采用新型摩擦耗能节点立体停车结构抗震性能分析
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摘要
针对钢结构梁柱节点在地震中经常发生脆性破坏的问题,在采用角钢连接的钢结构梁柱节点(以下简称角钢节点)基础上,在梁腹板处添加槽钢,将圆形螺栓孔改为长圆孔,提出一种主要利用摩擦来耗能的新型钢框架梁柱耗能节点(以下简称耗能节点)。首先,采用有限元软件ANSYS建立了耗能节点和角钢节点的精细化有限元模型,对两种节点的精细化有限元模型施加了单调静力荷载,对比分析了两种节点的受力机理、弯矩-转角特性、力学性能。其次,对两种节点的精细化有限元模型施加了低周反复荷载,对比分析了两种节点的滞回性能和耗能能力。最后,以16层立体停车结构为例,分别建立采用耗能节点和未采用耗能节点的立体停车结构的有限元模型。在罕遇地震作用下,分别对这两种结构整体进行动力时程分析,分析耗能节点对立体停车结构整体抗震性能的影响。结果表明:与角钢节点相比,耗能节点的割线刚度、屈服位移、屈服荷载和极限荷载都有大幅度提高;耗能节点的耗能效果要远优于角钢节点;罕遇地震下耗能节点对结构基底剪力、速度与加速度有很大的控制效果,可以改善立体停车结构的受力和地震响应;罕遇地震下耗能节点并没有对结构刚度造成损失并且对结构的主要受力构件起到很大程度的保护作用。
In order to solve the problem of brittle failure of steel beam-column joints in earthquakes, on the basis of steel beam-column joint connected by angle steel(hereinafter referred to angle joint), by the way of adding channel steel at beam web and changing the bolt hole into slotted hole, a new kind of beam-column energy dissipation joint(hereinafter referred to dissipation joint) of steel frame structure is proposed, which dissipating energy by sliding friction. First, the refined FE models of energy dissipation joint and angle steel joint are established using FE software ANSYS, the monotonic static load is applied to the FE models of the 2 kinds of joint, and the force mechanisms, the bending moment-rotation characteristics and the mechanical properties of the 2 kinds of joint are compared and analyzed. Then, the low cyclic repetitive load is applied to the 2 refined FE models, and the hysteretic performance and energy dissipation capacity of the 2 kinds of joint are compared and analyzed. Finally, taking the 16-storey 3 D parking structure as an example, the 3 D parking structure FE models with and without dissipation joint are set up. Under the rare earthquake, the overall structure dynamic time-history analysis on the 2 kinds structure respectively is conducted to find out the effect of dissipation joint on the overall seismic performance of 3 D parking structure. The result shows that(1) the secant stiffness, yield displacement, yield load and ultimate load of dissipation joint are greatly improved compared with angle steel joint;(2) the energy dissipation effect of dissipation joint is much better than that of angle steel joint;(3) under the rare earthquake, dissipation joint has great control effect on the base shear force, velocity and acceleration of the structure, which can improve the force and seismic response of the 3 D parking structure;(4) the dissipation joint under rare earthquake does not cause structural rigidity loss and plays a significant role in protecting major stressed member of the structure.
In order to solve the problem of brittle failure of steel beam-column joints in earthquakes, on the basis of steel beam-column joint connected by angle steel(hereinafter referred to angle joint), by the way of adding channel steel at beam web and changing the bolt hole into slotted hole, a new kind of beam-column energy dissipation joint(hereinafter referred to dissipation joint) of steel frame structure is proposed, which dissipating energy by sliding friction. First, the refined FE models of energy dissipation joint and angle steel joint are established using FE software ANSYS, the monotonic static load is applied to the FE models of the 2 kinds of joint, and the force mechanisms, the bending moment-rotation characteristics and the mechanical properties of the 2 kinds of joint are compared and analyzed. Then, the low cyclic repetitive load is applied to the 2 refined FE models, and the hysteretic performance and energy dissipation capacity of the 2 kinds of joint are compared and analyzed. Finally, taking the 16-storey 3 D parking structure as an example, the 3 D parking structure FE models with and without dissipation joint are set up. Under the rare earthquake, the overall structure dynamic time-history analysis on the 2 kinds structure respectively is conducted to find out the effect of dissipation joint on the overall seismic performance of 3 D parking structure. The result shows that(1) the secant stiffness, yield displacement, yield load and ultimate load of dissipation joint are greatly improved compared with angle steel joint;(2) the energy dissipation effect of dissipation joint is much better than that of angle steel joint;(3) under the rare earthquake, dissipation joint has great control effect on the base shear force, velocity and acceleration of the structure, which can improve the force and seismic response of the 3 D parking structure;(4) the dissipation joint under rare earthquake does not cause structural rigidity loss and plays a significant role in protecting major stressed member of the structure.
引文
[1] NAKASHIMA M,INOUE K,TADA M.Classification of Damage to Steel Buildings Observed in the 1995 Hyogoken-Nanbu Earthquake [J].Engineering Structures,1998,20(4/5/6):271-281.
[2] ROEDER C W.Connection Performance for Seismic Design of Steel Moment Frames[J].Journal of Structural Engineering,2002,128(4):517-525.
[3] 王新武,李和平,蒋沧如.梁柱角钢连接节点的滞回性能实验研究[J].华中科技大学学报:自然科学版,2003,31(8):13-15.WANG Xin-wu,LI He-ping,JIANG Cang-ru.Hysteretic Behavior of Angles Beam-column Connections [J].Journal of Huazhong University of Science & Technology:Nature Science Edition,2003,31(8):13-15.
[4] 王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.WANG Xin-min.ANSYS Numerical Analysis on Engineering Structures[M].Beijing:China Communi-cations Press,2007.
[5] GB 50017—2003,钢结构设计规范 [S].GB 50017—2003,Code for Design of Steel Structures [S].
[6] 何小辉,武振宇,张扬,等.新型钢框架梁柱节点滞回性能试验研究及有限元分析[J].土木建筑与环境工程,2011,33(6):70-78.HE Xiao-hui,WU Zhen-yu,ZHANG Yang,et al.Experimental Investigation and Finite Element Analysis on the Hysteretic Behavior of New Steel Beam-to-column Connections[J].Journal of Civil,Architectural & Environmental Engineering,2011,33(6):70-78.
[7] 彭忠.中厚壁冷弯型钢梁柱节点抗震性能非线性有限元分析 [D].武汉:武汉理工大学,2013.PENG Zhong.Nonlinear Finite Element Analysis on Seismic Performance of Medium Thick-walled Cold-formed Steel Beam-column Joints[D].Wuhan:Wuhan University of Technology,2013.
[8] GB/T 3098.1—2010,紧固件机械性能螺栓、螺钉和螺柱 [S].GB/T 3098.1—2010,Mechanic Properties of Fasteners:Bolt,Screws and Studs [S].
[9] JGJ101—96,建筑抗震试验方法规程 [S].JGJ101—96,Specificating of Testing Methods for Earthquake Resistant Building [S].
[10] ECCS—TWG1.3.Recommended Testing Procedure for Assessing the Behavior of Structural Steel Element under Cyclic Loads[S].
[11] 倪诗阁.结构试验中屈服变形的确定方法 [J].工业建筑,1996,26(8):45-50.NI Shi-ge.A Method to Verify the Yield Deformation in Structure Test [J].Industrial Construction,1996,26(8):45-50.
[12] 马辉,薛建阳,王振山.型钢再生混凝土组合柱滞回特性与耗能能力分析 [J].地震工程与工程振动,2014,34(6):188-206.MA Hui,XUE Jian-yang,WANG Zhen-shan.Analysis of Hysteresis Characteristics and Energy Dissipation Capacity of Steel Reinforced Recycled Concrete Columns[J].Earthquake Engineering and Engineering Dynamics,2014,34(6):198-206.
[13] 王姝春,陈峻,张辉.与路外停车场协调的城市路内停车设施选址优化模型 [J].公路交通科技,2009,26 (5):97-102,106.WANG Shu-chun,CHEN Jun,ZHANG Hui.A Location Optimization Model for Curb Parking Facilities Coordinating with Off-street Parking Facilities[J].Journal of Highway and Transportation Research and Development,2009,26 (5):97-102,106.
[14] 刘小华.带环箍层钢框架立体停车结构静力及动力性能研究 [D].长沙:湖南大学,2013.LIU Xiao-hua.Research on Static and Dynamic Performance of Steel-framed Tridimensional Parking Structures with Hoop-storeys[D].Changsha:Hunan University,2013.
[15] 贺拥军,周绪红,何佳琦.隔层桁架式立体停车结构地震倒塌易损性分析 [J].湖南大学学报:自然科学版,2014,41 (4):10-15.HE Yong-jun,ZHOU Xu-hong,HE Jia-qi.Seismic Collapse Fragility Analysis of the 3D Parking Structure with Alternation Story-height Truss Lateral-load-resisting System[J].Journal of Hunan University:Natural Science Edition,2014,41 (4):10-15.
[16] GB 50009—2012,建筑结构荷载规范 [S].GB 50009—2012,Load Code for the Design of Building Structures [S].
[17] GB 50011—2010,建筑抗震设计规范 [S].GB 50011—2010,Code for Seismic Design of Buildings [S].
[18] 张艳霞,叶吉健,杨凡,等.自复位钢框架结构抗震性能动力时程分析 [J].土木工程学报,2015,48 (7):30-40.ZHANG Yan-xia,YE Ji-jian,YANG Fan,et al.Seismic Behavior Time-history Analysis of Integral Steel Self-centering Moment Resisting Frame[J].China Civil Engineering Journal,2015,48 (7):30-40.
[2] ROEDER C W.Connection Performance for Seismic Design of Steel Moment Frames[J].Journal of Structural Engineering,2002,128(4):517-525.
[3] 王新武,李和平,蒋沧如.梁柱角钢连接节点的滞回性能实验研究[J].华中科技大学学报:自然科学版,2003,31(8):13-15.WANG Xin-wu,LI He-ping,JIANG Cang-ru.Hysteretic Behavior of Angles Beam-column Connections [J].Journal of Huazhong University of Science & Technology:Nature Science Edition,2003,31(8):13-15.
[4] 王新敏.ANSYS工程结构数值分析[M].北京:人民交通出版社,2007.WANG Xin-min.ANSYS Numerical Analysis on Engineering Structures[M].Beijing:China Communi-cations Press,2007.
[5] GB 50017—2003,钢结构设计规范 [S].GB 50017—2003,Code for Design of Steel Structures [S].
[6] 何小辉,武振宇,张扬,等.新型钢框架梁柱节点滞回性能试验研究及有限元分析[J].土木建筑与环境工程,2011,33(6):70-78.HE Xiao-hui,WU Zhen-yu,ZHANG Yang,et al.Experimental Investigation and Finite Element Analysis on the Hysteretic Behavior of New Steel Beam-to-column Connections[J].Journal of Civil,Architectural & Environmental Engineering,2011,33(6):70-78.
[7] 彭忠.中厚壁冷弯型钢梁柱节点抗震性能非线性有限元分析 [D].武汉:武汉理工大学,2013.PENG Zhong.Nonlinear Finite Element Analysis on Seismic Performance of Medium Thick-walled Cold-formed Steel Beam-column Joints[D].Wuhan:Wuhan University of Technology,2013.
[8] GB/T 3098.1—2010,紧固件机械性能螺栓、螺钉和螺柱 [S].GB/T 3098.1—2010,Mechanic Properties of Fasteners:Bolt,Screws and Studs [S].
[9] JGJ101—96,建筑抗震试验方法规程 [S].JGJ101—96,Specificating of Testing Methods for Earthquake Resistant Building [S].
[10] ECCS—TWG1.3.Recommended Testing Procedure for Assessing the Behavior of Structural Steel Element under Cyclic Loads[S].
[11] 倪诗阁.结构试验中屈服变形的确定方法 [J].工业建筑,1996,26(8):45-50.NI Shi-ge.A Method to Verify the Yield Deformation in Structure Test [J].Industrial Construction,1996,26(8):45-50.
[12] 马辉,薛建阳,王振山.型钢再生混凝土组合柱滞回特性与耗能能力分析 [J].地震工程与工程振动,2014,34(6):188-206.MA Hui,XUE Jian-yang,WANG Zhen-shan.Analysis of Hysteresis Characteristics and Energy Dissipation Capacity of Steel Reinforced Recycled Concrete Columns[J].Earthquake Engineering and Engineering Dynamics,2014,34(6):198-206.
[13] 王姝春,陈峻,张辉.与路外停车场协调的城市路内停车设施选址优化模型 [J].公路交通科技,2009,26 (5):97-102,106.WANG Shu-chun,CHEN Jun,ZHANG Hui.A Location Optimization Model for Curb Parking Facilities Coordinating with Off-street Parking Facilities[J].Journal of Highway and Transportation Research and Development,2009,26 (5):97-102,106.
[14] 刘小华.带环箍层钢框架立体停车结构静力及动力性能研究 [D].长沙:湖南大学,2013.LIU Xiao-hua.Research on Static and Dynamic Performance of Steel-framed Tridimensional Parking Structures with Hoop-storeys[D].Changsha:Hunan University,2013.
[15] 贺拥军,周绪红,何佳琦.隔层桁架式立体停车结构地震倒塌易损性分析 [J].湖南大学学报:自然科学版,2014,41 (4):10-15.HE Yong-jun,ZHOU Xu-hong,HE Jia-qi.Seismic Collapse Fragility Analysis of the 3D Parking Structure with Alternation Story-height Truss Lateral-load-resisting System[J].Journal of Hunan University:Natural Science Edition,2014,41 (4):10-15.
[16] GB 50009—2012,建筑结构荷载规范 [S].GB 50009—2012,Load Code for the Design of Building Structures [S].
[17] GB 50011—2010,建筑抗震设计规范 [S].GB 50011—2010,Code for Seismic Design of Buildings [S].
[18] 张艳霞,叶吉健,杨凡,等.自复位钢框架结构抗震性能动力时程分析 [J].土木工程学报,2015,48 (7):30-40.ZHANG Yan-xia,YE Ji-jian,YANG Fan,et al.Seismic Behavior Time-history Analysis of Integral Steel Self-centering Moment Resisting Frame[J].China Civil Engineering Journal,2015,48 (7):30-40.