2023 Ega Shabarinath, Mr. MD. Parvez Affani. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.