框架-复合剪力墙结构水平位移的计算方法
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摘要
基于框架-剪力墙的结构位移计算方法,引入密肋复合墙体的剪切变形,分别建立了框架-复合剪力墙结构在倒三角形荷载、均布荷载及顶部集中荷载作用下的水平位移微分方程,给出了水平位移的解析解,并以一12层框架-复合墙结构为例进行分析.结果表明,框架-复合墙结构的剪切变形使总水平位移显著增加,且所占总位移的比例较大,位移计算必须计入剪切变形.文中还比较了框架-复合墙结构与框剪结构在位移、刚度等主要力学性能方面的异同,发现两种结构都以弯剪变形为主,但剪切变形在两者总位移中所占的比例差别很大;复合墙是一种"变刚度、变阻尼"的受力构件,框架-复合墙结构中当层间位移角为1/250时框架处于最不利受力阶段.
On the basis of the displacement calculation of the frame-shear wall structure and by considering the shear deformation of the multi-ribbed composite wall,the differential equations of horizontal displacement of the frame-composite shear wall structure respectively under reverse triangle load,uniform load and top concentrated load are established,and the analytical solutions to the equations are obtained.Then,a case analysis is performed with a 12-layer frame-composite shear wall structure.It is found that the shear deformation of the structure is an important component of the total deformation,so that it should be taken into consideration in the displacement calculation of the frame-composite shear wall structure.Moreover,by comparing such mechanical properties as displacement and stiffness between the frame-composite shear wall structure and the common frame-shear wall structure,it is found that(1) shear and bending deformations are two main components of the total displacements of the two structures,and the proportion of shear deformation to the total displacement varies with the structure type;(2) the composite wall is a kind of bearing member with alterable stiffness and damping;and(3) the frame of the frame-composite shear wall structure is dangerous when the floor displacement angle reaches 1/250.
On the basis of the displacement calculation of the frame-shear wall structure and by considering the shear deformation of the multi-ribbed composite wall,the differential equations of horizontal displacement of the frame-composite shear wall structure respectively under reverse triangle load,uniform load and top concentrated load are established,and the analytical solutions to the equations are obtained.Then,a case analysis is performed with a 12-layer frame-composite shear wall structure.It is found that the shear deformation of the structure is an important component of the total deformation,so that it should be taken into consideration in the displacement calculation of the frame-composite shear wall structure.Moreover,by comparing such mechanical properties as displacement and stiffness between the frame-composite shear wall structure and the common frame-shear wall structure,it is found that(1) shear and bending deformations are two main components of the total displacements of the two structures,and the proportion of shear deformation to the total displacement varies with the structure type;(2) the composite wall is a kind of bearing member with alterable stiffness and damping;and(3) the frame of the frame-composite shear wall structure is dangerous when the floor displacement angle reaches 1/250.
引文
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[10]刘建新.高层框-剪结构中框架地震内力的确定[J].建筑结构学报,1999,20(3):15-22.Liu Jian-xin.Determination of seismic forces acting offrame in high-rise frame-shear wall structures[J].Jour-nal of Building Structures,1999,20(3):15-22.
[2]高宇,童根树.两片弯剪型抗侧力体系的相互作用[J].建筑结构,2007,37(7):8-10,13.Gao Yu,Tong Gen-shu.Interaction between two shear-flexural structures under horizontal load[J].BuildingStructure,2007,37(7):8-10,13.
[3]郭猛,姚谦峰.框架-密肋复合墙结构新体系研究[J].地震工程与工程振动,2009,29(5):73-78.Guo Meng,Yao Qian-feng.Research on frame-multi-ri-bbed composite wall structure newsystem[J].EarthquakeEngineering and Engineering Vibration,2009,29(5):73-78.
[4]Zhang Yin,Yao Qian-feng,Ding Yong-gang.Study on en-ergy-saving residential building structures of multi-ribbedcomposite walls with high performance concrete[C]∥Proceeding of the International Symposium on Environ-mental Ecology and Technology of Concrete.Urumqi:[s.n.],444-450.
[5]傅秀岱,马峰,杨永哲.新型钢筋混凝土复合剪力墙抗震性能试验研究[J].天津大学学报,2000,33(3):336-340.Fu Xiu-dai,Ma Feng,Yang Yong-zhe.Experimental studyof lattice composing shear walls on seismic performance[J].Journal of TianJin University,2000,33(3):336-340.
[6]马峰.轴压比的变化对格构式复合剪力墙抗震性能影响的试验研究[D].天津:天津大学建筑工程学院,2000.
[7]Timoshenko S,Gere J.材料力学[M].李春亮,译.北京:科学出版社,1990.
[8]Wang C M,Kitipornchai S,Lim C W,et al.Beam bendingsolutions based on nonlocal Timoshenko beam theory[J].Journal of Engineering Mechanics,2008,134(6):475-481.
[9]河北省建设厅.密肋壁板结构技术规程(DB13(J)64—2006)[S].河北省工程建设标准化管理办公室,2006.
[10]刘建新.高层框-剪结构中框架地震内力的确定[J].建筑结构学报,1999,20(3):15-22.Liu Jian-xin.Determination of seismic forces acting offrame in high-rise frame-shear wall structures[J].Jour-nal of Building Structures,1999,20(3):15-22.
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