半刚性自复位钢框架的数值模拟和分析
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摘要
在北岭地震中,我们发现在地震中发生破坏的节点都是在很低的塑性水平或弹性状态下出现了脆性断裂现象。而基于防止节点焊缝破坏的改进方法大都存在强震后产生较大残余变形的问题,而且由于塑性铰均出现在梁中,构件的破坏往往给结构带来安全隐患,且不易于修复。因此急需一种新型半刚性节点,使框架既能消除节点断裂破坏隐患,又能消除结构残余变形。
本文首先通过有限元模拟,分析了节点半刚性对结构性能的改善作用,将其与传统框架进行比较分析;再将自复位性能引入这种半刚性节点中,这种节点采用了可以在轴向压缩过程中通过屈服达到耗能效果的耗能构件,以及平行于梁两侧设置的,为结构提供自复位能力的后张拉钢筋构件。这种后张拉耗能节点用传统材料及其性能,将梁柱的非弹性变形最小化,将大量的破坏能量集中到易于替换的耗能构件上,并且通过自复位性能使结构避免出现残余变形。如果设计得当,这种后张拉耗能节点可以与传统焊接节点拥有相同的强度和刚度。接下来本文对两个3层4跨的、分别具有自复位耗能节点和传统焊接节点的框架进行非线性时程分析,对它们在50年超越概率为10%的地震波下的结构反应进行研究,最后对它们进行比较和评价。
通过分析结构我们知道,在往复荷载作用下,后张拉自复位框架的节点耗能由耗能构件(如角钢)的非弹性变形提供,而后张拉钢筋构件和梁柱均保持弹性。相较于传统焊接钢框架,有如下主要优点:(1)拥有自复位能力,从而大大减小了在地震后的残余变形;(2)初始刚度较大,与焊接节点相似;(3)地震下破坏集中在节点的耗能构件处,地震后可以较方便的通过更换节点处的耗能构件来修复节点。
In the Northridge earthquake, researchers found that many connections failed in low plastic level or even elastic level due to fracture. Then some optimized approach had been proposed. However, mostly of the new structures have residual deformation after earthquake, and have potential security risks because of their plastic hinge which appeared in beams. Therefore a new type of connection and system, which not only for prevent connection from fracture, but for removing residual deformation for structures, has been proposed.
The connection incorporates energy dissipating component that are able to yield in axial compression and tension along with post-tensioned steel elements running parallel to the beam to provide a self-centering response. The post-tensioned energy dissipating connection minimizes inelastic deformation to the beams and columns, requires no field welding with quality workmanship and proper inspection, is made with conventional materials and skills, confines significant damage to the energy dissipating bars which are easily replaced, and is self-centering without residual deformation. In addition a post-tensioned energy dissipating moment-resisting connection properly designed is capable of achieving strength characteristics and stiffness similar to a traditional welded moment-resisting connection.
In this thesis, non-linear time-history analyses were performed on a three-story, four-bay steel Moment Resisting Frame with post-tensioned energy dissipating connections to study its response to the seismic environment of ground motions, for 10% probability of exceedance in 50 years. Compared with welded steel frame, the advantages of the new frame are: (1) the connection is self-centering, there is little residual deformation after earthquake.(2) the connection has an initial stiffness similar to that of welded connection;(3) during earthquake, significant damage is confined to the energy dissipating component of connection(such as angles),the connection is easily repaired by replaced the energy component after earthquake.
本文首先通过有限元模拟,分析了节点半刚性对结构性能的改善作用,将其与传统框架进行比较分析;再将自复位性能引入这种半刚性节点中,这种节点采用了可以在轴向压缩过程中通过屈服达到耗能效果的耗能构件,以及平行于梁两侧设置的,为结构提供自复位能力的后张拉钢筋构件。这种后张拉耗能节点用传统材料及其性能,将梁柱的非弹性变形最小化,将大量的破坏能量集中到易于替换的耗能构件上,并且通过自复位性能使结构避免出现残余变形。如果设计得当,这种后张拉耗能节点可以与传统焊接节点拥有相同的强度和刚度。接下来本文对两个3层4跨的、分别具有自复位耗能节点和传统焊接节点的框架进行非线性时程分析,对它们在50年超越概率为10%的地震波下的结构反应进行研究,最后对它们进行比较和评价。
通过分析结构我们知道,在往复荷载作用下,后张拉自复位框架的节点耗能由耗能构件(如角钢)的非弹性变形提供,而后张拉钢筋构件和梁柱均保持弹性。相较于传统焊接钢框架,有如下主要优点:(1)拥有自复位能力,从而大大减小了在地震后的残余变形;(2)初始刚度较大,与焊接节点相似;(3)地震下破坏集中在节点的耗能构件处,地震后可以较方便的通过更换节点处的耗能构件来修复节点。
In the Northridge earthquake, researchers found that many connections failed in low plastic level or even elastic level due to fracture. Then some optimized approach had been proposed. However, mostly of the new structures have residual deformation after earthquake, and have potential security risks because of their plastic hinge which appeared in beams. Therefore a new type of connection and system, which not only for prevent connection from fracture, but for removing residual deformation for structures, has been proposed.
The connection incorporates energy dissipating component that are able to yield in axial compression and tension along with post-tensioned steel elements running parallel to the beam to provide a self-centering response. The post-tensioned energy dissipating connection minimizes inelastic deformation to the beams and columns, requires no field welding with quality workmanship and proper inspection, is made with conventional materials and skills, confines significant damage to the energy dissipating bars which are easily replaced, and is self-centering without residual deformation. In addition a post-tensioned energy dissipating moment-resisting connection properly designed is capable of achieving strength characteristics and stiffness similar to a traditional welded moment-resisting connection.
In this thesis, non-linear time-history analyses were performed on a three-story, four-bay steel Moment Resisting Frame with post-tensioned energy dissipating connections to study its response to the seismic environment of ground motions, for 10% probability of exceedance in 50 years. Compared with welded steel frame, the advantages of the new frame are: (1) the connection is self-centering, there is little residual deformation after earthquake.(2) the connection has an initial stiffness similar to that of welded connection;(3) during earthquake, significant damage is confined to the energy dissipating component of connection(such as angles),the connection is easily repaired by replaced the energy component after earthquake.
引文
[1]陈云波.论钢结构的发展[J].中国建材,1999,(2): 76-78
[2]李永泉,何若全.框架半刚性连接的研究概述[J].哈尔滨建筑工程学院学报,1994,27(3): 112-118
[3]蔡益燕,钟善桐.我国高层建筑钢结构发展方向初探[J].新型建筑材料,1999,(3): 31-33
[4]马宏旺,吕西林.建筑结构基于性能抗震设计的几个问题[J].同济大学学报,2002,(12): 1429-1434
[5]刘其详,蔡益燕,朱知信,顾泰昌.多高层房屋钢结构梁柱刚性连接节点的抗震设计[J].建筑结构,2001,31(8): 9-12
[6]周学军,张祥龙.半刚性连接钢框架结构的研究及应用[J].山东建筑工程学院学报,2003,18(2): 85-88
[7]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].江苏徐州:中国矿业大学博士学位论文,2001
[8]陈绍藩.钢结构设计原理[M].北京:科学技术出版社. 1989:265-300
[9]王新武,孙犁.钢框架半刚性连接性能研究[J].武汉理工大学学报,2002,24(11): 33-35
[10]完海鹰,阎洪伟,程晓艳等.高层钢结构双腹板、顶底角钢半刚性连接的研究[J].合肥工业大学学报(自然科学版),2003,26(3): 359-362
[11]李国华,顾强.钢结构上下顶底角钢半刚性连接极限弯矩探讨[J].武汉理工大学学报,2006,28(4): 49-51
[12] Constantin Christopoulos. Self-centering post-tensioned energy dissipating steel frames for seismic regions[D]. San Diego: California Univ,2003
[13] ANSI/AISC SSPEC-2002,Seismic provisions for structural steel buildings [S]. Chicago:American Institute of Steel Construction,2002
[14] AISC SSPEC-1999,Load and resistance factor design specification for structural steel buildings [S]. Chicago:American Institute of Steel Construction,1999
[15] BS EN 1993-1-1:2005,Eurocode 3: Design of steel structures-part 1-1:General rules and rules for buildings [S]. London:European Committee for Standardization,2005
[16] GB50017-2003,钢结构设计规范[S].北京:中华人民共和国建设部,2003
[17] ISO/TC167/SC1,Steel Structures, Materials and Design, [S]. Committee Draft 10721,1992
[18]石永久,李兆凡,陈宏等.高层钢框架新型梁柱节点抗震性能试验研究[J].建筑结构学报,2002,23(3): 2-7
[19]宋振森,顾强,郭兵.刚性钢框架梁柱连接试验研究[J].建筑结构学报,2001,22(1): 53-57
[20]杨静译.洛杉矶大地震的建筑[J].建筑技术开发,1994,(8): 28-34
[21]周炳章.日本阪神地震的震害及教训[J].工程抗震,1996,(3): 36
[22]叶梅新,黄琼.钢结构事故研究[J].长沙铁道学院学报,2000,(1): 1-8
[23]李国强,孙飞飞,沈祖炎.强震下钢框架梁柱节点焊接连接的断裂行为[J].建筑结构学报,1998,19(4):19-28
[24]王新武.钢框架梁柱连接的研究现状及发展[D].武汉:武汉理工大学博士学位论文,2002
[25]张亦静.高层抗震钢结构梁柱连接节点性能分析[J].建筑技术开发,2000,4(4): 25
[26] S H Jeong, B Bienkiewicz. Seismic provisions for structural steel buildings[J].Earthquake Frames,1997,47(8):45-46
[27] Popov., E.P., Balan, T.A., Yang,T.S. Post-Northridge earthquake seismic steel moment connections earthquake spectral[J]. Struct Engrg, ASCE, 1998,14(4): 659-677
[28] SAC. Evaluation, repair, modification and design of steel moment frames[S].Interim guidelines, California, 1995,88(2):66
[29] M.D.Engelhardt. Seismic-resistant steel moment connections: developments since the 1994 Northridge earthquake[J].Earthquake engineering and structural dynamics, 2005,1(1):68-77
[30] CM Uang, S Noel, J Gross. Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Structural Engineering, 2000,126(1):57-68
[31] Sheng-Jin Chen, C.H.Yeh, J.M.Chu. Ductile steel beam-to column connections for seismic resitance[J].Structural Engineering, 1996,122(11):1292-1299
[32] James.O.Malley. SAC steel project: summary of phase 1 testing investigation results[J]. Engineering Structures, 1998,20(4-6):300-308
[33] Shaheed Almudhafar, etc. Effect of reduced beam section frame elements on stiffness of moment frames[J]. Structural Engineering, 2003,129(3):383-393
[34]陈国栋,房贞政.半刚性连接钢框架的二阶弹性分析[J].福州大学学报(自然科学版),2000,28(6):66-71
[35]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社. 2005:64
[36]丁浩民,沈祖炎.一种半刚性节点的实用计算模型[J].工业建筑,1992,5(11):29-32
[37]郭兵,陈爱国.半刚接钢框架的有限元分析及性能探讨[J].建筑结构学报,2001,22(5):48-52
[38]博弈创作室. ANSYS9.0经典产品基础教程与实例详解[M].北京:中国水利水电出版社. 2006:38-60
[39]陈宏,李兆凡,石永久,王元清.钢框架梁柱节点恢复力模型的研究[J].工业建筑,2002,32(6):64-65
[40]石少卿,汪敏等.建筑结构有限元分析及ANSYS范例详解[M].北京:中国建筑工业出版社. 2008:221-237
[41] Tsai,K.-C., C.-C.,& Jhuang, S,-J. Seismic response of structural systems using self-centering connections[R]. US-Taiwan Workship on Self-Centering Structural Systems, 2005
[42] Garlock, M. Full-scale testing seismic analysis, and design of post-tensioned seismic resistant connections for steel frames[D]. Bethlehem: Lehigh University,2002
[43] Christopoulos,C., Filiatrault,A., Folz,B. Seismic response of self-centering hysteretic sdof systems[J]. Earthquake engineering and structural dynamics,2002,31(5):1131-1150
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[47] Ricles.J., Sause.R., Peng.SW., Lu.L.W., Experimental evaluation of earthquake resistant post-tensioned steel connections[J]. Structural Engineering, ASCE 2002,128(7): 850-859
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[52] Garlock,M., Jie. Li., Steel self-centering moment frames with collector beam floor diaphragms[J]. Constructional Steel Research. 2008, 65(10): 526-538
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[55] Chou CC., Chen JH., Chen YC, Tsai KC. Evaluating performance of post-tensioned steel connections with strands and reduced flange plates[J]. Earthquake Engineering and Structural Dynamics. 2006, 35(9): 1167-1185
[56] Dobossy.M., Simulation-based seismic reliability assessment of complex structural systems[D]. NJ: Princeton University,2006
[57] Apostolakis.G., Evolutionary aseismic design of self-centering post-tensioned energy dissipating steel frames[D]. Buffalo: University of Buffalo,2006
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[60]王亚勇.结构抗震设计时程分析法中地震波的选择[J].工程抗震,1988,(4):15-22
[61] Hyung-Joon. Kim., Christopoulos.C., Seismic design procedure and seismic response of post-tensioned self-centering steel frames[J]. Earthquake Engineering and Structural Dynamics. 2009, 38: 355-376
[2]李永泉,何若全.框架半刚性连接的研究概述[J].哈尔滨建筑工程学院学报,1994,27(3): 112-118
[3]蔡益燕,钟善桐.我国高层建筑钢结构发展方向初探[J].新型建筑材料,1999,(3): 31-33
[4]马宏旺,吕西林.建筑结构基于性能抗震设计的几个问题[J].同济大学学报,2002,(12): 1429-1434
[5]刘其详,蔡益燕,朱知信,顾泰昌.多高层房屋钢结构梁柱刚性连接节点的抗震设计[J].建筑结构,2001,31(8): 9-12
[6]周学军,张祥龙.半刚性连接钢框架结构的研究及应用[J].山东建筑工程学院学报,2003,18(2): 85-88
[7]陈宏.高层钢结构节点地震脆断机理及抗震性能研究[D].江苏徐州:中国矿业大学博士学位论文,2001
[8]陈绍藩.钢结构设计原理[M].北京:科学技术出版社. 1989:265-300
[9]王新武,孙犁.钢框架半刚性连接性能研究[J].武汉理工大学学报,2002,24(11): 33-35
[10]完海鹰,阎洪伟,程晓艳等.高层钢结构双腹板、顶底角钢半刚性连接的研究[J].合肥工业大学学报(自然科学版),2003,26(3): 359-362
[11]李国华,顾强.钢结构上下顶底角钢半刚性连接极限弯矩探讨[J].武汉理工大学学报,2006,28(4): 49-51
[12] Constantin Christopoulos. Self-centering post-tensioned energy dissipating steel frames for seismic regions[D]. San Diego: California Univ,2003
[13] ANSI/AISC SSPEC-2002,Seismic provisions for structural steel buildings [S]. Chicago:American Institute of Steel Construction,2002
[14] AISC SSPEC-1999,Load and resistance factor design specification for structural steel buildings [S]. Chicago:American Institute of Steel Construction,1999
[15] BS EN 1993-1-1:2005,Eurocode 3: Design of steel structures-part 1-1:General rules and rules for buildings [S]. London:European Committee for Standardization,2005
[16] GB50017-2003,钢结构设计规范[S].北京:中华人民共和国建设部,2003
[17] ISO/TC167/SC1,Steel Structures, Materials and Design, [S]. Committee Draft 10721,1992
[18]石永久,李兆凡,陈宏等.高层钢框架新型梁柱节点抗震性能试验研究[J].建筑结构学报,2002,23(3): 2-7
[19]宋振森,顾强,郭兵.刚性钢框架梁柱连接试验研究[J].建筑结构学报,2001,22(1): 53-57
[20]杨静译.洛杉矶大地震的建筑[J].建筑技术开发,1994,(8): 28-34
[21]周炳章.日本阪神地震的震害及教训[J].工程抗震,1996,(3): 36
[22]叶梅新,黄琼.钢结构事故研究[J].长沙铁道学院学报,2000,(1): 1-8
[23]李国强,孙飞飞,沈祖炎.强震下钢框架梁柱节点焊接连接的断裂行为[J].建筑结构学报,1998,19(4):19-28
[24]王新武.钢框架梁柱连接的研究现状及发展[D].武汉:武汉理工大学博士学位论文,2002
[25]张亦静.高层抗震钢结构梁柱连接节点性能分析[J].建筑技术开发,2000,4(4): 25
[26] S H Jeong, B Bienkiewicz. Seismic provisions for structural steel buildings[J].Earthquake Frames,1997,47(8):45-46
[27] Popov., E.P., Balan, T.A., Yang,T.S. Post-Northridge earthquake seismic steel moment connections earthquake spectral[J]. Struct Engrg, ASCE, 1998,14(4): 659-677
[28] SAC. Evaluation, repair, modification and design of steel moment frames[S].Interim guidelines, California, 1995,88(2):66
[29] M.D.Engelhardt. Seismic-resistant steel moment connections: developments since the 1994 Northridge earthquake[J].Earthquake engineering and structural dynamics, 2005,1(1):68-77
[30] CM Uang, S Noel, J Gross. Cyclic testing of steel moment connections rehabilitated with RBS or welded haunch[J].Structural Engineering, 2000,126(1):57-68
[31] Sheng-Jin Chen, C.H.Yeh, J.M.Chu. Ductile steel beam-to column connections for seismic resitance[J].Structural Engineering, 1996,122(11):1292-1299
[32] James.O.Malley. SAC steel project: summary of phase 1 testing investigation results[J]. Engineering Structures, 1998,20(4-6):300-308
[33] Shaheed Almudhafar, etc. Effect of reduced beam section frame elements on stiffness of moment frames[J]. Structural Engineering, 2003,129(3):383-393
[34]陈国栋,房贞政.半刚性连接钢框架的二阶弹性分析[J].福州大学学报(自然科学版),2000,28(6):66-71
[35]包世华,张铜生.高层建筑结构设计和计算[M].北京:清华大学出版社. 2005:64
[36]丁浩民,沈祖炎.一种半刚性节点的实用计算模型[J].工业建筑,1992,5(11):29-32
[37]郭兵,陈爱国.半刚接钢框架的有限元分析及性能探讨[J].建筑结构学报,2001,22(5):48-52
[38]博弈创作室. ANSYS9.0经典产品基础教程与实例详解[M].北京:中国水利水电出版社. 2006:38-60
[39]陈宏,李兆凡,石永久,王元清.钢框架梁柱节点恢复力模型的研究[J].工业建筑,2002,32(6):64-65
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