V型中心支撑钢框架的结构影响系数
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摘要
不同结构体系的设计地震作用与结构影响系数有关。结构影响系数取决于结构延性、强度储备等。基于《建筑抗震设计规范(》GB50011-2001),设计了3个V型中心支撑钢框架,采用Pushover方法,得出了其结构影响系数。对在设防烈度下,中心支撑钢框架水平地震作用的取值提出了建议。
The design earthquake action of various structural systems is affected by the structural influencing coefficient,and the coefficient depends on the structural ductility and overstrength.Based on Code for Seismic Design of Building(GB5001-2001),the paper designs three concentrically V-braced frames,and their structural coefficients are obtained by Push-over analysis.Meantime,the paper suggests the structural influencing coefficient of the concentrically V-braced frame under the seismic fortification intensity.
The design earthquake action of various structural systems is affected by the structural influencing coefficient,and the coefficient depends on the structural ductility and overstrength.Based on Code for Seismic Design of Building(GB5001-2001),the paper designs three concentrically V-braced frames,and their structural coefficients are obtained by Push-over analysis.Meantime,the paper suggests the structural influencing coefficient of the concentrically V-braced frame under the seismic fortification intensity.
引文
[1]Chia-Ming Uang.Establishing R(or)and factors for building seismic provisions[J].Journal of Structural Engineering,1991,117(1):19-28.
[2]何若全,顾强,孙国华.关于钢结构抗震设计中结构影响系数的讨论[J].苏州科技学院学报:工程技术版,2004,17(4):29-32.
[3]顾强,何若全,苏明周.关于钢结构地震作用的讨论[J].苏州科学院学报:工程技术版,2005,18(2):1-5.
[4]Chia-Ming Uang,Ahmed Maarouf.Deflection Amplification factor for seismic design provisions[J].Journal of Structural Engineering,1994,120(8):2423-2436.
[5]A J Kappos.Evaluation of behavior factors on the basis of ductility and overstrength studies[J].Engineering Structures,1999,21:823-835.
[6]T Balendra,X Huang.Overstrength and Ductility Factors for Steel Frames Designed According to BS5960[J].Journal of Structural Engineering,2003,(8):1019-1035.
[7]M Fathi,F Daneshjoo,R E melchers.A method for determining the behavior factor of moment-resisting steel frames with semi-rigid connections[J].Engineering Structures,2006,28:514-531.
[8]CECS160:2004,建筑工程抗震性态设计通则(试用)[S].
[9]GB50011-2001,建筑抗震设计规范[S].
[10]张金海.钢结构地震作用取值的建议与分析[D].哈尔滨:哈尔滨工业大学,2005.
[11]杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题[J].重庆建筑大学学报,2000,22(增刊):192-200.
[12]汪大绥,贺军利,张风新.静力弹塑性分析(Pushover Analysis)的基本原理和计算实例[J].世界地震工程,2004,120(1):49-53.
[13]SAP2000 Analysis Reference[s.n].Computer and Structures,Inc,2002.
[14]GB50017-2003,钢结构设计规范[S].
[15]FEMA-356.NEHRP Guidelines for the Seismic Rehabilitation of Buildings[S].Washington D C,2000.
[16]徐绩青.延性系数确定方法的探讨[J].水运工程,2004,368:14-17.
[17]JGJ 99-98,高层民用建筑钢结构技术规程[S].
[2]何若全,顾强,孙国华.关于钢结构抗震设计中结构影响系数的讨论[J].苏州科技学院学报:工程技术版,2004,17(4):29-32.
[3]顾强,何若全,苏明周.关于钢结构地震作用的讨论[J].苏州科学院学报:工程技术版,2005,18(2):1-5.
[4]Chia-Ming Uang,Ahmed Maarouf.Deflection Amplification factor for seismic design provisions[J].Journal of Structural Engineering,1994,120(8):2423-2436.
[5]A J Kappos.Evaluation of behavior factors on the basis of ductility and overstrength studies[J].Engineering Structures,1999,21:823-835.
[6]T Balendra,X Huang.Overstrength and Ductility Factors for Steel Frames Designed According to BS5960[J].Journal of Structural Engineering,2003,(8):1019-1035.
[7]M Fathi,F Daneshjoo,R E melchers.A method for determining the behavior factor of moment-resisting steel frames with semi-rigid connections[J].Engineering Structures,2006,28:514-531.
[8]CECS160:2004,建筑工程抗震性态设计通则(试用)[S].
[9]GB50011-2001,建筑抗震设计规范[S].
[10]张金海.钢结构地震作用取值的建议与分析[D].哈尔滨:哈尔滨工业大学,2005.
[11]杨媛,白绍良.从各国规范对比看我国抗震设计安全水准评价中的有关问题[J].重庆建筑大学学报,2000,22(增刊):192-200.
[12]汪大绥,贺军利,张风新.静力弹塑性分析(Pushover Analysis)的基本原理和计算实例[J].世界地震工程,2004,120(1):49-53.
[13]SAP2000 Analysis Reference[s.n].Computer and Structures,Inc,2002.
[14]GB50017-2003,钢结构设计规范[S].
[15]FEMA-356.NEHRP Guidelines for the Seismic Rehabilitation of Buildings[S].Washington D C,2000.
[16]徐绩青.延性系数确定方法的探讨[J].水运工程,2004,368:14-17.
[17]JGJ 99-98,高层民用建筑钢结构技术规程[S].
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