配置HRB500钢筋的框架结构非弹性地震反应分析
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摘要
为实现建筑行业的可持续发展,中国土木建筑工程界正在推广应用HRB500级高强钢筋,但是,以HRB500钢筋作为主要受力钢筋的混凝土结构的抗震性能研究还相对缺乏。该文按《混凝土结构设计规范》最新修订稿设计了3个配置不同强度钢筋的8度0.3g区一级抗震等级的混凝土框架结构,并完成了该3个结构在多波输入下的非弹性地震响应分析,对比了配置HRB500钢筋的混凝土框架结构与配置HRB400和HRB335钢筋的相应框架的地震反应规律和抗震性能。分析结果表明:在罕遇水准的地面运动输入下,配置HRB500钢筋的混凝土框架的最大位移反应与配置其他两种钢筋的框架结构大致相当,其构件的塑性转角延性需求则小于配置其他两种钢筋的框架结构;配置HRB500钢筋的一级抗震等级框架结构在强震下形成的是梁铰塑性耗能机构,最大弹塑性层间位移角可满足设计规范规定的要求。
To achieve sustainable development of construction industry,the application of HRB500 reinforcement with high strength and high ductility in RC structures is being promoted in civil and structural engineering in China.But few studies focus on seismic behaviors of RC structures reinforced with HRB500 bars.In this analysis,three RC frame structures on the Zone of Fortification Intensity 8(0.3g) in China reinforced with HRB500,HRB400 and HRB335 bars respectively,are designed confirming to the latest draft of the revising Code for the Design of Concrete Structures.Then inelastic seismic response analyses of the three frames with multiple inputs of ground motions are conducted.The seismic response rules and seismic performances of the RC frame reinforced with HRB500 bars are compared with those frames reinforced with HRB400 and HRB335 bars.The analytical results indicate that under ground motions in rare earthquake level,the maximum displacements of the frame reinforced with HRB500 bars are roughly the same as those of the frames reinforced with HRB400 and HRB335 bars,while the rotation ductility demand of elements in the former structure is smaller than those of elements in the latter structures.It is also found that the frame reinforced with HRB500 bars develops a plastic energy dissipation mechanism that is dominated by beam hinges under major earthquake,and the maximum inter-storey drift of the frame can satisfy the requirement in the Code for the RC Frame Structures.
To achieve sustainable development of construction industry,the application of HRB500 reinforcement with high strength and high ductility in RC structures is being promoted in civil and structural engineering in China.But few studies focus on seismic behaviors of RC structures reinforced with HRB500 bars.In this analysis,three RC frame structures on the Zone of Fortification Intensity 8(0.3g) in China reinforced with HRB500,HRB400 and HRB335 bars respectively,are designed confirming to the latest draft of the revising Code for the Design of Concrete Structures.Then inelastic seismic response analyses of the three frames with multiple inputs of ground motions are conducted.The seismic response rules and seismic performances of the RC frame reinforced with HRB500 bars are compared with those frames reinforced with HRB400 and HRB335 bars.The analytical results indicate that under ground motions in rare earthquake level,the maximum displacements of the frame reinforced with HRB500 bars are roughly the same as those of the frames reinforced with HRB400 and HRB335 bars,while the rotation ductility demand of elements in the former structure is smaller than those of elements in the latter structures.It is also found that the frame reinforced with HRB500 bars develops a plastic energy dissipation mechanism that is dominated by beam hinges under major earthquake,and the maximum inter-storey drift of the frame can satisfy the requirement in the Code for the RC Frame Structures.
引文
[1]裴智,王友权,王学忠,等.HRB500钢筋的研究开发与应用[J].建筑结构,2003(8):28-29.PEI ZHI,WANG YOU-QUAN,WANG XUE-ZHONG,etal.Studies on the development and application ofHRB500 reinforcement[J].Building Structure,2003(8):28-29.
[2]同济大学土木工程学院.配500MPa钢筋的混凝土梁受弯性能试验[R].上海:同济大学,2006.
[3]天津大学建筑工程学院.使用500MPa钢筋的混凝土梁基本性能试验研究报告[R].天津:天津大学,2006.
[4]毛达岭,刘立新,范丽.HRB500钢筋粘结锚固性能及设计建议[J].郑州大学学报:工学版,2004,25(2):54-58.MAO DA-LING,LIU LI-XIN,FAN LI.Cohesion andanchorage behaviors of 500Mpa reinforcements anddesign recommendations[J].Journal of ZhengzhouUniversity:Engineeing Science,2004,25(2):54-58.
[5]葛宏亮.配置HRB500钢筋的框架中间层中间节点抗震性能试验研究[D].重庆:重庆大学,2007.
[6]王智勤.配置500MPa钢筋对角斜筋小跨高比连梁抗震性能对比试验研究[D].重庆:重庆大学,2008.
[7]杨平安.长期荷载作用下配置HRB500级钢筋混凝土受弯构件裂缝宽度及挠度试验研究[D].重庆:重庆大学,2009.
[8]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学,2000.
[9]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[10]PANTAZOPOULOU S J,FRENCH C W.SlabParticipation in Practical Earthquake Design ofreinforced concrete frame[J].ACI Structural Journal,2001,98(4):479-489.
[11]CEB-fib.Seismic design of reinforced concretestructures for controlled inelastic response-designconcepts[M].Comite Euro-international du Beton,Bulletin d Information No.240,Thomas TelfordLtd,1998.
[12]PANAGIOTAKOS T B,FADIS M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148.
[2]同济大学土木工程学院.配500MPa钢筋的混凝土梁受弯性能试验[R].上海:同济大学,2006.
[3]天津大学建筑工程学院.使用500MPa钢筋的混凝土梁基本性能试验研究报告[R].天津:天津大学,2006.
[4]毛达岭,刘立新,范丽.HRB500钢筋粘结锚固性能及设计建议[J].郑州大学学报:工学版,2004,25(2):54-58.MAO DA-LING,LIU LI-XIN,FAN LI.Cohesion andanchorage behaviors of 500Mpa reinforcements anddesign recommendations[J].Journal of ZhengzhouUniversity:Engineeing Science,2004,25(2):54-58.
[5]葛宏亮.配置HRB500钢筋的框架中间层中间节点抗震性能试验研究[D].重庆:重庆大学,2007.
[6]王智勤.配置500MPa钢筋对角斜筋小跨高比连梁抗震性能对比试验研究[D].重庆:重庆大学,2008.
[7]杨平安.长期荷载作用下配置HRB500级钢筋混凝土受弯构件裂缝宽度及挠度试验研究[D].重庆:重庆大学,2009.
[8]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学,2000.
[9]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学,2005.
[10]PANTAZOPOULOU S J,FRENCH C W.SlabParticipation in Practical Earthquake Design ofreinforced concrete frame[J].ACI Structural Journal,2001,98(4):479-489.
[11]CEB-fib.Seismic design of reinforced concretestructures for controlled inelastic response-designconcepts[M].Comite Euro-international du Beton,Bulletin d Information No.240,Thomas TelfordLtd,1998.
[12]PANAGIOTAKOS T B,FADIS M N.Deformations ofreinforced concrete members at yielding and ultimate[J].ACI Structural Journal,2001,98(2):135-148.
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