社区地震安全韧性评估系统及应用示范

高烈度地区重要建筑往往采用RC框架-剪力墙结构体系，采用隔震技术设计该类建筑，满足《建设工程抗震管理条例》中规定的设防地震下正常使用要求，甚至满足罕遇地震下的高韧性目标需求，成为了该类结构设计的重点难题。该研究以一8度区的RC框架-剪力墙工程为例，对该结构的抗震方案展开了设防和罕遇地震下的地震韧性评价。在此基础上，针对隔震结构提出了3种上部结构设计理念，并设计了3个隔震案例，进行了设防和罕遇地震下的韧性评价。分析结果表明：传统抗震结构在设防地震下无法满足正常使用需求，抗震韧性等级仅为一星；按降一度贴限设计确定隔震上部结构截面且按降一度确定上部结构配筋时，设防地震下需3.1 d的修复时间才能恢复正常使用功能，罕遇地震下的抗震韧性等级为二星；按降半度贴限设计确定上部结构截面，且按降一度确定上部结构配筋时，建筑功能可基本不中断，满足正常使用需求，但罕遇地震下的抗震韧性等级仍为二星；按不降度贴限设计确定上部结构截面且按降一度确定上部结构配筋时，建筑功能完全不中断，满足正常使用要求，罕遇地震下可达到韧性三星。研究的相关成果可为高烈度地区RC框架-剪力墙结构的隔震韧性设计的深入研究提供参考。

An evaluation system for community seismic resilience and its application in a typical community

Important buildings in high seismic regions usually use reinforce concrete (RC) frame-shear wall structural system. Through the introduction of seismic isolation technology for the design of such buildings, it has become a critical issue to meet the requirements for normal use under the design basis earthquake (DBE), which is regulated in the Regulations of Administration of Seismic Management of Construction Projects, and even realize a high resilience performance under the maximum considered earthquake (MCE). A RC frame-shear wall project located in the 8 degree region was selected as the example of this research, and the corresponding seismic resilience performance was assessed under DBE and MCE. Based on these, three design concepts were recommended to design the superstructure of isolated RC frame-shear wall buildings, and three cases were designed following these concepts for this building. Subsequently, the seismic resilience performance of three cases was assessed under DBE and MCE. The results indicate that the traditional seismic structure cannot meet the normal use requirements under DBE and the associated resilience level is Level 1. For the isolated buildings, when the sectional dimensions of superstructure and corresponding reinforcements are designed according to the one-degree lowering limit, 3.1 days are required for the restoration of normal use function under DBE, and the resilience level of such isolated structure under MCE is Level 2. When the sectional dimensions of superstructure are designed according to the half-degree lowering limit, and corresponding reinforcements are designed according to the one-degree lowering limit, the building can basically function well without interruption and meet the normal use requirements, but the resilience level of such structure under MCE remains Level 2. When the sectional dimensions of superstructure are designed according to the none lowering limit, and corresponding reinforcements are designed according to the one-degree lowering limit, the building can be fully functional without any interruption and meet the normal use requirements. Furthermore, the resilience level of such structure under MCE can be successfully improved to Level 3. The results of this study can provide reference for further investigation on the resilience-based seismic design of RC frame-shear wall structures in high seismic regions.