外加强环不等高H型钢梁-方钢管柱节点受力性能有限元分析
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摘要
在外加强环不等高H型钢梁-方钢管柱节点抗震性能试验研究的基础上,采用有限元分析软件ABAQUS,建立了考虑不同参数影响的三维实体模型并进行了非线性有限元分析。三维实体模型分析得到的有限元结果与试验结果吻合良好,有限元模型能够较高精度地模拟节点的受力行为。研究表明:节点的破坏形式分为整体节点域剪切破坏和局部节点域剪切破坏两种;节点单侧框架柱端部弯矩增大系数是节点域形成不同破坏模式的重要控制参数,两种破坏模式的分界线是节点单侧框架柱端部弯矩增大系数约为0. 92;方钢管柱的宽厚比是影响节点域屈服剪力和塑性剪力的主要因素,梁截面高度比对节点域受剪承载力影响较大,而节点域高宽比对节点域屈服剪力和塑性剪力影响并不明显。
Based on the experimental results of unequal-depth H-shaped steel beams to square steel tubular column joints with an external diaphragm,nonlinear finite element( FE) analysis were carried out using the software ABAQUS. Three-dimensional solid models were generated,which took different parameters into consideration. The numerical results obtained by the three-dimensional solid models match well with the experimental results,suggesting that the FE models can simulate the behavior of beam to column joints under cyclic loading with high accuracy. It is found that there are two failure modes of the joints,including the shear failure of the entire panel zone and the shear failure of part of the panel zone. The one-side moment augment factor of column plays a key role to control the failure modes of specimens. The threshold value of this ratio is about 0. 92 for the two failure modes mentioned above. The depth ratio of beams and the width-to-thickness ratio of steel column are the two main parameters that have great impacts on the yield and plastic shear strengths of the entire panels. On the contrary,the aspect ratio of the connection panel has little effect on its yield and plastic shear strengths.
Based on the experimental results of unequal-depth H-shaped steel beams to square steel tubular column joints with an external diaphragm,nonlinear finite element( FE) analysis were carried out using the software ABAQUS. Three-dimensional solid models were generated,which took different parameters into consideration. The numerical results obtained by the three-dimensional solid models match well with the experimental results,suggesting that the FE models can simulate the behavior of beam to column joints under cyclic loading with high accuracy. It is found that there are two failure modes of the joints,including the shear failure of the entire panel zone and the shear failure of part of the panel zone. The one-side moment augment factor of column plays a key role to control the failure modes of specimens. The threshold value of this ratio is about 0. 92 for the two failure modes mentioned above. The depth ratio of beams and the width-to-thickness ratio of steel column are the two main parameters that have great impacts on the yield and plastic shear strengths of the entire panels. On the contrary,the aspect ratio of the connection panel has little effect on its yield and plastic shear strengths.
引文
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[10]钢管结构技术规程:CECS 208:2010[S].北京:中国计划出版社,2010.(Technical specification for structures with steel hollow sections:CECS 208:2010[S]. Beijing:China Planning Press,2010.(in Chinese))
[11]曹正罡,杜鹏,李江东,范峰.低周往复荷载作用下可变梁高装配式钢框架节点力学性能研究[J].建筑结构学报,2015,36(4):1-8.(CAO Zhenggang,DU Peng, LI Jiangdong, FAN Feng. Research on mechanical performance of bolted height adjustable steel beam-to-column connections under low cycle reversed loading[J]. Journal of Building Structures,2015,36(4):1-8.(in Chinese))
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[2]桑原進,熊野豪人,井上一朗.左右の梁せいが異なる角形鋼管柱·梁接合部パネルの力学性状[J].日本建築学会構造系論文集,2000,65(533):175-181.(KUWAHARA S,KUMANO T,INOUE K. The elasto-plastic behavior of joint panels at the connection of rectangular steel column and two H-shaped beams with different depth[J]. Journal of Structural and Construction Engineering,2000,65(533):175-181.(in Japanese))
[3]桑村仁,佐藤恵治,せいの異なるH形梁が付いたノンダイアフラム円形鋼管柱の接合部挙動[J].日本建築学会構造系論文集,2016,81(719):155-165.(KUWAMURA H,SATO Y. Behavior of nondiaphragm connection of CHS-column to stepwise Hbeams[J]. Journal of Structural and Construction Engineering,2016,81(719):155-165.(in Japanese))
[4]薛建阳,刘祖强,彭修宁,胡宗波.大型火电主厂房钢结构异型节点抗震性能试验研究[J].建筑结构学报,2011,32(7):133-140.(XUE Jianyang,LIU Zuqiang,PENG Xiuning,HU Zongbo. Experimental study on seismic behavior of abnormal joints in largescale power plant steel structures[J]. Journal of Building Structures,2011,32(7):133-140.(in Chinese))
[5]牟犇,陈功梅,张春巍,徐培蓁.带外加强环不等高梁钢管混凝土柱组合节点抗震性能试验研究[J].建筑结构学报,2017,38(5):77-84.(MOU Ben,CHEN Gongmei, ZHANG Chunwei, XU Peizhen.Experimental investigation on seismic behavior on steel unequal-depth-beams to CFT column connection with external diaphragm[J]. Journal of Building Structures,2017,38(5):77-84.(in Chinese))
[6] BAI Y,KURATA M,FLOREZ Julio,NAKASHIMA M. Macromodelling of crack damage in steel beams subjected to non-stationary low cycle fatigue[J].Journal of Structural Engineering,2016,142(10):04016076.
[7] BAI Y,LIN Xuchuan. Numerical simulation on seismic collapse of thin-walled steel moment frames considering post local buckling behavior[J]. Thin-walled Structures,2015,94(9):424-434.
[8]牟犇,王玲玲,张春巍,林旭川.考虑楼板影响的外环板式梁柱节点抗震性能:试验研究[J].工程力学,2018,35(2):160-168.(MOU Ben,WANG Lingling,ZHANG Chunwei, LIN Xuchuan. Seismic performance of beam-to-column joints with externaldiaphragm considering the slab effect:experimental investigation[J]. Engineering Mechanics,2018,35(2):160-168.(in Chinese))
[9]牟犇,井后凯,张春巍,王燕,王悦.外加强环不等高H型钢梁-钢管柱节点抗震性能试验研究[J].建筑结构学报,2018,39(8):80-89.(MOU Ben,JING Houkai,ZHANG Chunwei,WANG Yan,WANG Yue.Experimental investigation on seismic behavior of unequal-depth H-shape steel beam to column connection with external-diaphragm[J]. Journal of Building Structures,2018,39(8):80-89.(in Chinese))
[10]钢管结构技术规程:CECS 208:2010[S].北京:中国计划出版社,2010.(Technical specification for structures with steel hollow sections:CECS 208:2010[S]. Beijing:China Planning Press,2010.(in Chinese))
[11]曹正罡,杜鹏,李江东,范峰.低周往复荷载作用下可变梁高装配式钢框架节点力学性能研究[J].建筑结构学报,2015,36(4):1-8.(CAO Zhenggang,DU Peng, LI Jiangdong, FAN Feng. Research on mechanical performance of bolted height adjustable steel beam-to-column connections under low cycle reversed loading[J]. Journal of Building Structures,2015,36(4):1-8.(in Chinese))
[12] BEEDLE L S,JOHNSTON B,TOPRACTSOGLOU A A. Connection for welded continuous portal frames:part 3:progress report No. 4:discussion of test results and conclusions[R]. Fritz Laboratory Reports.Bethlehem,PA:Lehigh University,1952.