Seismic Performance and Retrofitting of Steel Building

B. Ahmed, S. Islam
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引用次数: 2

Abstract

Some special Engineering firms are taken for rehabilitation by Performance based seismic design (PBSD). The existing building that has high value of facilities is important to make functional after immediate post-earthquake. Current codes and provisions cannot cover all structures located in active seismic zone and these structures are not capable of withstanding seismic action. Furthermore, heavy active earthquakes in urban areas have obviously established an urgency to measure performance of the existing building, upgrade and strengthen these seismic undersupplied structures. Many researchers worked in recent years to measure the performance of the building structures and develop various strengthening and rehabilitation techniques to improve the seismic performance of structures. The main objectives of this research are to evaluate the seismic performance of the steel frame building is designed as a multi-storey office building under seismic action located in Timisoara, Romania and using pushover analysis for the Life Safety performance level under an earthquake hazard level with 10% probability of exceedance in 30, 50, 100, 225, 475 and 975 years. The seismic performance of the building is measured by the push-over analysis by FEM software SAP2000. For this push over analysis, the target displacement of the top of the building is measured for life safety performance. The demand curve for the life safety, emergency occupancy, Local damaged, structural damaged, collapse of the building is conducted for different seismic actions. Capacity curve of the building is compared to the demand curve for checking the performance mentioned above. The capacity curve is less than the demand curve for all seismic actions. The building must be retrofitted for increasing the performance during seismic actions. The steel building is retrofitted by providing the steel bracing. The bracing size used is TUB-168.3x4 mm in the direction of tension and the performance of the building is tested by using pushover analysis for the same conditions that are done for unbraced structure. The performance of the building again determined for the same seismic actions. The lateral displacement of the building has significantly improved. The capacity curve coincides the first four accelerations for unbraced structure. The capacity curve is more than the demand curve and coincide all demand curves for all return periods and all accelerations for braced frame. The size of concentric tension brace is bigger; that is why no plastic hinges formed for all peak ground accelerations.
钢结构建筑的抗震性能与加固
采用基于性能的抗震设计(PBSD)对一些特殊工程进行了改造。现有建筑具有较高的设施价值,在震后立即发挥作用是很重要的。目前的规范和规定不能涵盖所有位于地震活跃带的结构,这些结构不能承受地震作用。此外,城市地区的强烈地震活动显然迫切需要衡量现有建筑的性能,升级和加强这些地震供应不足的结构。近年来,许多研究人员致力于测量建筑结构的性能,并开发各种加固和修复技术来提高结构的抗震性能。本研究的主要目的是评估位于罗马尼亚蒂米什瓦拉的多层办公楼在地震作用下的钢框架建筑的抗震性能,并使用在30、50、100、225、475和975年超过10%概率的地震危险等级下的生命安全性能水平的推拉分析。采用有限元软件SAP2000对该结构进行了抗震性能分析。对于这种推倒分析,建筑物顶部的目标位移是为了生命安全性能而测量的。对不同地震作用下的生命安全、紧急占用、局部破坏、结构破坏、建筑物倒塌等需求曲线进行了分析。将建筑物的容量曲线与需求曲线进行比较,以检查上述性能。所有地震作用的容量曲线都小于需求曲线。该建筑物必须进行改造,以提高其在地震作用下的性能。钢结构建筑通过提供钢支撑进行了改造。在张力方向上使用的支撑尺寸为TUB-168.3x4 mm,建筑物的性能通过使用与无支撑结构相同条件下的推覆分析进行测试。在相同的地震作用下,建筑的性能再次确定。建筑物的横向位移有了明显的改善。容量曲线与无支撑结构的前四个加速度重合。容量曲线大于需求曲线,并且与支撑框架的所有回归期和所有加速度的所有需求曲线重合。同心张拉撑尺寸较大;这就是为什么没有塑料铰链形成的所有峰值地面加速度。
本文章由计算机程序翻译,如有差异,请以英文原文为准。
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