中心楼梯参与整体框架结构计算的地震反应分析
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摘要
现行的设计和PKPM程序均未考虑到楼梯参与整体框架结构的计算,但5.12汶川地震和4.14玉树地震表明楼梯间的破坏均很严重。利用有限性分析软件SAP2000建立了楼梯布置在几何中心的模型和无楼梯对比模型的框架结构。计算结果表明,考虑楼梯后:楼层位移减小,Y方向(顺着楼梯斜板方向)的刚度大于X(垂直楼梯斜板方向)方向刚度;楼梯间的框架柱的轴力增大了2.6倍,剪力X/Y方向增大了1.6/3倍,弯矩X/Y方向增大了1.1/1.6倍;楼梯间梯柱轴力、剪力、弯矩是对比模型相应最大内力的0.71,0.73,0.3倍,说明按构造设计的梯柱也是抵抗地震的薄弱环节,尤其是轴力和剪力。针对楼梯间框架柱和梯柱的加强设计给出了建议。
The staircase room has caused great damages during Wenchuan and Yushu earthquake because of present design code and PKPM program only consider the whole structure without staircase.The paper used SAP2000 and built one frame model that staircase lied in centre of structure and comparison frame model without staircase.Through the models result,we find the displacement decreases,the stiffness of Y direction(parallel direction of staircase) is greater than X direction(vertical direction of staircase);the force,shear(X direction/ direction),moment(X direction/Y direction) of columns among staircase room increases to 2.6,1.5/3,1.1/1.6 times respectively as compared with M-1 model;the force,shear,moment of constructinal columns among staircase is 0.71,0.73,0.3 times smaller than the maximum corresponding internal force of M-1 model,it demonstrates constructinal columns are weak link to resist earthquake,especially axial force and shear.In the last it gives some advice about the design of columns among staircase room.
The staircase room has caused great damages during Wenchuan and Yushu earthquake because of present design code and PKPM program only consider the whole structure without staircase.The paper used SAP2000 and built one frame model that staircase lied in centre of structure and comparison frame model without staircase.Through the models result,we find the displacement decreases,the stiffness of Y direction(parallel direction of staircase) is greater than X direction(vertical direction of staircase);the force,shear(X direction/ direction),moment(X direction/Y direction) of columns among staircase room increases to 2.6,1.5/3,1.1/1.6 times respectively as compared with M-1 model;the force,shear,moment of constructinal columns among staircase is 0.71,0.73,0.3 times smaller than the maximum corresponding internal force of M-1 model,it demonstrates constructinal columns are weak link to resist earthquake,especially axial force and shear.In the last it gives some advice about the design of columns among staircase room.
引文
[1]苏启旺,蔡宏儒,李力.从“汶川大地震”引发对板式楼梯设计的思考[J].四川建筑科学研究,2008,34(4):165-167.
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[3]代红军,祁皑.基于ETABS的钢筋混凝土框架与楼梯共同工作性能分析[J].地震工程与工程振动,2009,6(29):136-141.
[4]吴波.楼梯结构的抗震性能分析及地震作用下对主体结构的影响[D].硕士学位论文,成都:西南交通大学,2009.
[5]孙喜晶.框架结构楼梯间的抗震设计初步[D].硕士学位论文,成都:西南交通大学,2010.
[6]冯远,吴小兵,李从春,等.现浇楼梯对框架结构的抗震影响分析与设计建议[J].土木工程学报,2010,10(43):53-61.
[7]SANG B K,YOUNG H,ANDREW S,et al.Experi-mental assessment of vibration serviceability of stair sys-tems[J].Journal of Constructional Steel Research,2008,64(2):253-259.
[8]HALIL S,RAMAZAN A,ADEM D,et al.Dynamic a-nalysis and seismic performance of reinforced concreteminarets[J].Engineering Structures,2008,30(8):2253-2264.
[9]GB50011-2001,建筑抗震设计规范局部修订[S].北京:中国建筑工业出版社,2008.
[10]北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.
[2]代红军,祁皑.不同宽度楼梯对钢筋混凝土框架结构地震反应的影响分析[J].西南科技大学学报,2009,12(24):48-55.
[3]代红军,祁皑.基于ETABS的钢筋混凝土框架与楼梯共同工作性能分析[J].地震工程与工程振动,2009,6(29):136-141.
[4]吴波.楼梯结构的抗震性能分析及地震作用下对主体结构的影响[D].硕士学位论文,成都:西南交通大学,2009.
[5]孙喜晶.框架结构楼梯间的抗震设计初步[D].硕士学位论文,成都:西南交通大学,2010.
[6]冯远,吴小兵,李从春,等.现浇楼梯对框架结构的抗震影响分析与设计建议[J].土木工程学报,2010,10(43):53-61.
[7]SANG B K,YOUNG H,ANDREW S,et al.Experi-mental assessment of vibration serviceability of stair sys-tems[J].Journal of Constructional Steel Research,2008,64(2):253-259.
[8]HALIL S,RAMAZAN A,ADEM D,et al.Dynamic a-nalysis and seismic performance of reinforced concreteminarets[J].Engineering Structures,2008,30(8):2253-2264.
[9]GB50011-2001,建筑抗震设计规范局部修订[S].北京:中国建筑工业出版社,2008.
[10]北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.
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