楼板对高层钢框架-R.C剪力墙结构性能的影响
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摘要
针对结构中的钢框架,采用稳定函数单元模型、空间屈服面方程及塑性流动法则,建立了钢框架结构节点的弹塑性增量平衡方程;针对结构中的楼板,应用相互耦合的三角形平面应力单元与三角形薄板弯曲单元,构建了楼板节点的弹性增量平衡方程;针对结构中的钢筋混凝土剪力墙,利用等效梁单元模型,采用一种简化的刚度法,得到了钢筋混凝土剪力墙结构节点的弹塑性增量平衡方程。经过组合,求得混合结构节点整体的弹塑性增量平衡方程。最后,通过数值算例,得到了该类结构中外钢框架的作用随着楼板厚度的增加而加大的结论。
The elastic-plastic increment equilibrium equation of the node in the steel frame is obtained by using the stability function element,the space yield surface equation and the plastic flow rule.The R.C shear wall is also constructed by employing the equivalent beam element and the simplified stiffness method.The elastic increment equilibrum equation of the node in the floor slab is established by the combined triangle element for interactions of the in-plane stress triangle element and the out-plane bending triangle element. As a result,the global elastic-plastic increment equilibrium equation for the hybrid structure is formulated.Finally,a numerical example shows that with the increase of the floor thickness the outer steel frame shares more proportion of total horizontal forces applied on the structure.
The elastic-plastic increment equilibrium equation of the node in the steel frame is obtained by using the stability function element,the space yield surface equation and the plastic flow rule.The R.C shear wall is also constructed by employing the equivalent beam element and the simplified stiffness method.The elastic increment equilibrum equation of the node in the floor slab is established by the combined triangle element for interactions of the in-plane stress triangle element and the out-plane bending triangle element. As a result,the global elastic-plastic increment equilibrium equation for the hybrid structure is formulated.Finally,a numerical example shows that with the increase of the floor thickness the outer steel frame shares more proportion of total horizontal forces applied on the structure.
引文
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[2]李国强,姜丽人,张晓光.高层建筑钢-混凝土混合结构简化分析模型[J].建筑结构,1999,30(6):12-14.
[3]W ynhove J H,A dam s P F.A na lys is of three-d im ens iona l structure[J].J S truct D iv,A SCE,1972,98(1):233-247.
[4]O ran C.T angen t stiffness in space fram es[J].JS truct D iv A SCE,1973,99(6):987-1001.
[5]沈士钊,陈昕.结构的稳定性理论[M].北京:科学出版社,2000:1-52.
[6]O rb ison J G,M cG u ire W,A be l F.Y ie ld surfaceapp lication in non linear stee l fram e ana lys is[J].Com pu tM eths A pp lM ech Engrg,1982,33(5):557-573.
[7]舒兴平,沈蒲生.钢框架极限承载力的有限变形理论分析和实验研究[J].工程力学,1993,10(4):32-40.
[8]Chen S L,Zhou Z H.Po in tw ise equ ilibratingpo lynom ia l e lem en t for non linear ana lys is of fram es.J S truct Engrg,A SCE,1994,120(6):1703-1717.
[9]夏逸鸣.钢框架-钢筋混凝土剪力墙混合结构的二阶非弹性分析[D].南京:东南大学,2001.
[10]罗定安.工程结构数值分析方法与程序设计[M].天津:天津大学出版社,1995:108-134.
[11]夏逸鸣,吴胜兴,姜禾秋.钢筋混凝土框架分析中的一种改进的简化刚度法[J].工业建筑,2002,32(9):74-76.
[12]B atoz J L,Dhatt G.Increm en ta l d isp lacem en ta lgorithm s for non linear prob lem s[J].In t J N umM eths in Engrg,1979,14(5):1262-1267.
[13]李国强,周向明,丁翔.高层建筑钢-混凝土混合结构模型模拟地震振动台试验研究[J].建筑结构学报,2001,22(4):2-7.
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