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作 者:徐玉臣 Xu Yuchen
出 处:《重庆建筑》2023年第1期43-47,共5页Chongqing Architecture
摘 要:典型框架-剪力墙结构在水平地震作用下,框架部分计算所得的剪力通常都较小,按多道防线的概念设计要求,《高层建筑混凝土结构技术规程》规定框架承担的地震总剪力V_(f)<0.2V_(0)时,框架总剪力应取min(0.2 V_(0),1.5V_(fmax)),当V_(f)≥0.2V_(0)时,框架总剪力不必调整。对于低烈度地区的高层框架-剪力墙结构,设置不多的剪力墙就能满足现行规范标准的要求,此类少墙框剪结构,往往能实现V_(f)≥0.2V_(0),按规范不需调整,则此类框架在罕遇地震作用中作为二道防线时的结构响应值得进一步分析。该文采用基于纤维模型理论的Perform-3D程序对某规则少墙框架结构进行大震作用下的动力弹塑性时程分析,并采用基于性能的抗震设计方法对构件的变形响应、损伤程度进行评估。计算结果表明分析过程合理,采取相应抗震构造措施后,结构竖向抗侧力构件非线性损伤较小,宏观上能实现期望的强柱弱梁的结构响应,整体结构及构件满足既定的变形性能目标。Under the action of horizontal earthquakes, the shear force calculated by the frame part of a typical frameshear wall structure is usually small. According to the conceptual design requirements of multiple lines of defense,the Technical Regulations for Concrete Structures of High-rise Buildings stipulate that when the total seismic shear force V_(f) borne by the frame is smaller than 0.2V_(0), the total shear force of the frame should be min(0.2V_(0), 1.5V_(fmax));when V_(f)≥ 0.2V_(0)the total shear force can not be adjusted. For high-rise frameshear wall structures in low-intensity areas, a handful of shear walls can meet the requirements of current codes and standards. This kind of less-walled frame shear structure can often achieve V_(f)≥ 0.2V_(0), no adjustment is required according to the specification, and the structural response of such a frame as a second line of defense in a rare earthquake deserves further analysis. In this paper, the Perform-3D program based on fiber model theory is used to analyze the dynamic elastoplastic time history of a regular less-walled frame structure under the action of large earthquakes, and the performance-based seismic design method is employed to evaluate the deformation response and damage degree of the components. The calculation results show that the analysis process is reasonable, and the nonlinear damage of the vertical anti-lateral force members of the structure is small after taking the corresponding seismic structural measures.At the macroscopic level, the expected structural response of “strong columns and weak beams” can be achieved, and the overall structure and components can meet the established deformation performance goals.
关 键 词:少墙框架 0.2V_(0)调整 纤维模型 PERFORM-3D 弹塑性时程分析
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