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以位于发震断裂两侧5 km以内的V型偏心支撑钢框架为研究对象,依据现行《建筑抗震设计规范》(GB50011-2010)考虑近场地震作用,将地震动参数乘以放大系数1.5,设计了10层、15层和20层3个V型偏心支撑钢框架。为评价规范近场地震作用放大系数的合理性,根据场地条件和近场地震动特征选取了9条地震波,对所设计结构进行了弹塑性时程分析,得到结构的层剪力和层间位移角。结果表明,多遇地震下,3个结构的层剪力均大于规范近场设计地震作用,层间位移角均超过规范弹性限值1/250;罕遇地震下,3个结构的层间位移角均超过弹塑性限值1/50,不满足“大震不倒”的要求。
Based on the V-shaped eccentric supported steel frame located within 5 km from both sides of the seismogenic fault and considering the near-field seismic action according to the current Code for Seismic Design of Buildings (GB50011-2010), the seismic motion parameters are multiplied by an amplification factor of 1.5, Designed 10, 15 and 20 three V-shaped eccentric support steel frame. In order to evaluate the rationality of amplifying the amplification coefficient of near-field earthquake, nine seismic waves were selected according to the site conditions and the characteristics of near-field ground motion. Elastic-plastic time-history analysis of the designed structure was carried out. The layer shear force and the displacement angle . The results show that the layer shear of the three structures is greater than that of the standard near-field design under frequent earthquakes, and the displacement angles of the layers all exceed the standard elastic limit of 1/250. Under rare earthquakes, the inter-layer displacements of the three structures Angle are more than elastic and plastic limit 1/50, does not meet “earthquake does not fall ” requirement.