International Research Journal of Engineering and Technology (IRJET)
e-ISSN: 2395-0056
Volume: 11 Issue: 07 | July 2024
p-ISSN: 2395-0072
www.irjet.net
Structural Performance of Vertical Energy Dissipator on Braced Special Moment Resisting Frame Anix Samuel N1, Ardra P Nair2 1M.Tech Student, Department of Civil Engineering, Vidya Academy of Science and Technology, Thrissur, Kerala
2Assistant Professor, Department of Civil Engineering, Vidya Academy of Science and Technology, Thrissur, Kerala
---------------------------------------------------------------------***--------------------------------------------------------------------1.1 Scope and Objective of the study Abstract - This study focused on end-reinforced steel pipe dampers (ESPDs), specifically the ESPD-70, fabricated from commonly utilized pipes with reinforced ends. These reinforcements, consisting of two inner short pipes connected by welding or mechanically attached steel plates, enhance load-bearing capacity and durability at connection points. The ESPD-70 employs a tension brace mechanism to dissipate energy and provide resistance. Initially, the study examined the effects of the ESPD-70 in a single chevron braced frame using static non-linear pushover analysis with ANSYS Software. The optimal section was identified and subjected to cyclic loading to evaluate its energy dissipation performance against other models. This optimized section was then incorporated into a two-bay multistory frame and subjected to time history analysis with real-time earthquake data. The results demonstrated that using pipe dampers reduces seismic demand on structures. ESPDs are cost-effective, easy to install, and replace.
The study aims to develop a new multi-segmental vertical energy dissipator within a two-bay, multi-story steel special moment-resisting frame (SMRF) featuring a chevron-braced configuration. At First the performance and effectiveness of a vertical energy dissipator and develop a single-story portal frame with a Chevron-braced configuration, both with and without a damper. Then assessing the hysteresis performance and energy dissipation capacity of an effective steel damper in both braced and unbraced systems by conducting cyclic analysis. Finally time history analysis using real earthquake ground motion data on a multi-story frame to evaluate storey displacement, storey drift, base shear, and acceleration is studied.
1.2 Method of Analysis
Key Words: ESPD-70, Cyclic analysis, pushover analysis, chevron Brace Frame, ANSYS, Hysteresis, Time History Analysis
To determine the optimal size of the damper, a pushover analysis is conducted, where lateral loading is applied at the top of the frame while keeping the supports fixed. The optimized damper section is then installed on a chevronbraced frame to assess its hysteresis performance, which is compared to that of a standard chevron-braced frame. Finally, earthquake data is applied, and a time history analysis is performed to evaluate the seismic performance of the structure.
1.INTRODUCTION Passive dampers play a crucial role in structural engineering, effectively reducing the impact of dynamic forces on buildings, bridges, and various infrastructures. Unlike active dampers that depend on external energy and intricate control systems, passive dampers function independently, efficiently reacting to vibrations and seismic activity. Endreinforced steel pipes represent an advanced solution in structural engineering. These pipes feature reinforced ends, typically through welding or the mechanical attachment of additional steel plates, to enhance their load-bearing capacity and durability at connection points. The reinforcement mitigates stress concentrations, preventing failure modes such as buckling, deformation, or rupture, especially in high-pressure fluid transportation, underground conduits, or structural support systems. By placing these ESPD dampers on special moment resisting frames, it can reduces the seismic activity acting on the structures.
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2. STRUCTURAL CONFIGURATION AND WORKING MECHANISM OF ESPD ON BRACED SMRF The configuration of ESPD is simple, consisting of two reinforced steel pipes located on the upper and lower end, one energy-dissipating steel pipe, and two connecting plates, as shown in Figure 1. There is no gap between the reinforced steel pipe and the energy-dissipating steel pipe, thereby reinforced steel pipe can provide support to the energydissipating steel pipe. This configuration can delay the cracking of the end of the energy-dissipating steel pipe and prevent the ESPD from losing its bearing capacity due to premature cracking.
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