型钢混凝土T形柱-钢梁空间节点的地震损伤评估及影响因素分析
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摘要
为了研究型钢混凝土T形柱-钢梁空间节点的地震损伤演化规律,进行了1个平面节点和9个空间节点的抗震性能试验,分别采用位移型、能量型以及位移-能量型损伤模型对其进行全过程评价,采用Park-Ang模型分析了试件配钢形式、加载角度和轴压比对空间节点损伤行为的影响.研究结果表明:Newmark模型和Mahin模型的损伤全过程曲线呈锯齿形,与实际情况不符;Mehanny模型的损伤累积量最小,而Krawinkler模型全过程曲线大致位于各曲线中部;Hwang模型适合延性较差的破坏模式;Park-Ang模型损伤曲线包围了所有计算曲线并呈台阶形上升,Banon模型的损伤曲线近似为一直线,欧进萍模型曲线在位移-能量型中其累积损伤最小;配T形钢桁架的空间节点损伤累积较其它配钢形式试件的大,但其损伤发展相对滞后;平面节点在加载前期的损伤发展比45°试件的快,而45°加载角试件的损伤累积比30°和60°加载角试件的小;轴压比小的节点试件在损伤发展过程中会有所提前,但累积损伤较轴压比大的试件小.
In order to research the earthquake damage evolution rule of T-shaped steel reinforced concrete( SRC) column to steel beams in 3D joints,seismic tests for one plane joint and nine space joints were carried out. The damage models,such as the displacement type,energy type and displacement-energy type,were used to evaluate their whole process damage. The results show that the whole damage process curves of Newmark model and Mahin model present a shape of sawtooth,and they were not tally with the actual situation. The Amount of damage accumulation of Mehanny model was the least,while the whole process curve of Krawinkler model located roughly in the middle of all curves. It is suitable for Hwang model in the failure model of poor ductility. The damage curve of Park-Ang model surrounds the all calculated curves,and it rises with a shape of benched. The damage curve of Banon model is approximate to a straight line. The curve of Ou Jinping model has the minimum accumulated damage among the displacement-energy type. The damage accumulation of space joints with T-shaped steel truss was larger than that of the specimens with other steel forms,but their damage development was lagging behind. The damage development of plane joint in the loading early stage was faster than that of the specimen under 45° loading angle. The damage accumulation of specimens under 45° loading angle is smaller than that of the specimens under the loading angles of 30°and 60°. The process of damage development for the specimens with small axial compression ratio can be in advance,but their accumulation is lower than that of specimens with large compression ratio.
In order to research the earthquake damage evolution rule of T-shaped steel reinforced concrete( SRC) column to steel beams in 3D joints,seismic tests for one plane joint and nine space joints were carried out. The damage models,such as the displacement type,energy type and displacement-energy type,were used to evaluate their whole process damage. The results show that the whole damage process curves of Newmark model and Mahin model present a shape of sawtooth,and they were not tally with the actual situation. The Amount of damage accumulation of Mehanny model was the least,while the whole process curve of Krawinkler model located roughly in the middle of all curves. It is suitable for Hwang model in the failure model of poor ductility. The damage curve of Park-Ang model surrounds the all calculated curves,and it rises with a shape of benched. The damage curve of Banon model is approximate to a straight line. The curve of Ou Jinping model has the minimum accumulated damage among the displacement-energy type. The damage accumulation of space joints with T-shaped steel truss was larger than that of the specimens with other steel forms,but their damage development was lagging behind. The damage development of plane joint in the loading early stage was faster than that of the specimen under 45° loading angle. The damage accumulation of specimens under 45° loading angle is smaller than that of the specimens under the loading angles of 30°and 60°. The process of damage development for the specimens with small axial compression ratio can be in advance,but their accumulation is lower than that of specimens with large compression ratio.
引文
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[7]Newmark N M,Rosenblueth E.Fundamentals of earthquake engineering[M].New Jersey:Prentice-Hall Inc,1971
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[9]Mehanny S S F,Deierlein G G.Seismic damage and collapse assessment of composite moment frames[J].Journal of Structural Engineering,ASCE,2001,127(9):1045-1053
[10]Darwin D,Nmai C K.Energy dissipation in RC beams under cyclic load[J].Journal of Structural Engineering,ASCE,1986,112(8):1826-1846
[11]Gosain N K,Brown R H,Jirsa J O.Shear requirements for load reversals on RC members[J].Journal of Structural Engineering,ASCE,1977,103(7):1461-1476
[12]Hwang T H,Scribner C F.RC member cyclic response during various loading[J].Journal of Structural Engineering,ASCE,1984,110(3):477-489
[13]欧进萍,牛荻涛,王光远.多层非线性抗震钢结构的损失估计与优化设计[J].计算结构力学及其应用,1999,9(2):171-179Ou Jinping,Niu Ditao,Wang Guangyuan.Loss assessment and optimum design of multi-storey nonlinear aseismic structures[J].Computational Structural Mechanics and Application,1999,9(2):171-179
[14]Park Y J,Ang H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739
[15]刘阳,郭子雄,黄群贤.型钢混凝土柱的损伤模型试验研究[J].武汉理工大学学报,2010,32(9):203-207Liu Yang,Guo Zixiong,Huang Qunxian.Experimental study of damage model for SRC columns[J].Journal of Wuhan University of Technology,2010,32(9):203-207
[16]Banon H,Biggs J,Irvine H.Seismic damage in reinforced concrete frames[J].Journal of Structural Engineering,ASCE,1981,107(9):1713-1729
[2]余寿文,冯西桥.损伤力学[M].北京:清华大学出版社,1997Yu Shouwen,Feng Xiqiao.Damage mechanics[M].Beijing:Tsinghua University Press,1997
[3]蔡四维,蔡敏.混凝土的损伤断裂[M].北京:人民交通出版社,2000Cai Siwei,Cai Min.Damage and fracture of concrete[M].Beijing:China Communication Press,2000
[4]石永久,王萌,王元清.钢框架焊接节点损伤破坏行为分析[J].工程力学,2013,30(4):73-81Shi Yongjiu,Wang Meng,Wang Yuanqing.Analysis on damage and failure behavior of steel frame welded connections[J].Engineering Mechanics,2013,30(4):73-81
[5]Mahin S A,Bertero V.An evaluation of inelastic seismic design spectra[J].Journal of Structural Engineering,ASCE,1981,107(9):1777-1795
[6]曾磊.型钢高强高性能混凝土框架节点抗震性能及设计计算理论研究[D].西安:西安建筑科技大学,2008Zeng Lei.Research on seismic behaviors and design method of steel reinforced high strength and high performance concrete frame joints[D].Xi'an:Xi'an University of Architecture and Technology,2008
[7]Newmark N M,Rosenblueth E.Fundamentals of earthquake engineering[M].New Jersey:Prentice-Hall Inc,1971
[8]Krawinkler H,Zohrei M.Cumulative damage in steel structures subjected to earthquake ground motion[J].Computers and Structures,1983,16(14):531-541
[9]Mehanny S S F,Deierlein G G.Seismic damage and collapse assessment of composite moment frames[J].Journal of Structural Engineering,ASCE,2001,127(9):1045-1053
[10]Darwin D,Nmai C K.Energy dissipation in RC beams under cyclic load[J].Journal of Structural Engineering,ASCE,1986,112(8):1826-1846
[11]Gosain N K,Brown R H,Jirsa J O.Shear requirements for load reversals on RC members[J].Journal of Structural Engineering,ASCE,1977,103(7):1461-1476
[12]Hwang T H,Scribner C F.RC member cyclic response during various loading[J].Journal of Structural Engineering,ASCE,1984,110(3):477-489
[13]欧进萍,牛荻涛,王光远.多层非线性抗震钢结构的损失估计与优化设计[J].计算结构力学及其应用,1999,9(2):171-179Ou Jinping,Niu Ditao,Wang Guangyuan.Loss assessment and optimum design of multi-storey nonlinear aseismic structures[J].Computational Structural Mechanics and Application,1999,9(2):171-179
[14]Park Y J,Ang H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739
[15]刘阳,郭子雄,黄群贤.型钢混凝土柱的损伤模型试验研究[J].武汉理工大学学报,2010,32(9):203-207Liu Yang,Guo Zixiong,Huang Qunxian.Experimental study of damage model for SRC columns[J].Journal of Wuhan University of Technology,2010,32(9):203-207
[16]Banon H,Biggs J,Irvine H.Seismic damage in reinforced concrete frames[J].Journal of Structural Engineering,ASCE,1981,107(9):1713-1729
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