钢框架-RC剪力墙高层建筑结构的弹塑性全过程分析
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摘要
针对结构中的钢框架,采用稳定函数单元位移模型及空间塑性铰的弹塑性模型,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,采用三角形平面应力单元,形成了楼板节点的弹性增量平衡方程;针对结构中的RC剪力墙,采用考虑剪切及轴力影响的等效梁单元模型,利用钢筋混凝土截面M-Φ的三折线关系及假定的两杆端塑性转角增量与弹性转角增量的关系式,得到了统一的RC剪力墙结构节点的弹塑性增量平衡方程,然后,经过集成,获得了整体结构节点的弹塑性增量平衡方程。最后,通过数值算例,验证了文中方法的正确性,并得出如下结论,该类结构最薄弱部位是剪力墙底层的底部及剪力墙与钢连梁相交接的部位。
A geometric and material nonlinear analysis of a hybrid structure is presented in this paper.For the steel frame,a stability function element together with a spatial plastic hinge model is employed to formulate the elastic-plastic incremental equilibrium equations.The slab of the structure is modeled by three-node plane stress elements and the corresponding equilibrium equations are then established.Moreover,the shear walls are modeled by equivalent beam elements,including the effects of both shear and axial deformations.By doing so,the elastic-plastic incremental equilibrium equations are derived by using the tri-linear M-Φ relationship for the cross section of the equivalent beam element and the relationship between elastic and plastic rotations at both element ends.As a result,the global elastic-plastic increment equilibrium equations for the hybrid structure can thus be formulated.Finally,the reliability of the proposed method is verified,using the results of a numerical example from the literature.It was found that the most critically stressed locations of the structure are near the bottom of the shear wall in the first floor and the connecting ends of the steel beams with the shear wall.
A geometric and material nonlinear analysis of a hybrid structure is presented in this paper.For the steel frame,a stability function element together with a spatial plastic hinge model is employed to formulate the elastic-plastic incremental equilibrium equations.The slab of the structure is modeled by three-node plane stress elements and the corresponding equilibrium equations are then established.Moreover,the shear walls are modeled by equivalent beam elements,including the effects of both shear and axial deformations.By doing so,the elastic-plastic incremental equilibrium equations are derived by using the tri-linear M-Φ relationship for the cross section of the equivalent beam element and the relationship between elastic and plastic rotations at both element ends.As a result,the global elastic-plastic increment equilibrium equations for the hybrid structure can thus be formulated.Finally,the reliability of the proposed method is verified,using the results of a numerical example from the literature.It was found that the most critically stressed locations of the structure are near the bottom of the shear wall in the first floor and the connecting ends of the steel beams with the shear wall.
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,Adam s P F.Analysis of Three-D im ensionalStructure[J].J.Struct D iv.ASCE,1972,98(1):233-247
[4]O ran C.Tangent Stiffness in Space Fram es[J].J.StructD iv,ASCE,1973,99(6):987-1001
[5]O rb ison J G,M cGu ire W,Abel F.Y ield SurfaceApp lication in Non linear Steel Fram e Analysis[J].Comput.M eths App lM ech Engrg,1982,33(5):557-573
[6]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
[7]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,1997:142-165
[8]夏逸鸣,吴胜兴,姜禾秋.钢筋混凝土框架分析中一种改进的简化刚度法[J].工业建筑,2002,32(9):74-76
[9]Batoz J L,Dhatt G.Increm ental D isp lacem ent A lgorithm sfor Non linear Prob lem s[J].Int.J.Num M eths in Engrg.1979,14(5):1262-1267
[10]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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