钢结构箱形柱与梁异型节点抗剪承载力分析
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摘要
基于对钢结构箱形柱与梁异型节点形式及受力性能的分析,建立异型节点域的受剪计算模型,并推导节点域在压弯情况下的抗剪承载力计算公式。通过对箱形柱与工字梁和箱形梁异型节点模型的低周反复加载试验,研究轴压比和核心区高度对节点域抗剪承载力的影响,得到节点域的剪力-剪应变滞回曲线;从试验模型的滞回曲线可以看出,异型节点域以剪切变形为主,且具有良好的延性和抗剪承载能力。试验结果与计算分析表明,节点域在小核心区发生剪切屈服,提出的节点域抗剪承载力计算公式与试验结果比较吻合。
Based on an analysis of the form and mechanical behavior of the irregular joint between steel box columns and beams,a shear calculation model in the panel zone of the irregular joint is established and a simplified formula is presented for calculating the shear resistance of the steel irregular joint under compression and bending.Through the low cyclic reversed loading tests of the irregular joint between steel box columns and beams,the influences of the axial compression ratio and the height of the core area on the shear capacity of the panel zone are studied.The hysteretic curves of shear stress vs.shear strain are also obtained.It is shown that the shear deformation is the main part of deformation in the joint panel and the irregular joint has good ductility and high shear resistance.Both test and calculation results indicate that the failure pattern of the panel zone is shear yield of the small core area.Calculation results are in good agreement with test results.
Based on an analysis of the form and mechanical behavior of the irregular joint between steel box columns and beams,a shear calculation model in the panel zone of the irregular joint is established and a simplified formula is presented for calculating the shear resistance of the steel irregular joint under compression and bending.Through the low cyclic reversed loading tests of the irregular joint between steel box columns and beams,the influences of the axial compression ratio and the height of the core area on the shear capacity of the panel zone are studied.The hysteretic curves of shear stress vs.shear strain are also obtained.It is shown that the shear deformation is the main part of deformation in the joint panel and the irregular joint has good ductility and high shear resistance.Both test and calculation results indicate that the failure pattern of the panel zone is shear yield of the small core area.Calculation results are in good agreement with test results.
引文
[1]Krawinkler H.Shear in beam-column joints in seismicdesign of steel frames[J].Engineering Journal,19781,5(3):82-91
[2]Kim K D,Engelhardt M D.Monotonic and cyclic loadingmodels for panel zones in steel moment frames[J].Journal ofConstructional Steel Research,20025,8(5/6/7/8):605-635
[3]Mulas M G.A structural model for panel zones in non linearseismic ananlysis of steel moment-resisting frames[J].Engineering Structures,20042,6(3):363-380
[4]王越.高层钢结构箱型柱工字梁节点的试验研究[D].哈尔滨:哈尔滨建筑工程学院,1991
[5]刘洪波,谢礼立,邵永松.钢结构箱形柱与工字梁刚性节点有限元分析[J].哈尔滨工业大学学报,2007,39(8):1211-1215(Liu Hongbo,Xie Lili,Shao Yongsong.Finite element analyses of the rigid connections with steelbox columns and I section beams[J].Journal of HarbinInstitute of Technology,2007,39(8):1211-1215(inChinese))
[6]李国强,沈祖炎.考虑节点区剪切变形的钢框架弹塑性地震反应分析[J].同济大学学报:自然科学版,1990,18(1):1-9(Li Guoqiang,Shen Zuyan.Analysis of elasto-plastie seismic response of steel frames with panel sheardeformation[J].Journal of Tongji University:NaturalScience Edition,19901,8(1):1-9(in Chinese))
[7]张耀春,周绪红.钢结构设计原理[M].北京:高等教育出版社,2004
[8]石选民.钢结构箱形柱与工字型梁刚性节点试验研究及分析[D].哈尔滨:哈尔滨建筑工程学院,1991
[9]张大旭,张素梅.钢管混凝土柱与梁节点抗剪承载力[J].哈尔滨建筑大学学报,2001,34(3):35-39(ZhangDaxu,Zhang Sumei.Shear strength of connections betweenconcrete filled steel tubes and beams[J].Journal of HarbinUniversity of Civil Engineering and Architecture,2001,34(3):35-39(in Chinese))
[10]GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003(GB 50017—2003 Code for design of steelstructures[S].Beijing:China Planning Press,2003(inChinese))
[11]Wardenier J,Packer J A,Zhao X L,et al.Hollow sections instructural applications[M].Geneva:CIDECT,2010
[2]Kim K D,Engelhardt M D.Monotonic and cyclic loadingmodels for panel zones in steel moment frames[J].Journal ofConstructional Steel Research,20025,8(5/6/7/8):605-635
[3]Mulas M G.A structural model for panel zones in non linearseismic ananlysis of steel moment-resisting frames[J].Engineering Structures,20042,6(3):363-380
[4]王越.高层钢结构箱型柱工字梁节点的试验研究[D].哈尔滨:哈尔滨建筑工程学院,1991
[5]刘洪波,谢礼立,邵永松.钢结构箱形柱与工字梁刚性节点有限元分析[J].哈尔滨工业大学学报,2007,39(8):1211-1215(Liu Hongbo,Xie Lili,Shao Yongsong.Finite element analyses of the rigid connections with steelbox columns and I section beams[J].Journal of HarbinInstitute of Technology,2007,39(8):1211-1215(inChinese))
[6]李国强,沈祖炎.考虑节点区剪切变形的钢框架弹塑性地震反应分析[J].同济大学学报:自然科学版,1990,18(1):1-9(Li Guoqiang,Shen Zuyan.Analysis of elasto-plastie seismic response of steel frames with panel sheardeformation[J].Journal of Tongji University:NaturalScience Edition,19901,8(1):1-9(in Chinese))
[7]张耀春,周绪红.钢结构设计原理[M].北京:高等教育出版社,2004
[8]石选民.钢结构箱形柱与工字型梁刚性节点试验研究及分析[D].哈尔滨:哈尔滨建筑工程学院,1991
[9]张大旭,张素梅.钢管混凝土柱与梁节点抗剪承载力[J].哈尔滨建筑大学学报,2001,34(3):35-39(ZhangDaxu,Zhang Sumei.Shear strength of connections betweenconcrete filled steel tubes and beams[J].Journal of HarbinUniversity of Civil Engineering and Architecture,2001,34(3):35-39(in Chinese))
[10]GB 50017—2003钢结构设计规范[S].北京:中国计划出版社,2003(GB 50017—2003 Code for design of steelstructures[S].Beijing:China Planning Press,2003(inChinese))
[11]Wardenier J,Packer J A,Zhao X L,et al.Hollow sections instructural applications[M].Geneva:CIDECT,2010
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