装配式混凝土框架顶层端节点抗震性能试验
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摘要
进行了5个配置500 MPa级纵筋框架顶层端节点试件的低周反复加载试验,研究了采用两种新型构造的装配整体式混凝土框架顶层端节点的破坏形态、滞回曲线、骨架曲线和位移延性等抗震性能及承载力,并提出了柱端无上伸节点的斜截面受弯承载力计算方法.结果表明:装配式试件均发生了梁端受弯破坏,且集中在梁端结合面较小范围内,但梁水平叠合面未见开裂;装配式试件的滞回曲线相对现浇试件更为饱满,其位移延性和耗能能力均优于现浇试件;装配式试件的位移延性系数为2.54～3.66,极限位移角为1/29～1/26,且柱端无上伸试件的延性略优于柱端上伸试件;装配式试件的极限承载力比现浇试件平均约低10%,但其极限承载力计算值与试验值之比平均为0.62～0.71,仍具有较高的安全储备.
Five full-scale knee joints of concrete frame with HRB500 reinforcements were designed,and pseudo-static tests were conducted. Seismic performances of two new kinds of precast knee joints were investigated. Failure patterns, hysteretic loops, skeleton curves, displacement ductility, energy dissipation capacity, and ultimate bearing capacity were analyzed. Besides, the calculation method of bending bearing capacity of inclined section in knee joint were proposed. The results indicated that all the precast specimens were subjected to bending failure in the small range of the beam end. There was no crack on the combined interface of frame beams. Compared to the cast-in-situ joint, the precast joints had a greater displacement ductility coefficient and the hysteretic loops were chubbier. The displacement ductility coefficient and ultimate displacement angle of precast joints were from 2.54 to 3.66 and 1/29 to 1/26 respectively. The ductility of specimens without extended column head were greater than that of specimens with extended column head. The average ultimate bearing capacity of precast specimens was about 10% lower than that of the cast-in-situ joint, while the ratio of calculation value to experimental value was from 0.62 to 0.71, still having a high safety degree.
Five full-scale knee joints of concrete frame with HRB500 reinforcements were designed,and pseudo-static tests were conducted. Seismic performances of two new kinds of precast knee joints were investigated. Failure patterns, hysteretic loops, skeleton curves, displacement ductility, energy dissipation capacity, and ultimate bearing capacity were analyzed. Besides, the calculation method of bending bearing capacity of inclined section in knee joint were proposed. The results indicated that all the precast specimens were subjected to bending failure in the small range of the beam end. There was no crack on the combined interface of frame beams. Compared to the cast-in-situ joint, the precast joints had a greater displacement ductility coefficient and the hysteretic loops were chubbier. The displacement ductility coefficient and ultimate displacement angle of precast joints were from 2.54 to 3.66 and 1/29 to 1/26 respectively. The ductility of specimens without extended column head were greater than that of specimens with extended column head. The average ultimate bearing capacity of precast specimens was about 10% lower than that of the cast-in-situ joint, while the ratio of calculation value to experimental value was from 0.62 to 0.71, still having a high safety degree.
引文
[1] 中华人民共和国住房和城乡建设部.混凝土结构设计规范:GB 500102010 [S].北京:中国建筑工业出版社,2015.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Design code of concrete buildings:GB 500102010 [S].Beijing:China Architecture & Building Press,2015.
[2] 中华人民共和国住房和城乡建设部.装配式混凝土结构技术规程:JGJ 12014 [S].北京:中国建筑工业出版社,2014.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical specification for precast concrete structures:JGJ 12014 [S].Beijing:China Architecture & Building Press,2014.
[3] 薛伟辰,杨新磊,王蕴,等.现浇柱叠合梁框架节点抗震性能试验研究[J].建筑结构学报,2008,29(6):9.XUE Weichen,YANG Xinlei,WANG Yun,et al.Experimental study on seismic behavior of different type of frame connections with composite beams and cast-in-place columns[J].Journal of Building Structures,2008,29(6):9.
[4] 田春雨,高杰,郝玮,等.装配式框架梁柱节点力学性能试验研究报告[R].北京:中国建筑科学研究院,2012.TIAN Chunyu,GAO Jie,HAO Wei,et al.Experimental study on mechanical properties of joints for precast frame[R].Beijing:China Academy of Building Research,2012.
[5] 傅剑平,白绍良.钢筋混凝土框架顶层端节点的设计方法及构造措施——《混凝土结构设计规范》(GB 500102002)有关新增条文背景介绍[J].建筑结构,2003,33(1):5.FU Jianping,BAI Shaoliang.Design method and construction measure of knee joint for reinforced concrete frame—background information on the new provisions about design code of concrete buildings(GB 500102002)[J].Building Structures,2003,33(1):5.
[6] 中华人民共和国住房和城乡建设部.装配式混凝土建筑技术标准:GB/T 512312016 [S].北京:中国建筑工业出版社,2016.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical standard for precast concrete construction:GB/T 512312016 [S].Beijing:China Architecture & Building Press,2016.
[7] WALLACE J W,MC CONNELL S W,GUPTA P,et al.Use of headed reinforcement in beam-column joints subjected to earthquake loads [J].ACI Structural Journal,1998,95(5):1.
[8] 游宇.混凝土框架顶层端节点中采用钢筋锚固板的试验研究 [D].天津:天津大学,2008.YOU Yu.Experimental study of concrete knee beam-column joint with headed reinforcement[D].Tianjin:Tianjin University,2008.
[9] 冯长征.配置HRB500钢筋的框架顶层端节点抗震性能试验研究 [D].重庆:重庆大学,2007.FENG Changzheng.Experimental research of the beam-column knee joint with HRB500 steel in earthquake-resistant frames[D].Chongqing:Chongqing University,2007.
[10] ACI-ASCE Committee 352.Recommendations for design of beam-column connections in monolithic reinforced concrete structures:ACI 352R-02 [S].Farmington:American Concrete Institute,2002.
[11] ACI Committee 318.Building code requirements for structural concrete (ACI 318-14) and commentary (ACI 318R-14)[S].Farmington:American Concrete Institute,2014.
[12] 中华人民共和国住房和城乡建设部.钢筋锚固板应用技术规程:JGJ 2562011 [S].北京:中国建筑工业出版社,2011.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical specification for application of reinforcement anchoring plate:JGJ 2562011 [S].Beijing:China Architecture & Building Press,2011.
[13] 中国工程建设标准化协会.钢筋混凝土装配整体式框架节点与连接设计规程:CECS 431992[S].北京:中国建筑工业出版社,1992.China Association for Engineering Construction Standardization.Design specification for joints and connections of precast monolithic reinforced concrete frames:CECS 431992 [S].Beijing:China Architecture & Building Press,1992.
[14] 唐九如,张新建.钢筋混凝土框架节点抗震 [M].南京:东南大学出版社,1989:120-131.TANG Jiuru,ZHANG Xinjian.Seismic resistance of joints in reinforced concrete frames[M].Nanjing:Southeast University Press,1989:120-131.
[15] 傅剑平.钢筋混凝土框架节点抗震性能与设计方法研究 [D].重庆:重庆大学,2002.FU Jianping.Seismic behavior and design of joints in a reinforced concrete frame [D].Chongqing:Chongqing University,2002.
[16] 朱爱萍,肖从真,黄小坤.配置500 MPa纵筋钢筋混凝土框架顶层端节点抗震性能研究[J].土木建筑与环境工程,2015,37(4):12.ZHU Aiping,XIAO Congzhen,HUANG Xiaokun.Seismic behavior of knee joints for reinforced concrete frame with 500 MPa reinforcement[J].Journal of Civil,Architectural & Environment Engineering,2015,37(4):12.
[17] 中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB 500112010 [S].北京:中国建筑工业出版社,2016.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Code for seismic design of buildings:GB 500112010 [S].Beijing:China Architecture & Building Press,2016.
[2] 中华人民共和国住房和城乡建设部.装配式混凝土结构技术规程:JGJ 12014 [S].北京:中国建筑工业出版社,2014.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical specification for precast concrete structures:JGJ 12014 [S].Beijing:China Architecture & Building Press,2014.
[3] 薛伟辰,杨新磊,王蕴,等.现浇柱叠合梁框架节点抗震性能试验研究[J].建筑结构学报,2008,29(6):9.XUE Weichen,YANG Xinlei,WANG Yun,et al.Experimental study on seismic behavior of different type of frame connections with composite beams and cast-in-place columns[J].Journal of Building Structures,2008,29(6):9.
[4] 田春雨,高杰,郝玮,等.装配式框架梁柱节点力学性能试验研究报告[R].北京:中国建筑科学研究院,2012.TIAN Chunyu,GAO Jie,HAO Wei,et al.Experimental study on mechanical properties of joints for precast frame[R].Beijing:China Academy of Building Research,2012.
[5] 傅剑平,白绍良.钢筋混凝土框架顶层端节点的设计方法及构造措施——《混凝土结构设计规范》(GB 500102002)有关新增条文背景介绍[J].建筑结构,2003,33(1):5.FU Jianping,BAI Shaoliang.Design method and construction measure of knee joint for reinforced concrete frame—background information on the new provisions about design code of concrete buildings(GB 500102002)[J].Building Structures,2003,33(1):5.
[6] 中华人民共和国住房和城乡建设部.装配式混凝土建筑技术标准:GB/T 512312016 [S].北京:中国建筑工业出版社,2016.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical standard for precast concrete construction:GB/T 512312016 [S].Beijing:China Architecture & Building Press,2016.
[7] WALLACE J W,MC CONNELL S W,GUPTA P,et al.Use of headed reinforcement in beam-column joints subjected to earthquake loads [J].ACI Structural Journal,1998,95(5):1.
[8] 游宇.混凝土框架顶层端节点中采用钢筋锚固板的试验研究 [D].天津:天津大学,2008.YOU Yu.Experimental study of concrete knee beam-column joint with headed reinforcement[D].Tianjin:Tianjin University,2008.
[9] 冯长征.配置HRB500钢筋的框架顶层端节点抗震性能试验研究 [D].重庆:重庆大学,2007.FENG Changzheng.Experimental research of the beam-column knee joint with HRB500 steel in earthquake-resistant frames[D].Chongqing:Chongqing University,2007.
[10] ACI-ASCE Committee 352.Recommendations for design of beam-column connections in monolithic reinforced concrete structures:ACI 352R-02 [S].Farmington:American Concrete Institute,2002.
[11] ACI Committee 318.Building code requirements for structural concrete (ACI 318-14) and commentary (ACI 318R-14)[S].Farmington:American Concrete Institute,2014.
[12] 中华人民共和国住房和城乡建设部.钢筋锚固板应用技术规程:JGJ 2562011 [S].北京:中国建筑工业出版社,2011.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Technical specification for application of reinforcement anchoring plate:JGJ 2562011 [S].Beijing:China Architecture & Building Press,2011.
[13] 中国工程建设标准化协会.钢筋混凝土装配整体式框架节点与连接设计规程:CECS 431992[S].北京:中国建筑工业出版社,1992.China Association for Engineering Construction Standardization.Design specification for joints and connections of precast monolithic reinforced concrete frames:CECS 431992 [S].Beijing:China Architecture & Building Press,1992.
[14] 唐九如,张新建.钢筋混凝土框架节点抗震 [M].南京:东南大学出版社,1989:120-131.TANG Jiuru,ZHANG Xinjian.Seismic resistance of joints in reinforced concrete frames[M].Nanjing:Southeast University Press,1989:120-131.
[15] 傅剑平.钢筋混凝土框架节点抗震性能与设计方法研究 [D].重庆:重庆大学,2002.FU Jianping.Seismic behavior and design of joints in a reinforced concrete frame [D].Chongqing:Chongqing University,2002.
[16] 朱爱萍,肖从真,黄小坤.配置500 MPa纵筋钢筋混凝土框架顶层端节点抗震性能研究[J].土木建筑与环境工程,2015,37(4):12.ZHU Aiping,XIAO Congzhen,HUANG Xiaokun.Seismic behavior of knee joints for reinforced concrete frame with 500 MPa reinforcement[J].Journal of Civil,Architectural & Environment Engineering,2015,37(4):12.
[17] 中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB 500112010 [S].北京:中国建筑工业出版社,2016.Ministry of Housing and Urban-Rural Development of the People’s Republic of China.Code for seismic design of buildings:GB 500112010 [S].Beijing:China Architecture & Building Press,2016.