使用低屈服点钢材制造的带剪力连接件的高强度钢框管结构的地震坍塌性能评估

Hao Zhang, Mingzhou Su, M. Lian, Jing Jin
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引用次数: 0

摘要

本研究开发了一种使用低屈服点钢材制造剪力连接件的高强度钢框管结构(HSSFTS-LYPSL),以改善传统钢框管结构的抗震性能和复原能力。当这种 HSSFTS-LYPSL 结构受到强震激励时,其剪力连杆会发生显著的塑性变形,以消散地震能量,而关键部件(如边梁和柱)则保持弹性。此外,采用螺栓端板连接也有利于更换损坏的连接件。本研究设计了三个典型的 HSSFTS-LYPSL 例子,分别为 20 层、30 层和 40 层,以研究 HSSFTS-LYPSL 在不同地震烈度水平下的地震坍塌性能。使用 OpenSEES 软件建立了这些示例结构的三维非线性有限元分析模型,并通过将建模结果与下部结构组件的准静力测试结果进行比较,验证了建模方法的准确性和有效性。接着,选择了远场和脉冲型近场地面运动各 40 条记录,并通过增量动力分析(IDA)获得了示例结构的响应曲线,并利用改进的坍塌脆性模型计算了其坍塌脆性曲线和坍塌裕度比(CMR)。最后,根据倒塌脆性曲线和地震危险性曲线,得到了 HSSFTS-LYPSL 在远场地震和近场地震下的地震倒塌风险概率曲线,结果表明,在考虑的最大地震级别下,CMR 值范围分别为 5.74 至 7.25 和 4.85 至 6.67;在极罕见地震(VRE)级别下,CMR 值范围分别为 3.83 至 4.85 和 3.24 至 4.46。这些结果表明,HSSFTS-LYPSL 具有足够的抗震倒塌潜力。由于脉冲型近场地震对 HSSFTS-LYPSL 地震倒塌性能的影响比远场地震更为显著和不利,因此 HSSFTS-LYPSL 的地震倒塌设计应特别考虑近场效应的影响。此外,地震危险性函数比倒塌脆性函数对结构地震倒塌风险曲线的影响更大,这表明地震倒塌风险曲线可以全面评估 HSSFTS-LYPSL 的地震倒塌性能。在远场地震和近场地震下,HSSFTS-LYPSL实例的VRE级年倒塌风险概率均在1.18×10-5-4.53×10-5范围内,低于其他推荐的地震倒塌风险阈值,表明HSSFTS-LYPSL可以满足 "VRE级无倒塌破坏 "的第四级性能目标。然而,本研究仅使用 HSSFTS-LYPSL 示例进行了地震坍塌和风险评估;未来的研究将侧重于确定 HSSFTS-LYPSL 的地震恢复能力和开发震后可修复性方法。
本文章由计算机程序翻译,如有差异,请以英文原文为准。
Seismic collapse performance assessment of high‐strength steel framed‐tube structures with shear links fabricated using low‐yield‐point steel
A high‐strength steel framed‐tube structure with shear links fabricated using low‐yield‐point steel (HSSFTS‐LYPSL) was developed in this study to improve the seismic performance and resilience of the conventional steel framed‐tube structure. When this HSSFTS‐LYPSL is subjected to strong earthquake excitation, its shear links undergo significant plastic deformation to dissipate seismic energy while critical components such as the spandrel beams and columns maintain their elasticity. Furthermore, the replacement of damaged links was facilitated by the use of bolted end‐plate connections. This study designed three typical HSSFTS‐LYPSL examples with 20, 30, and 40 stories to investigate the seismic collapse performances of HSSFTS‐LYPSLs at different seismic intensity levels. Three‐dimensional nonlinear finite element analysis models of these example structures were developed using the OpenSEES software, and the accuracy and effectiveness of the modeling approach was validated by comparing its results with those of quasi‐static tests on sub‐structure assemblies. Next, 40 records each of far‐field and pulse‐type near‐field ground motions were selected and applied with an incremental dynamic analysis (IDA) to obtain response curves for the example structures and calculate their collapse fragility curves and collapse margin ratios (CMRs) utilizing a modified collapse fragility model. Finally, based on the collapse fragility and seismic hazard curves, the seismic collapse risk probability curves of the HSSFTS‐LYPSLs were obtained under far‐ and near‐field earthquakes, revealing that at the maximum considered earthquake level, the CMR values ranged from 5.74 to 7.25 and from 4.85 to 6.67, respectively; at the very rare earthquake (VRE) level, the CMR values ranged from 3.83 to 4.85 and from 3.24 to 4.46, respectively. These results demonstrate that HSSFTS‐LYPSLs exhibit sufficient potential for seismic collapse resistance. As pulse‐type near‐field earthquakes had more significant and adverse impacts on the seismic collapse performances of the HSSFTS‐LYPSLs than far‐field earthquakes, the seismic collapse design of an HSSFTS‐LYPSL should particularly consider the influence of near‐field effects. In addition, the seismic hazard function had a greater effect on the structural seismic collapse risk curves than the collapse fragility function, suggesting that seismic collapse risk curves could provide a comprehensive assessment of HSSFTS‐LYPSL seismic collapse performance. Under far‐ and near‐field earthquakes, the annual collapse risk probabilities of the HSSFTS‐LYPSL examples at the VRE level were within 1.18 × 10−5–4.53 × 10−5, which is below the seismic collapse risk threshold recommended by others, indicating that HSSFTS‐LYPSLs can meet the fourth‐level performance objective of “no collapse failure at the VRE level.” However, this study only conducted seismic collapse and risk assessments using example HSSFTS‐LYPSLs; future research will focus on determining the seismic recovery capacities of and developing post‐earthquake repairability methodologies for HSSFTS‐LYPSLs.
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