International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 11 Issue: 06 | Jun 2024
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p-ISSN: 2395-0072
COMPARATIVE STUDY OF BRACED STEEL STRUCTURE WITH UNBRACED STEEL STRUCTURE Uzair Yaseen1, Misbah Danish Sabri2 1Department of Civil Engineering, Al-Falah University, Faridabad India
2Assistant Professor Department of Civil Engineering, Al-Falah University, Faridabad India
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Abstract - In modern construction, steel structures are
dynamic excitation. Understanding the cyclic inelastic behaviour of bracing members is essential for. In concentric evaluating the dynamic response of concentrically braced structures. Previous researchers have developed several analytical models to represent the cyclic behaviour of steel braces. These models incorporate important phenomena observed during inelastic cyclic loading, such as compression strength deterioration, residual elongation due to plasticity, and local buckling.
used for almost every type of structure including heavy industrial building, high-rise building, equipment support systems, infrastructure, bridges, towers, heavy industrial plant, etc. This study investigates as well as compares the performances of braced steel system & unbraced steel system. To perform the analysis ETABS is used to get the output using dynamic analysis (Response Spectrum). The performances of structures are evaluated with the help of base shear, deflection, story drift, story displacement, natural time period, Structure is stabilized by providing brace frame in both longitudinal and transverse direction, Semi Rigid diaphragm of concrete metal deck is considered in each story is provided to ensure proper lateral load transfer to vertical brace hence providing stability and controlling the deflection while analysing and designing the structures. By considering various parameters such as storey displacement, drift, stiffness, lateral force, and base shear, you're able to comprehensively assess the effectiveness of bracing in resisting seismic forces. Using two different models, we can compare how buildings with different structures handle earthquakes.
1.1 MODEL CONFIGURATION The general software E-TABS has been used for the modelling. It is more user friendly and versatile program that offers a wide scope of features like static and dynamic analysis, non-linear dynamic analysis and non-linear static pushover analysis, response spectrum analysis, time history analysis etc. ETAB. Software is used in modelling of building frames and it is general purpose software for performing the analysis and design of a wide variety of structures. G+ 7 story two regular steel building are considered, one with vertical bracing and the other without bracing. The beam length in (x) transverse direction and longitudinal direction is shown in the Figure having 12 bays in x-direction and 5 bays in y-direction. Story height of each building is assumed 4.5 m. Figure 1.2 shows the 3D frame building of unbraced building and figure 1.3 shows the 3D frame of braced building.
Key Words: Base shear, Time period, storey drift, Storey displacement, Bracing, Response spectrum.
1. INTRODUCTION A steel structure is a metal structure which is made of structural steel components connected to each other to carry loads and provide rigidity. Because of the high strength of steel, these structures are reliable and require less raw material than some other types of structure such as concrete. Braced frames are known for their ability to provide efficient lateral stiffness. It's now widely acknowledged that bracing systems can offer the necessary stiffness to withstand moderate earthquakes and similar dynamic forces, while also serving as a source of energy dissipation through post-buckling hysteresis behaviour of braces. Bracing systems are broadly classified into two categories: concentric bracing and eccentric bracing. In eccentric schemes, preventing brace buckling is crucial to confining inelastic deformation to a short segment of the girders acting as shear hinges bracing systems, braces undergo cyclic deformations beyond buckling and yielding due to severe
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Fig: 1.1 PLAN OF BOTH BUILDING.
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