基于刚度退化的框-剪结构受力性能研究
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摘要
根据模型试验数据确定各变形阶段框架与剪力墙的实际刚度,针对4种典型工况,分别采用框架与剪力墙刚度退化系数计算刚度退化后的各楼层刚度,再沿结构高度方向加权平均得到结构真实刚度。基于协同工作原理提出一种考虑结构刚度退化计算框-剪结构的适用方法,通过算例分析了结构的受力性能。研究结果表明:考虑结构刚度退化后,结构自振周期增加,刚度减少,侧移增大,总框架承担总剪力的比例增加,《规范》对框架承担剪力的调整是有必要的。
The real stiffness of frames and walls in different deformation phases is determined according to the experimental data.Using the different stiffness degradation coefficients of frames and walls,each floor stiffness can be calculated under four typical conditions,and the structural really stiffness can be obtained from the average of floor stiffness along the structural height.A practical method of calculating the behavior of frame-shear wall structures considering the structural stiffness degradation is presented based on the principal of corporation action and the structural behavior are calculated through an example.It is shown that considering the structural stiffness degradation,structural free vibration period increases,structural stiffness decreases,lateral displacement increases and the rate of total frames bearing total shear increases,and it is necessary that the shear frames should be adjusted.
The real stiffness of frames and walls in different deformation phases is determined according to the experimental data.Using the different stiffness degradation coefficients of frames and walls,each floor stiffness can be calculated under four typical conditions,and the structural really stiffness can be obtained from the average of floor stiffness along the structural height.A practical method of calculating the behavior of frame-shear wall structures considering the structural stiffness degradation is presented based on the principal of corporation action and the structural behavior are calculated through an example.It is shown that considering the structural stiffness degradation,structural free vibration period increases,structural stiffness decreases,lateral displacement increases and the rate of total frames bearing total shear increases,and it is necessary that the shear frames should be adjusted.
引文
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[4]刘建新.考虑剪力墙退化时高层框剪结构框架地震内力的适用确定方法[J].建筑结构,1997,(27)10:17-20.LIU Jian-xin.Practical method of determining seismic internalforce of frames with consideration of stiffness degradation ofwalls in frame-shear wall structures[J].Building Structure,1997,27(10):17-20.
[5]武腾清,腾家绿,等译.结构物动力设计[M].北京:中国建筑工业出版社,1984.WU Teng-qing,TENG Jia-lv,et al.Dynamical design ofstructures[M].Beijing:China Architecture&BuildingPress,1984.
[6]孙金墀,关启勋.钢筋砼有边框柱剪力墙的强度与变形性能[J].建筑结构学报,1988,9(6):17-29.SUN Jin-chi,GUAN Qi-xun.Experimental research onstrength and deformability of reinforced concrete framed shearwall[J].Journal of Building Structures,1988,9(6):17-29.
[7]赵西安.钢筋混凝土高层建筑结构设计[M].北京:中国建筑工业出版社,1992.ZHAO Xi-an.Concrete tall building construction design[M].Beijing:China Architecture&Building Press,1992.
[8]孟焕陵,沈蒲生.倒三角形荷载作用下框剪结构中剪力墙的合理数量[J].四川建筑,2004,24(2):55-57.MENG Huan-ling,SHEN Pu-sheng.Optimal quantity ofshear wall in frame-shear wall structures under inverse trian-gular load[J].Sichuan Architecture,2004,24(2):55-57.
[9]沈蒲生.高层建筑结构设计例题[M].北京:中国建筑工业出版社,2004.SHEN Pu-sheng.Design examples of tall building structures[M].Beijing:China Architecture&Building Press,2004.
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