连梁骨架曲线与滞回特性研究
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摘要
连梁作为剪力墙的主要耗能构件,对结构在罕遇地震作用下的抗震性能具有很大影响。该文主要着眼于连梁在往复荷载作用下的受力特点与极限变形能力,对国内外47个连梁模型试验结果进行较为深入的分析。连梁的破坏形态与其配筋形式密切相关。受到混凝土交叉裂缝以及钢筋滑移等影响,平行配筋连梁的滞回曲线捏拢严重。对于小跨高比连梁,通过配置对角斜筋或综合配筋等方式,可改善连梁的耗能性能。该文引入弯矩-变形角表征连梁内力与变形的关系,可以综合考虑弯曲变形、剪切变形、混凝土开裂以及钢筋滑移等因素的影响。连梁最大变形角与跨高比、配箍特征值和剪箍比的相关性分析结果表明,配筋形式对连梁极限变形能力的影响不大。基于连梁在往复荷载作用下试验结果得到连梁的标准骨架曲线,与我国相关设计规范对连梁的要求保持一致,便于在实际中工程应用。通过假定卸载刚度与加载刚度相同、滞回曲线包裹面积相等的方法,确定滞回曲线的捏拢控制参数,得到的连梁简化滞回曲线与试验结果符合良好。
As a major energy dissipation component of shear-walls, the reinforced concrete coupling beam in the shear-walls possess a great influence on the aseismic performance of structures under a rare earthquake. The mechanical characteristics and ultimate deformation capacity of the coupling beams under revered cyclic loading were focused, the experimental results of 47 coupling beams at home and abroad were analyzed comprehensively. The damage behavior of the coupling beams is closely related to the reinforcement scheme. Affected by cross cracks of concrete and sliding of steel bars, the hysteretic curves of a coupling beam with parallel reinforcement are severely pinched. For the coupling beam with a small aspect ratio, the energy dissipation capacity can be improved by using diagonal reinforcements or synthetically diagonal reinforcements. The bending moment and deformation angle are introduced to present the relationship between the internal force and deformation of coupling beams, the influence of bending deformation, shear deformation, concrete cracking and steel bar slip canbe considered synthetically. The results of parameter analysis for span-depth ratio, stirrup eigenvalues and shear force-shear resistance ratio of coupling beams show that the reinforcement scheme has little effect on the ultimate deformation angles of coupling beams. Based on the test results under reversed cyclic loading, the standard M-θskeleton curve for coupling beams is obtained, which is consistent with requirements relevant to coupling beams in China design specifications, and can be applied in elasto-plastic analysis easily. The control parameters of the hysteretic curve are determined by assuming that the unloading stiffness is the same as the loading stiffness, that both area is enveloped by the test hysteresis loop, and that the simplified hysteresis loop are equal. The simplified hysteretic curve of a coupling beam is in a good agreement with the experimental results.
As a major energy dissipation component of shear-walls, the reinforced concrete coupling beam in the shear-walls possess a great influence on the aseismic performance of structures under a rare earthquake. The mechanical characteristics and ultimate deformation capacity of the coupling beams under revered cyclic loading were focused, the experimental results of 47 coupling beams at home and abroad were analyzed comprehensively. The damage behavior of the coupling beams is closely related to the reinforcement scheme. Affected by cross cracks of concrete and sliding of steel bars, the hysteretic curves of a coupling beam with parallel reinforcement are severely pinched. For the coupling beam with a small aspect ratio, the energy dissipation capacity can be improved by using diagonal reinforcements or synthetically diagonal reinforcements. The bending moment and deformation angle are introduced to present the relationship between the internal force and deformation of coupling beams, the influence of bending deformation, shear deformation, concrete cracking and steel bar slip canbe considered synthetically. The results of parameter analysis for span-depth ratio, stirrup eigenvalues and shear force-shear resistance ratio of coupling beams show that the reinforcement scheme has little effect on the ultimate deformation angles of coupling beams. Based on the test results under reversed cyclic loading, the standard M-θskeleton curve for coupling beams is obtained, which is consistent with requirements relevant to coupling beams in China design specifications, and can be applied in elasto-plastic analysis easily. The control parameters of the hysteretic curve are determined by assuming that the unloading stiffness is the same as the loading stiffness, that both area is enveloped by the test hysteresis loop, and that the simplified hysteresis loop are equal. The simplified hysteretic curve of a coupling beam is in a good agreement with the experimental results.
引文
[1]GB 50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2010,Design Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[2]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of building[S].Beijing:Architecture&Building Press,2010.(in Chinese)
[3]JGJ 3-2010,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.JGJ 3-2010,Technical specification for concrete structure of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[4]龚炳年,方鄂华.反复荷载下联肢剪力墙结构连系梁的性能[J].建筑结构学报,1988,9(1):34-41.Gong Binnian,Fang Ehua.Behavior of reinforced concrete coupling beams between shear walls under cyclic loading[J].Journal of building structures,1988,9(1):34-41.(in Chinese)
[5]吴波,刘志强,林少书,等.香港现役钢筋混凝土连梁的抗震性能试验研究[J].世界地震工程,2002,18(2):9-16.Wu Bo,Liu Zhiqiang,Lin Shaoshu,et al.Experimental study on seismic performance of existing reinforced concrete coupling beams in Hong Kong[J].World Earthquake Engineering,2002,18(2):9-16.(in Chinese)
[6]刘清山.抗震剪力墙小跨高比连梁的理论分析及试验研究[D].陕西:西安建筑科技大学,2006.Liu Qingshan.Theoretical analysis and experimental study on coupling beams with small span to depth ratio in seismic coupled shear walls structure[D].Shaanxi:Xi’an University of Architecture and Technology,2006.(in Chinese)
[7]Bre?a S F,Ihtiyar O.Performance of conventionally reinforced coupling beams subjected to cyclic loading[J].Journal of Structural Engineering,2010,137(6):665-676.
[8]Kwan A K H,Zhao Z Z.Cyclic behavior of deep reinforced concrete coupling beams[J].Proceedings of the Institution of Civil Engineers-Structures and Buildings,2002,152(3):283-294.
[9]Zhao Z Z,Kwan A K H.Nonlinear behavior of deep reinforced concrete coupling beams[J].Structural Engineering and Mechanics,2003,15(2):181-198.
[10]Paulay T,Binney J R.Diagonally reinforced coupling beams of shear walls[J].ACI Special Publication,SP-42,1974,2:579-598.
[11]皮天祥,傅剑平,白绍良,等.小跨高比对角斜筋连梁抗震性能的试验[J].重庆大学学报,2009,32(9):1086-1092,1116.Pi Tianxiang,Fu Jianping,Bai Shaoliang,et al.Experimental research on aseismic capability of diagonally crossing reinforced coupling beams with the small ratio of span to depth[J].Journal of Chongqing University,2009,32(9):1086-1092,1116.(in Chinese)
[12]孙占国,林宗凡,戴瑞同.菱形配筋剪力墙连梁的受力性能[J].建筑结构学报,1994,15(5):14-23.Sun Zhanguo,Lin Zongfan,Dai Ruitong.Behavior of coupling beam of sear wall reinforced with inclined rhomboidal bars[J].Journal of building structures,1994,15(5):14-23.(in Chinese)
[13]张彬彬,白绍良,傅剑平,等.剪力墙小跨高比连梁合理配筋的试验研究[J].建筑科学,2005,21(4):10-15.Zhang Binbin,Bai Shaoliang,Fu Jianping,et al.Experimental research of reasonable reinforcement of short coupling beams of shear walls[J].Building Science,2005,21(4):10-15.(in Chinese)
[14]陈京洲.新型配筋小跨高比洞口连梁的试验研究设计方法[D].重庆:重庆大学,2006.Chen Jingzhou.Experimental study on small span to depth ratio coupling beams with new reinforce scheme and design method[D].Chongqing:Chongqing University,2006.(in Chinese)
[15]刘光伟.小跨高比剪力墙洞口连梁抗震性能试验研究[D].重庆:重庆大学,2006.Liu Weiguang.Experimental study on seismic behavior of short-span coupling beams of shear walls[D].Chongqing:Chongqing University,2006.(in Chinese)
[16]易波.综合斜筋小跨高比剪力墙连梁的抗震性能试验研究及设计方法[D].重庆:重庆大学,2008.Yi Bo.Seismic test study on short-span coupling beams with synthetical diagonal and design method[D].Chongqing:Chongqing University,2008.(in Chinese)
[17]皮天祥.钢筋混凝土剪力墙小跨高比连梁抗震性能试验和设计方法研究[D].重庆:重庆大学,2008.Pi Tianxiang.Experimental study on seismic behavior and design method study of small span to depth ratio coupling beams of seismic RC shear walls[D].Chongqing:Chongqing University,2008.(in Chinese)
[18]皮天祥,白绍良,傅剑平.跨高比L/h≤1.5复合配筋连梁受力状态的模拟[J].工程力学,2010,27(5):97―105.Pi Tianxiang,Bai Shaoliang,Fu Jianping.Simulation for behavior of length to height ratio L/H≤1.5 compositely reinforced coupling beams[J].Engineering Mechanics,2010,27(5):97-105.(in Chinese)
[19]侯炜,史庆轩,郭子雄.不同参数钢筋混凝土核心筒抗震性能研究[J].工程力学,2013,30(10):77-85.Hou Wei,Shi Qingxuan,Guo Zixiong.Research on seismic performance of reinforced concrete core walls with different parameters[J].Engineering Mechanics,2013,30(10):77-85.(in Chinese)
[20]ASCE 41-13,Seismic evaluation and retrofit of existing buildings[S].Virginia:American Society of Civil Engineers(ASCE),2014.
[21]CECS 392:2014,建筑结构抗倒塌设计规范[S].北京:中国计划出版社,2010.CECS 392:2014,Code for anti-collapse design of building structures[S].Beijing:China Planning Press,2010.(in Chinese)
[22]Park Young J,Ang A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[23]曲哲,叶列平.基于有效累积滞回耗能的钢筋混凝土构件承载力退化模型[J].工程力学,2011,28(6):45-51.Qu Zhe,Ye Lieping.Strength deterioration model based on effective hysteretic energy dissipation for RCmembers under cyclic loading[J].Engineering Mechanics,2011,28(6):45-51.(in Chinese)
[24]陆新征,蒋庆,缪志伟,等.建筑抗震弹塑性分析(第二版)[M].北京:中国建筑工业出版社,2015:42-51.Lu Xinzheng,Jiang Qing,Liao Zhiwei,et al.Elasto-plastic analysis of buildings against earthquake.[M].Beijing:China Architecture&Building Press,2015:42-51.(in Chinese)
[2]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of building[S].Beijing:Architecture&Building Press,2010.(in Chinese)
[3]JGJ 3-2010,高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.JGJ 3-2010,Technical specification for concrete structure of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese)
[4]龚炳年,方鄂华.反复荷载下联肢剪力墙结构连系梁的性能[J].建筑结构学报,1988,9(1):34-41.Gong Binnian,Fang Ehua.Behavior of reinforced concrete coupling beams between shear walls under cyclic loading[J].Journal of building structures,1988,9(1):34-41.(in Chinese)
[5]吴波,刘志强,林少书,等.香港现役钢筋混凝土连梁的抗震性能试验研究[J].世界地震工程,2002,18(2):9-16.Wu Bo,Liu Zhiqiang,Lin Shaoshu,et al.Experimental study on seismic performance of existing reinforced concrete coupling beams in Hong Kong[J].World Earthquake Engineering,2002,18(2):9-16.(in Chinese)
[6]刘清山.抗震剪力墙小跨高比连梁的理论分析及试验研究[D].陕西:西安建筑科技大学,2006.Liu Qingshan.Theoretical analysis and experimental study on coupling beams with small span to depth ratio in seismic coupled shear walls structure[D].Shaanxi:Xi’an University of Architecture and Technology,2006.(in Chinese)
[7]Bre?a S F,Ihtiyar O.Performance of conventionally reinforced coupling beams subjected to cyclic loading[J].Journal of Structural Engineering,2010,137(6):665-676.
[8]Kwan A K H,Zhao Z Z.Cyclic behavior of deep reinforced concrete coupling beams[J].Proceedings of the Institution of Civil Engineers-Structures and Buildings,2002,152(3):283-294.
[9]Zhao Z Z,Kwan A K H.Nonlinear behavior of deep reinforced concrete coupling beams[J].Structural Engineering and Mechanics,2003,15(2):181-198.
[10]Paulay T,Binney J R.Diagonally reinforced coupling beams of shear walls[J].ACI Special Publication,SP-42,1974,2:579-598.
[11]皮天祥,傅剑平,白绍良,等.小跨高比对角斜筋连梁抗震性能的试验[J].重庆大学学报,2009,32(9):1086-1092,1116.Pi Tianxiang,Fu Jianping,Bai Shaoliang,et al.Experimental research on aseismic capability of diagonally crossing reinforced coupling beams with the small ratio of span to depth[J].Journal of Chongqing University,2009,32(9):1086-1092,1116.(in Chinese)
[12]孙占国,林宗凡,戴瑞同.菱形配筋剪力墙连梁的受力性能[J].建筑结构学报,1994,15(5):14-23.Sun Zhanguo,Lin Zongfan,Dai Ruitong.Behavior of coupling beam of sear wall reinforced with inclined rhomboidal bars[J].Journal of building structures,1994,15(5):14-23.(in Chinese)
[13]张彬彬,白绍良,傅剑平,等.剪力墙小跨高比连梁合理配筋的试验研究[J].建筑科学,2005,21(4):10-15.Zhang Binbin,Bai Shaoliang,Fu Jianping,et al.Experimental research of reasonable reinforcement of short coupling beams of shear walls[J].Building Science,2005,21(4):10-15.(in Chinese)
[14]陈京洲.新型配筋小跨高比洞口连梁的试验研究设计方法[D].重庆:重庆大学,2006.Chen Jingzhou.Experimental study on small span to depth ratio coupling beams with new reinforce scheme and design method[D].Chongqing:Chongqing University,2006.(in Chinese)
[15]刘光伟.小跨高比剪力墙洞口连梁抗震性能试验研究[D].重庆:重庆大学,2006.Liu Weiguang.Experimental study on seismic behavior of short-span coupling beams of shear walls[D].Chongqing:Chongqing University,2006.(in Chinese)
[16]易波.综合斜筋小跨高比剪力墙连梁的抗震性能试验研究及设计方法[D].重庆:重庆大学,2008.Yi Bo.Seismic test study on short-span coupling beams with synthetical diagonal and design method[D].Chongqing:Chongqing University,2008.(in Chinese)
[17]皮天祥.钢筋混凝土剪力墙小跨高比连梁抗震性能试验和设计方法研究[D].重庆:重庆大学,2008.Pi Tianxiang.Experimental study on seismic behavior and design method study of small span to depth ratio coupling beams of seismic RC shear walls[D].Chongqing:Chongqing University,2008.(in Chinese)
[18]皮天祥,白绍良,傅剑平.跨高比L/h≤1.5复合配筋连梁受力状态的模拟[J].工程力学,2010,27(5):97―105.Pi Tianxiang,Bai Shaoliang,Fu Jianping.Simulation for behavior of length to height ratio L/H≤1.5 compositely reinforced coupling beams[J].Engineering Mechanics,2010,27(5):97-105.(in Chinese)
[19]侯炜,史庆轩,郭子雄.不同参数钢筋混凝土核心筒抗震性能研究[J].工程力学,2013,30(10):77-85.Hou Wei,Shi Qingxuan,Guo Zixiong.Research on seismic performance of reinforced concrete core walls with different parameters[J].Engineering Mechanics,2013,30(10):77-85.(in Chinese)
[20]ASCE 41-13,Seismic evaluation and retrofit of existing buildings[S].Virginia:American Society of Civil Engineers(ASCE),2014.
[21]CECS 392:2014,建筑结构抗倒塌设计规范[S].北京:中国计划出版社,2010.CECS 392:2014,Code for anti-collapse design of building structures[S].Beijing:China Planning Press,2010.(in Chinese)
[22]Park Young J,Ang A H S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[23]曲哲,叶列平.基于有效累积滞回耗能的钢筋混凝土构件承载力退化模型[J].工程力学,2011,28(6):45-51.Qu Zhe,Ye Lieping.Strength deterioration model based on effective hysteretic energy dissipation for RCmembers under cyclic loading[J].Engineering Mechanics,2011,28(6):45-51.(in Chinese)
[24]陆新征,蒋庆,缪志伟,等.建筑抗震弹塑性分析(第二版)[M].北京:中国建筑工业出版社,2015:42-51.Lu Xinzheng,Jiang Qing,Liao Zhiwei,et al.Elasto-plastic analysis of buildings against earthquake.[M].Beijing:China Architecture&Building Press,2015:42-51.(in Chinese)