一种改进型方钢管柱与钢梁连接节点抗震性能研究
|
摘要
该文主要讨论了一种改进型方钢管柱与钢梁连接节点的抗震性能。通过对3个试件进行低周反复荷载试验,研究了是否采用T型件和梁截面高度比两个设计参数对节点域剪切承载力和变形能力的影响。在试验基础上,采用MSC.Marc2012有限元软件进行了数值模拟分析,有限元模型能够较好地模拟试验试件的各项性能。试验和有限元分析结果表明:改进型高低梁柱异型节点试件应力集中主要发生在T型连接件与梁2的焊接处;虽然两种节点各部分的变形分担率十分接近,但改进型高低梁柱异型节点的剪切承载力和耗能能力分别提高了20%和200%。文末提出了T型连接装置的计算模型和设计方法,为今后实际工程应用提供了参考依据。
This paper investigates the seismic behavior of an improved square steel hollow column to steel beam joint. Three cruciform specimens are subjected to low cyclic loading to investigate the influence of the T-shape connector and beam depth ratio on the shear strength and deformation capacity of the panel zone. For comparison with the experimental data, numerical analysis is carried out by finite element software MSC. Marc 2012. The finite element model can simulate the performance of the cruciform specimens with high accuracy. The results of the experiment and the finite element analysis indicate that the stress concentration of the improved joint occurs in the welds between the T-shape connector and Beam 2. The deformation contribution of the components is similar to each other for all specimens. The shear strength and accumulated energy dissipation of the improved joints are increased by 20% and 200%, respectively. A design method for the T-shape connector is proposed, which provides the design basis for engineering practice in the future.
This paper investigates the seismic behavior of an improved square steel hollow column to steel beam joint. Three cruciform specimens are subjected to low cyclic loading to investigate the influence of the T-shape connector and beam depth ratio on the shear strength and deformation capacity of the panel zone. For comparison with the experimental data, numerical analysis is carried out by finite element software MSC. Marc 2012. The finite element model can simulate the performance of the cruciform specimens with high accuracy. The results of the experiment and the finite element analysis indicate that the stress concentration of the improved joint occurs in the welds between the T-shape connector and Beam 2. The deformation contribution of the components is similar to each other for all specimens. The shear strength and accumulated energy dissipation of the improved joints are increased by 20% and 200%, respectively. A design method for the T-shape connector is proposed, which provides the design basis for engineering practice in the future.
引文
[1]牟犇,王玲玲,张春巍,等.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―168,213.Mou Ben,Wang Lingling,Zhang Chunwei,et al.Aseismic performance of beam-to-column joints with external-diaphragm considering slab effect:Experimental investigation[J].Engineering Mechanics,2018,35(2):160―168,213.(in Chinese)
[2]牟犇,井后凯,张春巍,等.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[J].建筑结构学报,2018,39(8):80―89.Mou Ben,Jing Houkai,Zhang Chunwei,et al.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)
[3]隋伟宁,孙希,王占飞,等.左右梁高不同异形节点设计方法及力学性能研究[J].工程力学,2013,30(S1):83―88.Sui Weining,Sun Xi,Wang Zhanfei,et al.Research on design method and mechanical performance of the irregular joint with different beam depths[J].Engineering Mechanics,2013,30(S1):83―88.(in Chinese)
[4]薛建阳,胡宗波,彭修宁,等.钢结构箱形柱与梁异型节点抗剪承载力分析[J].土木工程学报,2011,44(8):9―15.Xue Jianyang,Hu Zongbo,Peng Xiuning,et al.Analysis of shear resistance of irregular joint between steel box columns and beams[J].China Civil Engineering Journal,2011,44(8):9―15.(in Chinese)
[5]Miller D K.Lessons learned from the Northridge earthquake[J].Engineering Structures,1998,20(4-6):249―260.
[6]胡方鑫,施刚,石永久.基于断裂力学的高强度钢材梁柱节点受力性能分析[J].工程力学,2015,32(4):41―46.Hu Fangxin,Shi Gang,Shi Yongjiu.Fracture behavior of beam-column connections using high strength steel based on fracture mechanics[J].Engineering Mechanics,2015,32(4):41―46.(in Chinese)
[7]ANSI/AISC 360―10,Specification for structural steel buildings[S].Chicago:American Institute of Steel Construction,2010.
[8]GB 50017-2003,钢结构设计规范[S].北京:中国计划出版社,2003.GB 50017-2003,Ministry of housing and urban-rural development[S].Beijing:China Planning Press,2003.(in Chinese)
[9]日本建筑学会.钢构造接合部设计指针[S].东京:日本建筑学会,2012.Architectural Institute of Japan.Recommendation for design of connections in steel structures[S].Tokyo:Architectural Institute of Japan,2012.(in Japanese)
[10]Eslami M,Namba H.Elasto-plastic behavior of composite beam connected to RHS column,experimental test results[J].International Journal of Steel Structures,2016,16(3):901―912.
[11]Kuwahara S,Kumano T,Inoue K.The elasto-plastic behaviors of joint panels at the connection of rectangular steel column and two H-shaped beams with different depth[J].Journal of Structure Construction Engineer,2000,AIJ(533):175―181.
[12]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(8):1211―1215.Liu Hongbo,Xie Lili,Shao Yongsong.Finite element analyses of the rigid connections with steel box columns and I section beams[J].Journal of Harbin Institute of Technology,2007(8):1211―1215.(in Chinese)
[13]曹正罡,杜鹏,李江东,等.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,et al.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)
[14]李刚,陈以一.钢框架圆管柱梁节点域的抗剪承载力[J].建筑钢结构进展,2009,11(6):33―39.Li Gang,Chen Yiyi.Shear resistance of panel zone of frame joint connecting CHS column and H steel beams.[J].Progress in Steel Building Structures,2009,11(6):33―39.(in Chinese)
[15]Kubota J,Taki M,Tsukamoto K,et al.Elasto-plastic behavior of connection between concrete-filled square steel tubular column and steel beam using split external diaphragm[R].Annual Report,Kajima Technical Research Institute,Kajima Corporation,2007:65―70.
[16]Imai K,Yoshida Y,Saijo K,et al.An experimental report on elasto-plastics behaviors of beam-to-column connections with an offset in right and left beam positions[J].Journal of Structure Construction Engineer,1991,AIJ(425):27―35.
[17]Beedle L S,Topractsologlou A A,Johnston B G.Connection for welded continuous portal frames(part IIIDiscussion of test results and conclusions),Progress report NO.4[J].The Welding Journal,1952,11(4):543―560.
[2]牟犇,井后凯,张春巍,等.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[J].建筑结构学报,2018,39(8):80―89.Mou Ben,Jing Houkai,Zhang Chunwei,et al.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)
[3]隋伟宁,孙希,王占飞,等.左右梁高不同异形节点设计方法及力学性能研究[J].工程力学,2013,30(S1):83―88.Sui Weining,Sun Xi,Wang Zhanfei,et al.Research on design method and mechanical performance of the irregular joint with different beam depths[J].Engineering Mechanics,2013,30(S1):83―88.(in Chinese)
[4]薛建阳,胡宗波,彭修宁,等.钢结构箱形柱与梁异型节点抗剪承载力分析[J].土木工程学报,2011,44(8):9―15.Xue Jianyang,Hu Zongbo,Peng Xiuning,et al.Analysis of shear resistance of irregular joint between steel box columns and beams[J].China Civil Engineering Journal,2011,44(8):9―15.(in Chinese)
[5]Miller D K.Lessons learned from the Northridge earthquake[J].Engineering Structures,1998,20(4-6):249―260.
[6]胡方鑫,施刚,石永久.基于断裂力学的高强度钢材梁柱节点受力性能分析[J].工程力学,2015,32(4):41―46.Hu Fangxin,Shi Gang,Shi Yongjiu.Fracture behavior of beam-column connections using high strength steel based on fracture mechanics[J].Engineering Mechanics,2015,32(4):41―46.(in Chinese)
[7]ANSI/AISC 360―10,Specification for structural steel buildings[S].Chicago:American Institute of Steel Construction,2010.
[8]GB 50017-2003,钢结构设计规范[S].北京:中国计划出版社,2003.GB 50017-2003,Ministry of housing and urban-rural development[S].Beijing:China Planning Press,2003.(in Chinese)
[9]日本建筑学会.钢构造接合部设计指针[S].东京:日本建筑学会,2012.Architectural Institute of Japan.Recommendation for design of connections in steel structures[S].Tokyo:Architectural Institute of Japan,2012.(in Japanese)
[10]Eslami M,Namba H.Elasto-plastic behavior of composite beam connected to RHS column,experimental test results[J].International Journal of Steel Structures,2016,16(3):901―912.
[11]Kuwahara S,Kumano T,Inoue K.The elasto-plastic behaviors of joint panels at the connection of rectangular steel column and two H-shaped beams with different depth[J].Journal of Structure Construction Engineer,2000,AIJ(533):175―181.
[12]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(8):1211―1215.Liu Hongbo,Xie Lili,Shao Yongsong.Finite element analyses of the rigid connections with steel box columns and I section beams[J].Journal of Harbin Institute of Technology,2007(8):1211―1215.(in Chinese)
[13]曹正罡,杜鹏,李江东,等.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,et al.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)
[14]李刚,陈以一.钢框架圆管柱梁节点域的抗剪承载力[J].建筑钢结构进展,2009,11(6):33―39.Li Gang,Chen Yiyi.Shear resistance of panel zone of frame joint connecting CHS column and H steel beams.[J].Progress in Steel Building Structures,2009,11(6):33―39.(in Chinese)
[15]Kubota J,Taki M,Tsukamoto K,et al.Elasto-plastic behavior of connection between concrete-filled square steel tubular column and steel beam using split external diaphragm[R].Annual Report,Kajima Technical Research Institute,Kajima Corporation,2007:65―70.
[16]Imai K,Yoshida Y,Saijo K,et al.An experimental report on elasto-plastics behaviors of beam-to-column connections with an offset in right and left beam positions[J].Journal of Structure Construction Engineer,1991,AIJ(425):27―35.
[17]Beedle L S,Topractsologlou A A,Johnston B G.Connection for welded continuous portal frames(part IIIDiscussion of test results and conclusions),Progress report NO.4[J].The Welding Journal,1952,11(4):543―560.
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |