钢结构体系中节点耗能能力研究进展与关键技术
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摘要
钢结构节点的耗能能力是节点性能的一种表现,对结构整体的抗震性能有着重要影响。综述了钢结构连接节点耗能机制的研究现状,以及对高强度螺栓连接的端板式柱梁节点进行了试验研究。结果表明:节点耗能能力可由不同部件提供;不同部件耗能能力的发挥和发挥程度,与相关的变形模式以及不同破坏模式的出现顺序直接相关。指出了在一些承重功能与耗能功能集于同一构件的结构体系中,充分利用节点耗能能力有助于提高结构整体的抗震性能。提出必须对不同类型的结构深入研究其节点的耗能机制、节点耗能与构件耗能的关系,以及相关的设计原则和构造措施。
The joint performance of steel structures relates to its energy dissipation capacity which plays an important role in seismic behavior of steel structures.In this paper,recent research progress concerning energy dissipation mechanism of joint was summarized,and the main results of experimental study by the authors on high-strength bolt connected end plate joint were reported.The research shows that the components of joint possess different energy dissipation potentials,but the yielding,fracture or buckling failure modes and the sequence of occurrence of these modes determine whether the potential can be used or not,as well as to what extent the potential can be fulfilled.The seismic behavior can be improved if the energy dissipation capacities of joints can be utilized in a steel structure which integrates the loading capacity and energy dissipation capacity into same structural members.Further study is necessary on the mechanism of energy dissipation of joint,the relationship of joints and members,design principles and details.
The joint performance of steel structures relates to its energy dissipation capacity which plays an important role in seismic behavior of steel structures.In this paper,recent research progress concerning energy dissipation mechanism of joint was summarized,and the main results of experimental study by the authors on high-strength bolt connected end plate joint were reported.The research shows that the components of joint possess different energy dissipation potentials,but the yielding,fracture or buckling failure modes and the sequence of occurrence of these modes determine whether the potential can be used or not,as well as to what extent the potential can be fulfilled.The seismic behavior can be improved if the energy dissipation capacities of joints can be utilized in a steel structure which integrates the loading capacity and energy dissipation capacity into same structural members.Further study is necessary on the mechanism of energy dissipation of joint,the relationship of joints and members,design principles and details.
引文
[1]Popov E P,Stephen R M.Cyclic loading of full size steel connections[R].Bulletin No.21.Washington DC:American Iron and Steel Institute(AISI),1972.
[2]Astaneh A,Nader M N,Malik L.Cyclic behavior of double angle connections[J].Journal of Structural Engineering,ASCE,1989,115(5):1101-1118.
[3]Astaneh A,Nader M N.Experimental studies and design of steel Tee shear connections[J].Journal of Structural Engineering,ASCE,1990,116(10):2882-2902.
[4]Engelhardt M D,Hussain A S.Cyclic-loading performance of welded flange-bolted web moment connections[J].Journal of Structural Engineering,ASCE,1993,119(12):3537-3550.
[5]Engelhardt M D,Sabol T A,Aboutaha R S,Frank K H.An overview of the AISC Northridge moment connection test program[C]//Proceedings:AISC National Steel Construction Conference.San Antonio,Texas:AISC,1995:4-1to4-22.
[6]Roeder C W.Connection performance for seismic design of steel moment frames[J].Journal of Structural Engineering,ASCE,2002,128(4):517-525.
[7]Roeder C W,Foutch D A.Experimental results for seismic resistant steel moment frame connections[J].Journal of Structural Engineering,ASCE,1996,122(6):581-588.
[8]Engelhardt M D,Sabol T A.Reinforcing of steel moment connections with cover plates:Benefits and limitations[J].Engineering Structures,1998,20(6):510-520.
[9]Uang C M,Bondad D,Lee C H.Cyclic performance of haunch repaired steel moment connections:Experimental testing and analytical modeling[J].Engineering Structures,1998,20(4-6):552-561.
[10]Uang C M,Yu Q S,Noel S,Gross J L.Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Journal of Structural Engineering,ASCE,2000,126(1):57-68.
[11]Kuwamura H,Akiyama H.Brittle fracture under repeated high stresses[J].Journal of Constructional Steel Research,1994,29(1-3):5-19.
[12]Kuwamura H,Yamamoto K.Ductile crack as trigger of brittle fracture in steel[J].Journal of Structural Engineering,ASCE,1997,123(6):729-735.
[13]Kuwamura H.Fracture of steel during an earthquake:State-of-art in Japan[J].Engineering Structures,1998,20(4-6):310-322.
[14]Chi W M,Deierlein G G,Ingraffea A R.Fracture toughness demands in welded beam-column moment connections[J].Journal of Structural Engineering,ASCE,2000,126(1):88-97.
[15]Schafer B W,Ojdrovic R P,Zarghamee M S.Triaxiality and fracture of steel moment connections[J].Journal of Structural Engineering,ASCE,2000,126(10):1131-1139.
[16]Stojadinovic B,Goel S,Lee K,Margarian A G,Ghoi J H.Parametric tests on unreinforced steel moment connections[J].Journal of Structural Engineering,ASCE,2000,126(1):40-49.
[17]Ricles J M,Mao C,Lu L W,Fisher J W.Inelastic cyclic testing of welded unreinforced moment connections[J].Journal of Structural Engineering,ASCE,2002,128(4):429-440.
[18]Kim T,Whittaker AS,Gilani AS J,et al.Cover-plate and flange-plate steel moment-resisting connections[J].Journal of Structural Engineering,ASCE,2002,128(4):474-482.
[19]Schneider S P,Teeraparbwong I.Inelastic behavior of bolted flange plate connections[J].Journal of Structural Engineering,ASCE,2002,128(4):492-500.
[20]Swanson J A,Leon R T.Bolted steel connections:tests on T-stub components[J].Journal of Structural Engineering,ASCE,2000,126(1):50-56.
[21]Swanson J A,Leon R T,Kokan D S.Advanced finite element modeling of bolted T-stub connection components[J].Journal of Constructional Steel Research,2002,58(5-8):1015-1032.
[22]Leon R T.Seismic performance of bolted and riveted connections[R].Background Reports:Metallurgy Mechanics,Welding,Moment Connections and Frame Systems Behavior,Vol.FEMA-288,Federal Emergency Management Agency,USA,1995.
[23]Krawinkler H.Shear in beam-column joints in seismic design of steel frames[J].Engineering Journal,1978,3:82-91.
[24]Popov E P.Panel zone flexibility in seismic moment joints[J].Journal of Constructional Steel Research,1987,8:91-118.
[25]Tsai K C,Popov E P.Seismic panel zone design effect on elastic story drift in steel frames[J].Journal of Structural Engineering,ASCE,1990,116(12):3285-3301.
[26]El-Tawil S,Vidarsson E,Mikesell T,Kunnath S K.Inelastic behavior and design of steel panel zones[J].Journal of Structural Engineering,ASCE,1999,125(2):183-193.
[27]Jin J,El-Tawil S.Evaluation of FEMA-350seismic provisions for steel panel zones[J].Journal of Structural Engineering,ASCE,2005,131(2):250-258.
[28]Ricles J M,Sause R,Garlock M M,Zhao C.Posttensioned seismic-resistant connections for steel frames[J].Journal of Structural Engineering,ASCE,2001,127(2):113-121.
[29]Christopoulos C,Filiatrault A,Uang C M,Folz B.Posttensioned energy dissipating connections for moment-resisting steel frames[J].Journal of Structural Engineering,ASCE,2002,128(9):1111-1120.
[30]陈以一,李刚,庄磊,等.H形钢梁与钢管柱隔板贯通式连接节点抗震性能试验[J].建筑钢结构进展,2006,8(1):23-30.(CHEN Yiyi,LI Gang,ZHUANG Lei,et al.Experimental study on the seismic performance of diaphragm through type joint connecting H beam and tube column in steel frame[J].Progress in Steel Building Structures,2006,8(1):23-30.(in Chinese))
[31]李黎明,陈志华,李宁.隔板贯通式梁柱节点抗震性能试验研究[J].地震工程与工程振动,2007,27(1):46-53.(LI Liming,CHEN Zhihua,LI Ning.Experimental study on seismic capability of diaphragm-through style beam-column joint[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(1):46-53.(in Chinese))
[32]郭兵,郭彦林,柳锋,等.焊接及螺栓连接钢框架的循环加载试验研究[J].建筑结构学报,2006,27(2):47-56.(GUO Bing,GUO Yanlin,LIU Feng,et al.Research on cyclic behavior of welded and bolted steel frames[J].Journal of Building Structures,2006,27(2):47-56.(in Chinese))
[33]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.(SHI Yongjiu,SHI Gang,WANG Yuanqing,et al.Seismic design method of end-plate connections of steel structures[J].World Earthquake Engineering,2007,23(3):86-91.(in Chinese))
[34]陈爱国,顾强.腹板双角钢梁柱连接的滞回性能[J].哈尔滨工业大学学报,2008,40(4):631-635.(CHEN Aiguo,GU Qiang.Hysteretic behaviors of double web-angle beam-to-column connections[J].Journal of Harbin Institute of Technology,2008,40(4):631-635.(in Chinese))
[35]马人乐,杨阳,陈桥生,等.长圆孔变型性高强螺栓节点抗震性能试验研究[J].建筑结构学报,2009,30(1):101-106.(MA Renle,YANG Yang,CHEN Qiaosheng,et al.Seismic performance testing study on high strength bolt connections with slotted holes[J].Journal of Building Structures,2009,30(1):101-106.(in Chinese))
[36]Yoo J H,Roeder C W,Lehman D E.Analytical performance simulation of special concentrically braced frames[J].Journal of Structural Engineering,ASCE,2008,134(6):881-889.
[37]Berman J W,Bruneau M.Cyclic testing of a buckling restrained braced frame with unconstrained gusset connections[J].Journal of Structural Engineering,ASCE,2009,135(12):1499-1510.
[38]Okazaki T,Engelhardt M D,Drolias A,et al.Experimental investigation of link-to-column connections in eccentrically braced frames[J].Journal of Constructional Steel Research,2009,65(7):1401-1412.
[39]石运东.门式刚架轻型钢结构节点抗震性能试验研究[D].上海:同济大学,2009.(SHI Yundong.Experimental research on seismic behavior of the joint in light-weight steel gabled frames[D].Shanghai:Tongji University,2009.(in Chinese))
[40]Hitaka T,Matsui C.Experimental study on steel shear wall with slits[J].Journal of Structural Engineering,ASCE,2003,129(5):586-595.
[41]郭彦林,董全利.钢板剪力墙的发展与研究现状[J].钢结构,2005,20(1):1-6.(GUO Yanlin,DONG Quanli.Research and application of steel plate shear wall in high-rise buildings[J].Steel Construction,2005,20(1):1-6.(in Chinese))
[42]Uang C M,Nakashima M,Tsai K C.Research and application of buckling-restrained braced frames[J].Steel Structures,2004,4:301-313.
[43]周云.防屈曲耗能支撑结构设计与应用[M].北京:中国建筑工业出版社,2007.(ZHOU Yun.Buckling restrained braced structures with energy dissipation capacity-structural design and application[M].Beijing:China Architecture&Building Press,2007.(in Chinese))
[44]蒋路,陈以一,汪文辉,等.足尺带缝钢板剪力墙低周往复荷载试验研究I,II[J].建筑结构学报,2009,30(5):57-71.(JIANG Lu,CHEN Yiyi,WANG Wenhui,et al.Experimental study on full scale steel plate shear wall with slits under low-frequency cyclicloads:Part I,II[J].Journal of Building Structures,2009,30(5):57-71.(in Chinese))
[45]Soong TT,Dargush G F.Passive energy dissipation systems in structural engineering[M].Chichester:John Wiley&Sons Ltd,1997.
[46]AIJ.Evaluation procedure for performance-based seismic design of buildings-calculation of response and limit strength,energy balance based seismic resistant design,time history response analysis[M].Tokyo,Japan:Architectural Institute of Japan,2009.
[47]Abolmaali A,Kukreti A,Motahari A,Ghassemieh M.Energy dissipation characteristics of semi-rigid connections[J].Journal of Constructional Steel Research,2009,65(5):1187-1197.
[48]吴香香,陈以一.薄柔钢框架节点区刚性试验研究[J].建筑结构,2008,38(7):56-60.(WU Xiangxiang,CHEN Yiyi.Testing study on joint stiffness of slender steel frame[J].Building Structure,2008,38(7):56-60.(in Chinese))
[49]徐勇,陈以一,童乐为,等.轻型门式刚架静力及滞回性能试验研究[R].上海:同济大学建筑工程系,2009.(XU Yong,CHEN Yiyi,TONG Leiwei,et al.Experimental study on static and hysteretic behavior of light-weight steel gabled frame[J].Shanghai:Department of Building Engineering,Tongji University,2009.(in Chinese))
[50]王建.工业厂房钢管结构震害分析与处理[J].钢结构,2010,25(130):53-56.(WANG Jian.Analysis and treatment of seismic damage of steel tubular structure for industrial plants[J].Steel Construction,2010,25(130):53-56.(in Chinese))
[51]Chen Y,Zhao X Z.Experimental study on hysteretic behavior of CHS overlap K-joints and gap KK-joints[C]//Proceedings of the5th International Conference on Advances in Steel Structures.Singapore:Research Publishing,2007,II:207-217.
[2]Astaneh A,Nader M N,Malik L.Cyclic behavior of double angle connections[J].Journal of Structural Engineering,ASCE,1989,115(5):1101-1118.
[3]Astaneh A,Nader M N.Experimental studies and design of steel Tee shear connections[J].Journal of Structural Engineering,ASCE,1990,116(10):2882-2902.
[4]Engelhardt M D,Hussain A S.Cyclic-loading performance of welded flange-bolted web moment connections[J].Journal of Structural Engineering,ASCE,1993,119(12):3537-3550.
[5]Engelhardt M D,Sabol T A,Aboutaha R S,Frank K H.An overview of the AISC Northridge moment connection test program[C]//Proceedings:AISC National Steel Construction Conference.San Antonio,Texas:AISC,1995:4-1to4-22.
[6]Roeder C W.Connection performance for seismic design of steel moment frames[J].Journal of Structural Engineering,ASCE,2002,128(4):517-525.
[7]Roeder C W,Foutch D A.Experimental results for seismic resistant steel moment frame connections[J].Journal of Structural Engineering,ASCE,1996,122(6):581-588.
[8]Engelhardt M D,Sabol T A.Reinforcing of steel moment connections with cover plates:Benefits and limitations[J].Engineering Structures,1998,20(6):510-520.
[9]Uang C M,Bondad D,Lee C H.Cyclic performance of haunch repaired steel moment connections:Experimental testing and analytical modeling[J].Engineering Structures,1998,20(4-6):552-561.
[10]Uang C M,Yu Q S,Noel S,Gross J L.Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Journal of Structural Engineering,ASCE,2000,126(1):57-68.
[11]Kuwamura H,Akiyama H.Brittle fracture under repeated high stresses[J].Journal of Constructional Steel Research,1994,29(1-3):5-19.
[12]Kuwamura H,Yamamoto K.Ductile crack as trigger of brittle fracture in steel[J].Journal of Structural Engineering,ASCE,1997,123(6):729-735.
[13]Kuwamura H.Fracture of steel during an earthquake:State-of-art in Japan[J].Engineering Structures,1998,20(4-6):310-322.
[14]Chi W M,Deierlein G G,Ingraffea A R.Fracture toughness demands in welded beam-column moment connections[J].Journal of Structural Engineering,ASCE,2000,126(1):88-97.
[15]Schafer B W,Ojdrovic R P,Zarghamee M S.Triaxiality and fracture of steel moment connections[J].Journal of Structural Engineering,ASCE,2000,126(10):1131-1139.
[16]Stojadinovic B,Goel S,Lee K,Margarian A G,Ghoi J H.Parametric tests on unreinforced steel moment connections[J].Journal of Structural Engineering,ASCE,2000,126(1):40-49.
[17]Ricles J M,Mao C,Lu L W,Fisher J W.Inelastic cyclic testing of welded unreinforced moment connections[J].Journal of Structural Engineering,ASCE,2002,128(4):429-440.
[18]Kim T,Whittaker AS,Gilani AS J,et al.Cover-plate and flange-plate steel moment-resisting connections[J].Journal of Structural Engineering,ASCE,2002,128(4):474-482.
[19]Schneider S P,Teeraparbwong I.Inelastic behavior of bolted flange plate connections[J].Journal of Structural Engineering,ASCE,2002,128(4):492-500.
[20]Swanson J A,Leon R T.Bolted steel connections:tests on T-stub components[J].Journal of Structural Engineering,ASCE,2000,126(1):50-56.
[21]Swanson J A,Leon R T,Kokan D S.Advanced finite element modeling of bolted T-stub connection components[J].Journal of Constructional Steel Research,2002,58(5-8):1015-1032.
[22]Leon R T.Seismic performance of bolted and riveted connections[R].Background Reports:Metallurgy Mechanics,Welding,Moment Connections and Frame Systems Behavior,Vol.FEMA-288,Federal Emergency Management Agency,USA,1995.
[23]Krawinkler H.Shear in beam-column joints in seismic design of steel frames[J].Engineering Journal,1978,3:82-91.
[24]Popov E P.Panel zone flexibility in seismic moment joints[J].Journal of Constructional Steel Research,1987,8:91-118.
[25]Tsai K C,Popov E P.Seismic panel zone design effect on elastic story drift in steel frames[J].Journal of Structural Engineering,ASCE,1990,116(12):3285-3301.
[26]El-Tawil S,Vidarsson E,Mikesell T,Kunnath S K.Inelastic behavior and design of steel panel zones[J].Journal of Structural Engineering,ASCE,1999,125(2):183-193.
[27]Jin J,El-Tawil S.Evaluation of FEMA-350seismic provisions for steel panel zones[J].Journal of Structural Engineering,ASCE,2005,131(2):250-258.
[28]Ricles J M,Sause R,Garlock M M,Zhao C.Posttensioned seismic-resistant connections for steel frames[J].Journal of Structural Engineering,ASCE,2001,127(2):113-121.
[29]Christopoulos C,Filiatrault A,Uang C M,Folz B.Posttensioned energy dissipating connections for moment-resisting steel frames[J].Journal of Structural Engineering,ASCE,2002,128(9):1111-1120.
[30]陈以一,李刚,庄磊,等.H形钢梁与钢管柱隔板贯通式连接节点抗震性能试验[J].建筑钢结构进展,2006,8(1):23-30.(CHEN Yiyi,LI Gang,ZHUANG Lei,et al.Experimental study on the seismic performance of diaphragm through type joint connecting H beam and tube column in steel frame[J].Progress in Steel Building Structures,2006,8(1):23-30.(in Chinese))
[31]李黎明,陈志华,李宁.隔板贯通式梁柱节点抗震性能试验研究[J].地震工程与工程振动,2007,27(1):46-53.(LI Liming,CHEN Zhihua,LI Ning.Experimental study on seismic capability of diaphragm-through style beam-column joint[J].Journal of Earthquake Engineering and Engineering Vibration,2007,27(1):46-53.(in Chinese))
[32]郭兵,郭彦林,柳锋,等.焊接及螺栓连接钢框架的循环加载试验研究[J].建筑结构学报,2006,27(2):47-56.(GUO Bing,GUO Yanlin,LIU Feng,et al.Research on cyclic behavior of welded and bolted steel frames[J].Journal of Building Structures,2006,27(2):47-56.(in Chinese))
[33]石永久,施刚,王元清,等.钢结构端板连接抗震设计方法[J].世界地震工程,2007,23(3):86-91.(SHI Yongjiu,SHI Gang,WANG Yuanqing,et al.Seismic design method of end-plate connections of steel structures[J].World Earthquake Engineering,2007,23(3):86-91.(in Chinese))
[34]陈爱国,顾强.腹板双角钢梁柱连接的滞回性能[J].哈尔滨工业大学学报,2008,40(4):631-635.(CHEN Aiguo,GU Qiang.Hysteretic behaviors of double web-angle beam-to-column connections[J].Journal of Harbin Institute of Technology,2008,40(4):631-635.(in Chinese))
[35]马人乐,杨阳,陈桥生,等.长圆孔变型性高强螺栓节点抗震性能试验研究[J].建筑结构学报,2009,30(1):101-106.(MA Renle,YANG Yang,CHEN Qiaosheng,et al.Seismic performance testing study on high strength bolt connections with slotted holes[J].Journal of Building Structures,2009,30(1):101-106.(in Chinese))
[36]Yoo J H,Roeder C W,Lehman D E.Analytical performance simulation of special concentrically braced frames[J].Journal of Structural Engineering,ASCE,2008,134(6):881-889.
[37]Berman J W,Bruneau M.Cyclic testing of a buckling restrained braced frame with unconstrained gusset connections[J].Journal of Structural Engineering,ASCE,2009,135(12):1499-1510.
[38]Okazaki T,Engelhardt M D,Drolias A,et al.Experimental investigation of link-to-column connections in eccentrically braced frames[J].Journal of Constructional Steel Research,2009,65(7):1401-1412.
[39]石运东.门式刚架轻型钢结构节点抗震性能试验研究[D].上海:同济大学,2009.(SHI Yundong.Experimental research on seismic behavior of the joint in light-weight steel gabled frames[D].Shanghai:Tongji University,2009.(in Chinese))
[40]Hitaka T,Matsui C.Experimental study on steel shear wall with slits[J].Journal of Structural Engineering,ASCE,2003,129(5):586-595.
[41]郭彦林,董全利.钢板剪力墙的发展与研究现状[J].钢结构,2005,20(1):1-6.(GUO Yanlin,DONG Quanli.Research and application of steel plate shear wall in high-rise buildings[J].Steel Construction,2005,20(1):1-6.(in Chinese))
[42]Uang C M,Nakashima M,Tsai K C.Research and application of buckling-restrained braced frames[J].Steel Structures,2004,4:301-313.
[43]周云.防屈曲耗能支撑结构设计与应用[M].北京:中国建筑工业出版社,2007.(ZHOU Yun.Buckling restrained braced structures with energy dissipation capacity-structural design and application[M].Beijing:China Architecture&Building Press,2007.(in Chinese))
[44]蒋路,陈以一,汪文辉,等.足尺带缝钢板剪力墙低周往复荷载试验研究I,II[J].建筑结构学报,2009,30(5):57-71.(JIANG Lu,CHEN Yiyi,WANG Wenhui,et al.Experimental study on full scale steel plate shear wall with slits under low-frequency cyclicloads:Part I,II[J].Journal of Building Structures,2009,30(5):57-71.(in Chinese))
[45]Soong TT,Dargush G F.Passive energy dissipation systems in structural engineering[M].Chichester:John Wiley&Sons Ltd,1997.
[46]AIJ.Evaluation procedure for performance-based seismic design of buildings-calculation of response and limit strength,energy balance based seismic resistant design,time history response analysis[M].Tokyo,Japan:Architectural Institute of Japan,2009.
[47]Abolmaali A,Kukreti A,Motahari A,Ghassemieh M.Energy dissipation characteristics of semi-rigid connections[J].Journal of Constructional Steel Research,2009,65(5):1187-1197.
[48]吴香香,陈以一.薄柔钢框架节点区刚性试验研究[J].建筑结构,2008,38(7):56-60.(WU Xiangxiang,CHEN Yiyi.Testing study on joint stiffness of slender steel frame[J].Building Structure,2008,38(7):56-60.(in Chinese))
[49]徐勇,陈以一,童乐为,等.轻型门式刚架静力及滞回性能试验研究[R].上海:同济大学建筑工程系,2009.(XU Yong,CHEN Yiyi,TONG Leiwei,et al.Experimental study on static and hysteretic behavior of light-weight steel gabled frame[J].Shanghai:Department of Building Engineering,Tongji University,2009.(in Chinese))
[50]王建.工业厂房钢管结构震害分析与处理[J].钢结构,2010,25(130):53-56.(WANG Jian.Analysis and treatment of seismic damage of steel tubular structure for industrial plants[J].Steel Construction,2010,25(130):53-56.(in Chinese))
[51]Chen Y,Zhao X Z.Experimental study on hysteretic behavior of CHS overlap K-joints and gap KK-joints[C]//Proceedings of the5th International Conference on Advances in Steel Structures.Singapore:Research Publishing,2007,II:207-217.
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