高层斜交网格筒结构受力层间位移的计算及其应用
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摘要
推导了斜交网格筒结构单元体的抗剪刚度、抗弯刚度以及竖向刚度的计算公式。通过连续化变形分析方法,给出了该类结构在三种典型荷载作用下的水平位移简化方法及其等效抗侧刚度。分析了结构体系的层间位移组成,给出了受力层间位移在弹性和弹塑性阶段的简化计算方法。采用PERFOR-3D软件分析了该类结构体系的层间位移和受力层间位移沿结构高度的变化规律,并进行了参数分析。结果表明:斜交网格筒结构体系的层间位移和受力层间位移沿结构高度方向均呈现先增大后减小的趋势;层间位移和受力层间位移最大值所在位置不同,且受力层间位移随楼层高度增加,其所占的比例逐渐下降,最大比例约为80%,建议同时考虑受力层间位移角和层间位移角作为该类结构的变形控制指标。斜柱角度、斜柱截面、主环梁跨数以及结构高宽比均对结构的层间位移有较大影响;而对于受力层间位移,斜柱角度和斜柱截面对其影响较大,主环梁跨数以及结构高宽比对其影响较小。
In this paper,the formulas for calculating the shear stiffness,flexural stiffness and vertical stiffness of skewed lattice tube element were deduced. For diagrid tube structure,the simplified calculation method of lateral displacement under three kinds of typical loads and the calculation formula of equivalent lateral stiffness were established based on the successive deformation method. The compositions of story drift of diagrid tube structure were analyzed. The simplified calculation method under elastic and elastic-plastic phase was given. The finite element software PERFORM-3D was used to analyze the variation of story drift and physical story drift along the structural height. Parametric analysis was carried out. The results show that the story drift and the physical story drift of diagrid tube structure tend to increase at first and then decrease along the height direction. The maximum story drift and maximum physical story drift present at different stories. With the increasing of structural height,the proportion of physical story drift gradually decreases with the maximum value of about 80%. Therefore,it is suggested that both the physical story drift and story drift should be considered as the deformation controlled index of this kind of structure.The angle and cross section of the oblique column,the span number of the main ring beams and structural aspect ratio have great influence on the story drift of structures. The angle and cross section of the oblique column have great influence on the physical story drift. The impact of span number of main ring beam and structural aspect ratio is small.
In this paper,the formulas for calculating the shear stiffness,flexural stiffness and vertical stiffness of skewed lattice tube element were deduced. For diagrid tube structure,the simplified calculation method of lateral displacement under three kinds of typical loads and the calculation formula of equivalent lateral stiffness were established based on the successive deformation method. The compositions of story drift of diagrid tube structure were analyzed. The simplified calculation method under elastic and elastic-plastic phase was given. The finite element software PERFORM-3D was used to analyze the variation of story drift and physical story drift along the structural height. Parametric analysis was carried out. The results show that the story drift and the physical story drift of diagrid tube structure tend to increase at first and then decrease along the height direction. The maximum story drift and maximum physical story drift present at different stories. With the increasing of structural height,the proportion of physical story drift gradually decreases with the maximum value of about 80%. Therefore,it is suggested that both the physical story drift and story drift should be considered as the deformation controlled index of this kind of structure.The angle and cross section of the oblique column,the span number of the main ring beams and structural aspect ratio have great influence on the story drift of structures. The angle and cross section of the oblique column have great influence on the physical story drift. The impact of span number of main ring beam and structural aspect ratio is small.
引文
[1]容柏生．国内高层建筑结构设计的若干新进展[J]．建筑结构，2007,37(9):1-5.(RONG Baisheng.Progress of high-rise building’s structural design in China[J]. Building Structure,2007,37(9):1-5.(in Chinese))
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[3]傅学怡，吴兵，陈贤川，等．卡塔尔某超高层建筑结构设计研究综述[J]．建筑结构学报，2008,29(1):1-9.(FU Xueyi,WU Bing,CHEN Xianchuan,et al.Summarization of research on the structural design of a super high-rise building in Qatar[J]. Journal of Building Structures, 2008, 29(1):1-9.(in Chinese))
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[5]周健，汪大绥．高层斜交网格结构体系的性能研究[J]．建筑结构，2007,37(5):87-91.(ZHOU Jian,WANG Dasui. Performance research on high-rise diagonal frame structure[J]. Building Structure,2007,37(5):87-91.(in Chinese))
[6] JANKI K,PATEL P V. Analysis and design of diagrid structural system for high rise steel buildings[J].Procedia Engineering,2013,51:92-100.
[7] LEE D,SHIN S. Advanced high strength steel tube diagrid using TRIZ and nonlinear pushover analysis[J]. Journal of Constructional Steel Research,2014,96(4):151-158.
[8]建筑抗震设计规范:GB 5001—2010[S]．北京:中国建筑工业出版社，2010.(Code for seismic design of buildings:GB 50011—2010[S]. Beijing:China Architecture&Building Press,2010.(in Chinese))
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[10]黄超，韩小雷，王传峰，等．斜交网格结构体系的参数分析及简化计算方法研究[J]．建筑结构学报，2010,31(1):70-77.(HUANG Chao,HAN Xiaolei,WANG Chuanfeng, et al. Parametric analysis and simplified calculating method for diagonal grid structural system[J]. Journal of Building Structures,2010,31(1):70-77.(in Chinese))
[11]黄思凝，郭迅，刘红彪．高层钢筋混凝土斜交网格结构振动台试验研究[J]．振动与冲击，2012,31(11):127-132.(HUANG Sining,GUO Xun,LIU Hongbiao. Shaking table test for a high-rise diagonal frame structure model[J]. Journal of Vibration and Shock,2012,31(11):127-132.(in Chinese))
[12] JINKOO K, YONG H L. Seismic performance evaluation of diagrid system buildings[J]. The Structural Design of Tall and Special Buildings,2012,21(10):736-749.
[13]郭伟亮．高层斜交网格筒结构体系力学性能及地震失效控制研究[D]．哈尔滨:哈尔滨工业大学，2011:18-56.(GUO Weiliang. Mechanical performance and seismic failure control research on high-rise diagrid tube structures[D]. Harbin:Harbin Institute of Technology,2011:18-56.(in Chinese))
[14]邓明科，梁兴文，王庆霖，等．剪力墙结构层间位移计算方法探讨[J]．地震工程与工程振动，2008,28(3):95-103.(DENG Mingke, LIANG Xingwen,WANG Qinglin,et al. Research on calculating methods of story drift for reinforced concrete shear wall structures[J]. Journal of Earthquake Engineering and Engineering Vibration,2008,28(3):95-103.(in Chinese))
[15]吕海霞，滕军，李祚华．斜交网格筒结构二阶效应及整体稳定分析[J]．建筑结构，2013,43(增刊2):354-359.(LHaixia,TENG Jun,LI Zuohua. Analysis on gravity second-order effects and the overall stability of diagrid tube structures[J]. Building Structure,2013,43(Suppl. 2):354-359.(in Chinese))
[16]薛彦涛，章万胜，金林飞．结构受力层间位移(有害位移)计算方法研究[J]．建筑科学，2014,30(3):1-7.(XUE Yantao,ZHANG Wansheng,JIN Linfei.Research on the calculation method forced story drift in structure[J]. Building Science,2014,30(3):1-7.(in Chinese))
[17]蒋欢军，胡玲玲，应勇．钢筋混凝土剪力墙结构层间位移角与构件变形的关系研究[J]．结构工程师，2011, 27(6):26-33.(JIANG Huanjun, HU Lingling,YING Yong. Study on relationship between story drift and element deformation for RC shear wall structures[J]. Structural Engineers,2011,27(6):26-33.(in Chinese))
[18] Federal Emergency Management Agency. Perstandard and commentary for the seismic rehabilitation of buildings:FEMA-356[S]. Washington DC:Federal Emergency Management Agency,2000.
[2] KIM J,LEE Y H. Seismic performance evaluation of diagrid system buildings[J]. Structural Design of Tall&Special Buildings,2012,21(10):736-749.
[3]傅学怡，吴兵，陈贤川，等．卡塔尔某超高层建筑结构设计研究综述[J]．建筑结构学报，2008,29(1):1-9.(FU Xueyi,WU Bing,CHEN Xianchuan,et al.Summarization of research on the structural design of a super high-rise building in Qatar[J]. Journal of Building Structures, 2008, 29(1):1-9.(in Chinese))
[4] MOON K S. Sustainable structural engineering strategies for tall buildings[J]. Structural Design of Tall&Special Buildings,2008,17(5):895-914.
[5]周健，汪大绥．高层斜交网格结构体系的性能研究[J]．建筑结构，2007,37(5):87-91.(ZHOU Jian,WANG Dasui. Performance research on high-rise diagonal frame structure[J]. Building Structure,2007,37(5):87-91.(in Chinese))
[6] JANKI K,PATEL P V. Analysis and design of diagrid structural system for high rise steel buildings[J].Procedia Engineering,2013,51:92-100.
[7] LEE D,SHIN S. Advanced high strength steel tube diagrid using TRIZ and nonlinear pushover analysis[J]. Journal of Constructional Steel Research,2014,96(4):151-158.
[8]建筑抗震设计规范:GB 5001—2010[S]．北京:中国建筑工业出版社，2010.(Code for seismic design of buildings:GB 50011—2010[S]. Beijing:China Architecture&Building Press,2010.(in Chinese))
[9]高层建筑混凝土结构技术规程:JGJ 3—2010[S]．北京:中国建筑工业出版社，2010.(Technical specification for concrete structures of tall building:JGJ3—2010[S]. Beijing:China Architecture&Building Press,2010.(in Chinese))
[10]黄超，韩小雷，王传峰，等．斜交网格结构体系的参数分析及简化计算方法研究[J]．建筑结构学报，2010,31(1):70-77.(HUANG Chao,HAN Xiaolei,WANG Chuanfeng, et al. Parametric analysis and simplified calculating method for diagonal grid structural system[J]. Journal of Building Structures,2010,31(1):70-77.(in Chinese))
[11]黄思凝，郭迅，刘红彪．高层钢筋混凝土斜交网格结构振动台试验研究[J]．振动与冲击，2012,31(11):127-132.(HUANG Sining,GUO Xun,LIU Hongbiao. Shaking table test for a high-rise diagonal frame structure model[J]. Journal of Vibration and Shock,2012,31(11):127-132.(in Chinese))
[12] JINKOO K, YONG H L. Seismic performance evaluation of diagrid system buildings[J]. The Structural Design of Tall and Special Buildings,2012,21(10):736-749.
[13]郭伟亮．高层斜交网格筒结构体系力学性能及地震失效控制研究[D]．哈尔滨:哈尔滨工业大学，2011:18-56.(GUO Weiliang. Mechanical performance and seismic failure control research on high-rise diagrid tube structures[D]. Harbin:Harbin Institute of Technology,2011:18-56.(in Chinese))
[14]邓明科，梁兴文，王庆霖，等．剪力墙结构层间位移计算方法探讨[J]．地震工程与工程振动，2008,28(3):95-103.(DENG Mingke, LIANG Xingwen,WANG Qinglin,et al. Research on calculating methods of story drift for reinforced concrete shear wall structures[J]. Journal of Earthquake Engineering and Engineering Vibration,2008,28(3):95-103.(in Chinese))
[15]吕海霞，滕军，李祚华．斜交网格筒结构二阶效应及整体稳定分析[J]．建筑结构，2013,43(增刊2):354-359.(LHaixia,TENG Jun,LI Zuohua. Analysis on gravity second-order effects and the overall stability of diagrid tube structures[J]. Building Structure,2013,43(Suppl. 2):354-359.(in Chinese))
[16]薛彦涛，章万胜，金林飞．结构受力层间位移(有害位移)计算方法研究[J]．建筑科学，2014,30(3):1-7.(XUE Yantao,ZHANG Wansheng,JIN Linfei.Research on the calculation method forced story drift in structure[J]. Building Science,2014,30(3):1-7.(in Chinese))
[17]蒋欢军，胡玲玲，应勇．钢筋混凝土剪力墙结构层间位移角与构件变形的关系研究[J]．结构工程师，2011, 27(6):26-33.(JIANG Huanjun, HU Lingling,YING Yong. Study on relationship between story drift and element deformation for RC shear wall structures[J]. Structural Engineers,2011,27(6):26-33.(in Chinese))
[18] Federal Emergency Management Agency. Perstandard and commentary for the seismic rehabilitation of buildings:FEMA-356[S]. Washington DC:Federal Emergency Management Agency,2000.