刚性钢框架异型节点性能及设计方法
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摘要
为研究大型火电厂主厂房钢框架异型节点的受力性能,以轴压比及柱两侧梁截面高度比为设计参数,制作了6个缩尺比为1:4的异型节点试件,对其进行了低周反复加载试验。基于试件破坏规律分析了影响节点域承载能力的主要因素,通过对节点域进行分区并依据力学原理推导了该类型节点域的设计计算公式,将计算结果与试验结果进行比较,两者差值在18%左右,表明论文所提出的刚性钢框架异型节点域的设计方法是可行的,对节点域的设计计算有助于保证强节点要求。
In order to study the mechanical behaviors of irregular joints in rigid steel frames which had been used in large-scale power plant,6 specimens in 1/4 scale of the prototype model were designed according to different axial compression ratio and section height ratio of beams and were tested under low cyclic reversed loading.Based on the failure law of specimens,the main factors that affect the bearing capacity of the irregular joints were analyzed.By the division of panel zone,the calculating formula was put forward according to mechanical principles.It is found that the difference between calculating results and experimental results is about 18%.And the proposed method for calculating the irregular joints in rigid steel frames is feasible.
In order to study the mechanical behaviors of irregular joints in rigid steel frames which had been used in large-scale power plant,6 specimens in 1/4 scale of the prototype model were designed according to different axial compression ratio and section height ratio of beams and were tested under low cyclic reversed loading.Based on the failure law of specimens,the main factors that affect the bearing capacity of the irregular joints were analyzed.By the division of panel zone,the calculating formula was put forward according to mechanical principles.It is found that the difference between calculating results and experimental results is about 18%.And the proposed method for calculating the irregular joints in rigid steel frames is feasible.
引文
[1]王喜堂,徐忠根.钢框架栓焊梁柱连接节点的抗震设计[J].四川建筑科学研究,2008,34(1):120-123.WANG XI-TANG,XU ZHONG-GEN.Seisimic designof beam-column bolted and welded joints of steel frames[J].Sichuan Building Science,2008,34(1):120-123.
[2]李国强,孙飞飞.关于钢结构抗震存在的问题及建议[J].地震工程与工程震动,2006,26(3):108-114.LI GUO-QING,SUN FEI-FEI.Some problems andsuggestions on seismic design of high-rise steelstructures[J].Earthquake Engineering and EngineeringVibration,2006,26(3):108-114.
[3]DUANE K MILLER.Lessons learned from thenorthridge earthquake[J].Engineering Structures,1998,20(4-6):249-260.
[4]ROEDER C W,FOUTH D A.Experimental results forseismic resistant steel moment frame connections[J].J.Struc.Eng.1996,122(6):581-588.
[5]MIRGHADERI S R,DEHGHANI RENANI M.Therigid seismic connection of continuous beams to column[J].Journal of Constructional Steel Research,2008,64(12):1516-1529.
[6]张文元,朱福军.梁端翼缘扩大型钢框架梁柱节点的受力性能分析[J].建筑钢结构进展,2007,9(6):33-38.ZHANG WEN-YUAN,ZHU FU-JUN.Studies on thebehaviors of beam-to-column connections with beam-endflange hunch[J].Progress in Steel Building Structures,2007,9(6):33-38.
[7]张文元,于海丰,张耀春,等.大型火电厂钢结构主厂房铰接中心支撑框架体系的振动台试验研究[J].建筑结构学报,2009,30(3):11-19.ZHANG WEN-YUAN,YU HAI-FENG,ZHANGYAO-CHUN,et al.Shaking table test of specialconcentrically braced steel frame with pinnedconnections for main structure[J].Journal of BuildingStructures,2009,30(3):11-19.
[8]苏明周,顾强,解宝安,等.大型火电厂全焊钢框架梁柱连接抗震性能及加腋修复试验研究[J].建筑结构,2006,36(8):37-41.SU MING-ZHOU,GU QIANG,XIE BAO-AN,et al.Experimental research on hysteretic behaviors of weldedmoment resisting frame connections with general andhaunch stiffened form in power plant[J].BuildingStructure,2006,36(8):37-41.
[9]IHADDOUDENE A N T,SAIDANI M,CHEMROUKM.Mechanical mode for the analysis of steel frameswith semi-rigid joints[J].Journal of ConstructionalSteel Research,2009,65(3):631-640.
[10]HAGISHITA T,OHSAKI M.Optimal placement ofbraces for steel frames with semi-rigid joints by scattersearch[J].Computers&Structures,2008,86(21/22):1983-1993.
[11]HADIANFARD M A,RAZANI R.Effects of semi-rigidbehavior of connections in the reliability of steel frames[J].Structural Safety,2003,25(2):123-138.
[12]GB 50260-96电力设施抗震设计规范[S].北京:中国计划出版社,1996.
[13]JGJ 99-98高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[14]European Committee for Standarization.Euro Code 3,Design of Steel Structures,Part 1.8,Design of Joints.EN 1993-1-8[S].Brussels,2005.
[15]GB 50017-2003钢结构设计规范[S].北京:中国计划出版社,2003.
[2]李国强,孙飞飞.关于钢结构抗震存在的问题及建议[J].地震工程与工程震动,2006,26(3):108-114.LI GUO-QING,SUN FEI-FEI.Some problems andsuggestions on seismic design of high-rise steelstructures[J].Earthquake Engineering and EngineeringVibration,2006,26(3):108-114.
[3]DUANE K MILLER.Lessons learned from thenorthridge earthquake[J].Engineering Structures,1998,20(4-6):249-260.
[4]ROEDER C W,FOUTH D A.Experimental results forseismic resistant steel moment frame connections[J].J.Struc.Eng.1996,122(6):581-588.
[5]MIRGHADERI S R,DEHGHANI RENANI M.Therigid seismic connection of continuous beams to column[J].Journal of Constructional Steel Research,2008,64(12):1516-1529.
[6]张文元,朱福军.梁端翼缘扩大型钢框架梁柱节点的受力性能分析[J].建筑钢结构进展,2007,9(6):33-38.ZHANG WEN-YUAN,ZHU FU-JUN.Studies on thebehaviors of beam-to-column connections with beam-endflange hunch[J].Progress in Steel Building Structures,2007,9(6):33-38.
[7]张文元,于海丰,张耀春,等.大型火电厂钢结构主厂房铰接中心支撑框架体系的振动台试验研究[J].建筑结构学报,2009,30(3):11-19.ZHANG WEN-YUAN,YU HAI-FENG,ZHANGYAO-CHUN,et al.Shaking table test of specialconcentrically braced steel frame with pinnedconnections for main structure[J].Journal of BuildingStructures,2009,30(3):11-19.
[8]苏明周,顾强,解宝安,等.大型火电厂全焊钢框架梁柱连接抗震性能及加腋修复试验研究[J].建筑结构,2006,36(8):37-41.SU MING-ZHOU,GU QIANG,XIE BAO-AN,et al.Experimental research on hysteretic behaviors of weldedmoment resisting frame connections with general andhaunch stiffened form in power plant[J].BuildingStructure,2006,36(8):37-41.
[9]IHADDOUDENE A N T,SAIDANI M,CHEMROUKM.Mechanical mode for the analysis of steel frameswith semi-rigid joints[J].Journal of ConstructionalSteel Research,2009,65(3):631-640.
[10]HAGISHITA T,OHSAKI M.Optimal placement ofbraces for steel frames with semi-rigid joints by scattersearch[J].Computers&Structures,2008,86(21/22):1983-1993.
[11]HADIANFARD M A,RAZANI R.Effects of semi-rigidbehavior of connections in the reliability of steel frames[J].Structural Safety,2003,25(2):123-138.
[12]GB 50260-96电力设施抗震设计规范[S].北京:中国计划出版社,1996.
[13]JGJ 99-98高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[14]European Committee for Standarization.Euro Code 3,Design of Steel Structures,Part 1.8,Design of Joints.EN 1993-1-8[S].Brussels,2005.
[15]GB 50017-2003钢结构设计规范[S].北京:中国计划出版社,2003.
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