深柱—骨形削弱梁刚性连接在循环荷载作用下的受力性能研究
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摘要
在高层建筑中,结构的水平侧移成为结构控制因素,钢结构抗弯框架中梁柱的尺寸主要取决于建筑规范中要求的侧向刚度,考虑到经济性的因素,设计工程师经常采用深柱来减少结构的抗震侧移。当深柱-削弱梁刚性连接中削弱梁发生侧向屈曲时,引起的梁翼缘偏心力导致柱截面发生扭转,在深柱截面内会产生很高的扭转翘曲应力,对柱截面非常不利。
本文首先针对Brandon Chi所做的三组深柱-骨形削弱梁刚性连接在循环荷载作用下的试验,建立有限元模型进行计算,通过计算结果与实验结果的对比分析,验证有限元模型的正确性。然后考虑柱截面高度、柱翼缘厚度以及是否在削弱区设置侧向支撑等影响因素设计CH、CT和ZC系列试件,研究柱截面高度、柱翼缘厚度以及在削弱区设置侧向支撑对深柱-骨形削弱梁刚性节点柱翘曲应力大小的影响,最后变换参数,主要包括节点域的强度、梁高度、柱翼缘厚度、柱翼缘宽度、柱截面高度、侧向支撑,建立20个三维有限元模型进行分析,研究深柱-削弱梁抗弯连接的滞回性能。最后提出设计建议,为工程应用提供依据。
In high-rise buildings, the horizontal displacement is a control factor of the structure, the beam sizes in Steel bending frame structures depends on lateral stiffness in construction specifications, engineers often use deep column to reduce structural seismic lateral displacement, taking into account the economy of the structure. When reduced beam in moment connections with deep columns occurred lateral buckling, eccentric force caused in flange of the reduced beam lead to torque of the column section,it is bad for the column section that the deep column section produce high warping stress.
First.According to Brandon Chi's three groups test about reduced beam section of bone shape moment connections to deep columns under cyclic loads, the establishment of finite element model were calculated and compared with the experimental results to verify the correctness of the finite element model, then transform each column section height, column flange thickness, and whether the weakened zone set lateral support, designing CH, CT, ZC series of specimens to study the column section warping stress. then transform parameters.including the panel zone strength, the beam height, the column flange thickness, column flange width, column section height, and lateral support, the establishment of 20 three-dimensional finite element model study the hysteretic behavior of reduced beam section of bone shape moment connections to deep columns. Finally, propose design recommendations for engineering applications.
本文首先针对Brandon Chi所做的三组深柱-骨形削弱梁刚性连接在循环荷载作用下的试验,建立有限元模型进行计算,通过计算结果与实验结果的对比分析,验证有限元模型的正确性。然后考虑柱截面高度、柱翼缘厚度以及是否在削弱区设置侧向支撑等影响因素设计CH、CT和ZC系列试件,研究柱截面高度、柱翼缘厚度以及在削弱区设置侧向支撑对深柱-骨形削弱梁刚性节点柱翘曲应力大小的影响,最后变换参数,主要包括节点域的强度、梁高度、柱翼缘厚度、柱翼缘宽度、柱截面高度、侧向支撑,建立20个三维有限元模型进行分析,研究深柱-削弱梁抗弯连接的滞回性能。最后提出设计建议,为工程应用提供依据。
In high-rise buildings, the horizontal displacement is a control factor of the structure, the beam sizes in Steel bending frame structures depends on lateral stiffness in construction specifications, engineers often use deep column to reduce structural seismic lateral displacement, taking into account the economy of the structure. When reduced beam in moment connections with deep columns occurred lateral buckling, eccentric force caused in flange of the reduced beam lead to torque of the column section,it is bad for the column section that the deep column section produce high warping stress.
First.According to Brandon Chi's three groups test about reduced beam section of bone shape moment connections to deep columns under cyclic loads, the establishment of finite element model were calculated and compared with the experimental results to verify the correctness of the finite element model, then transform each column section height, column flange thickness, and whether the weakened zone set lateral support, designing CH, CT, ZC series of specimens to study the column section warping stress. then transform parameters.including the panel zone strength, the beam height, the column flange thickness, column flange width, column section height, and lateral support, the establishment of 20 three-dimensional finite element model study the hysteretic behavior of reduced beam section of bone shape moment connections to deep columns. Finally, propose design recommendations for engineering applications.
引文
[1]Euroeode3. Design of Steel Struetures[S].1995.
[2]Whlittler, Calif. Uniform Building Code.Intemational Conferenee of Building Offieials (ICBO)[G]. UCB,1997
[3]F.S,Chen.W.F.A design model for semi-rigid connections.[J] Engineering Structure.,1990,12 (2):88-97
[4]Reidar.B,Ander.C,Jacques.B. Classification system for beam-to-column connection.[J] Struct.Engrg.,1990,116(11):1292-1299
[5]何颖.钢框架梁柱狗骨式节点受力性能的有限元分析[D].合肥工业大学,2007.5.
[6]Brandon Chi, Chia-Ming. Uang. Cyclic Response and Design Recommendations of Reduced Beam Section Moment Connections with Deep Columns[J]. Journal of Structural Engineering,2002.
[7]Chen S.J.,Yeh,C.H.,et al. Ductile steel beam-to-column connections for seismic resistance.[J] Struct.Engrg.,1996,122(11):1292-1299.
[8]Chen S.J,Chen S.T,et al. Fracture of steel beam-to-column connections under severe earthquake and development of ductile connections[J]. Struct.Engrg,,1996, 11 (4):19-37.
[9]Chen S.J.,Yeh,C.H. Enhancement of ductility of steel beam-to-column connections for seismicresistance[J].SSRC 1994 Tech.Session, Lehigh University, Bethlehem 327-338.
[10]Chen S.J,Tu C.T. Experimental Study of Jumbo Size Reduced Beam Section Connections Using High-Strength Steel[J]. Journal of Structural Engineering, 2004,130(4):82-587.
[11]Cheol-Ho Lee,Sang-Woo. Jeon.et al.Effects of Panel Zone Strength and Beam Web Connection Method on Seismic Performance of Reduced Beam Section Steel Moment Connections [G]. Journal of Structural Engineering 2005, 131(12):1854-1865
[12]Jones.S.L, Fry.G.T, Engelhardt.M.D. Experimental evaluation of cyclically loaded reduced beam section moment connections[J].Struct.Eng.,2002, 128(4):441-451.
[13]Xiaofeng Zhang, James M. Ricles. Experimental Evaluation of Reduced Beam Section Connections to Deep Columns[J]. Journal of Structural Engineering, ASCE/MARCH 2006
[14]Xiaofeng Zhang, James M. Ricles. Seismic Behavior of Reduced Beam Section Moment Connections to Deep Columns[J] Journal of Structural Engineering, ASCE/MARCH,2006.
[15]金生吉.钢结构梁柱节点连接的优化设计[D].沈阳工业大学,2005.
[16]谢晓栋等.钢结构翼缘削弱型节点的参数分析[J].钢结构,2004.
[17]戴绍斌,刘文吉,黄俊.狗骨式刚性连接节点的受力性能试验研究[J].武汉理工大学报,2004
[18]陈向荣等.翼缘削弱钢梁(RBS)构件的受力分析和设计[J].钢结构,2003.
[19]管克俭,彭少民.钢框架梁柱节点脆性破坏性能研究[J].武汉理工大学学报,2007.
[20]余海群等.足尺钢梁柱刚性连接节点抗震性能试验研究[J].建筑结构学报,2006.
[21]毛炜烽,肖岩.抗弯框架钢梁塑性铰外移设计方法的新进展及其应用[J].建筑技术开发,2005.
[22]王燕.钢框架塑性铰外移新型延性节点的研究与进展[J].青岛理工大学学报,2006.
[23]蔡益燕.考虑塑性铰外移的钢框架梁柱连接设计[J].建筑结构.2004,34(2)：3-9.
[24]川舒兴平,黎永.局部构造对钢框架梁—柱刚性节点性能的影响[J].建筑结构.
[25]郁有升,王燕.钢框架梁翼缘削弱型节点力学性能的试验研究[J].工程力学,2009.
[26]王云.梁柱弱轴狗骨式节点性能研究[D].兰州理工大学,2008.
[27]刘燕.梁腹板削弱型节点在循环荷载作用下的性能[D].西安建筑科技大学.2005.
[28]王万祯,顾强.钢框架梁柱栓焊节点的有限元分析[J].建筑结构,2002.
[29]郭秉山.钢框架梁柱腹板连接在循环荷载作用下的滞回性能及抗震设计对策[D].西安建筑科技大学博士论文,2004.
[30]吕西林等.钢筋混凝土结构非线性有限元理论与应用[M].上海.同济大学出版社,1997.
[31]刘涛,凤鹏通.ANSYS[M].北京：清华大学出版社,2002.
[32]蔡益燕.考虑塑性铰外移的钢框架梁柱连接设计[J].建筑结构,2004,34(2)3-9.
[33]FEMA-350.Recommended Seismic design Criteria for New Steel Moment-frame Buildings[D]. WashingtonD.C.2000.
[34]赵秀丽.多层钢框架梁柱连接节点抗震性能研究[D].哈尔滨工业大学博士学位论文.哈尔滨,2004.
[35]Reoder,CW.and Foutch,D.A. Experiment Results for Seismic Resistant Steel Moment Frame Connections[J].Struct.Engrg, ASCE,1996,122(6):581-588.
[36]Dan Dubina, et al.Cyclie Test of Double-Sided Beam-to-Column Joints[J]. StructuralEngineering, ASCE,2001,127(2):129-136.
[37]杨尉彪等.高层建筑钢结构梁柱节点试验研究[J].建筑结构,2001(8)：3-8.
[2]Whlittler, Calif. Uniform Building Code.Intemational Conferenee of Building Offieials (ICBO)[G]. UCB,1997
[3]F.S,Chen.W.F.A design model for semi-rigid connections.[J] Engineering Structure.,1990,12 (2):88-97
[4]Reidar.B,Ander.C,Jacques.B. Classification system for beam-to-column connection.[J] Struct.Engrg.,1990,116(11):1292-1299
[5]何颖.钢框架梁柱狗骨式节点受力性能的有限元分析[D].合肥工业大学,2007.5.
[6]Brandon Chi, Chia-Ming. Uang. Cyclic Response and Design Recommendations of Reduced Beam Section Moment Connections with Deep Columns[J]. Journal of Structural Engineering,2002.
[7]Chen S.J.,Yeh,C.H.,et al. Ductile steel beam-to-column connections for seismic resistance.[J] Struct.Engrg.,1996,122(11):1292-1299.
[8]Chen S.J,Chen S.T,et al. Fracture of steel beam-to-column connections under severe earthquake and development of ductile connections[J]. Struct.Engrg,,1996, 11 (4):19-37.
[9]Chen S.J.,Yeh,C.H. Enhancement of ductility of steel beam-to-column connections for seismicresistance[J].SSRC 1994 Tech.Session, Lehigh University, Bethlehem 327-338.
[10]Chen S.J,Tu C.T. Experimental Study of Jumbo Size Reduced Beam Section Connections Using High-Strength Steel[J]. Journal of Structural Engineering, 2004,130(4):82-587.
[11]Cheol-Ho Lee,Sang-Woo. Jeon.et al.Effects of Panel Zone Strength and Beam Web Connection Method on Seismic Performance of Reduced Beam Section Steel Moment Connections [G]. Journal of Structural Engineering 2005, 131(12):1854-1865
[12]Jones.S.L, Fry.G.T, Engelhardt.M.D. Experimental evaluation of cyclically loaded reduced beam section moment connections[J].Struct.Eng.,2002, 128(4):441-451.
[13]Xiaofeng Zhang, James M. Ricles. Experimental Evaluation of Reduced Beam Section Connections to Deep Columns[J]. Journal of Structural Engineering, ASCE/MARCH 2006
[14]Xiaofeng Zhang, James M. Ricles. Seismic Behavior of Reduced Beam Section Moment Connections to Deep Columns[J] Journal of Structural Engineering, ASCE/MARCH,2006.
[15]金生吉.钢结构梁柱节点连接的优化设计[D].沈阳工业大学,2005.
[16]谢晓栋等.钢结构翼缘削弱型节点的参数分析[J].钢结构,2004.
[17]戴绍斌,刘文吉,黄俊.狗骨式刚性连接节点的受力性能试验研究[J].武汉理工大学报,2004
[18]陈向荣等.翼缘削弱钢梁(RBS)构件的受力分析和设计[J].钢结构,2003.
[19]管克俭,彭少民.钢框架梁柱节点脆性破坏性能研究[J].武汉理工大学学报,2007.
[20]余海群等.足尺钢梁柱刚性连接节点抗震性能试验研究[J].建筑结构学报,2006.
[21]毛炜烽,肖岩.抗弯框架钢梁塑性铰外移设计方法的新进展及其应用[J].建筑技术开发,2005.
[22]王燕.钢框架塑性铰外移新型延性节点的研究与进展[J].青岛理工大学学报,2006.
[23]蔡益燕.考虑塑性铰外移的钢框架梁柱连接设计[J].建筑结构.2004,34(2)：3-9.
[24]川舒兴平,黎永.局部构造对钢框架梁—柱刚性节点性能的影响[J].建筑结构.
[25]郁有升,王燕.钢框架梁翼缘削弱型节点力学性能的试验研究[J].工程力学,2009.
[26]王云.梁柱弱轴狗骨式节点性能研究[D].兰州理工大学,2008.
[27]刘燕.梁腹板削弱型节点在循环荷载作用下的性能[D].西安建筑科技大学.2005.
[28]王万祯,顾强.钢框架梁柱栓焊节点的有限元分析[J].建筑结构,2002.
[29]郭秉山.钢框架梁柱腹板连接在循环荷载作用下的滞回性能及抗震设计对策[D].西安建筑科技大学博士论文,2004.
[30]吕西林等.钢筋混凝土结构非线性有限元理论与应用[M].上海.同济大学出版社,1997.
[31]刘涛,凤鹏通.ANSYS[M].北京：清华大学出版社,2002.
[32]蔡益燕.考虑塑性铰外移的钢框架梁柱连接设计[J].建筑结构,2004,34(2)3-9.
[33]FEMA-350.Recommended Seismic design Criteria for New Steel Moment-frame Buildings[D]. WashingtonD.C.2000.
[34]赵秀丽.多层钢框架梁柱连接节点抗震性能研究[D].哈尔滨工业大学博士学位论文.哈尔滨,2004.
[35]Reoder,CW.and Foutch,D.A. Experiment Results for Seismic Resistant Steel Moment Frame Connections[J].Struct.Engrg, ASCE,1996,122(6):581-588.
[36]Dan Dubina, et al.Cyclie Test of Double-Sided Beam-to-Column Joints[J]. StructuralEngineering, ASCE,2001,127(2):129-136.
[37]杨尉彪等.高层建筑钢结构梁柱节点试验研究[J].建筑结构,2001(8)：3-8.