多连梁剪力墙抗震性能研究
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摘要
针对剪力墙结构设计中容易出现连梁剪压比不足的问题,提出多连梁的设计理念,通过设置多个连梁代替传统单连梁的方式,可以有效增大连梁的抗剪面积与跨高比,明显改善结构的抗震性能。确定多连梁截面尺寸的基本原则是结构的侧向刚度与单连梁保持不变。对剪力墙结构在多遇地震作用下进行了详细分析,全面比较了多连梁与单连梁对结构动力特性、层间位移角、侧向刚度和构件内力的影响以及对改善连梁剪压比的作用。对剪力墙结构进行了在罕遇地震作用下的弹塑性时程分析,研究了多连梁剪力墙结构对最大层间位移角、塑性铰分布、抗剪承载力及结构非线性耗能能力的改善效果;采用非线性有限元法对连梁在往复地震作用下的抗震性能进行了研究。结果表明:由于多连梁跨高比大,其破坏形态从剪切破坏转化为弯曲破坏,构件的延性显著增大。
To tackle the insufficient of shear-compression ratio in design of shear wall structure,the design concepts of multi-coupling beams were proposed.By setting multi-coupling beams rather than the traditional single coupling beam,the shear resistance area and the span-to-depth ratio could be significantly strengthened,thus the seismic behavior of the structure was enhanced.The sectional dimensions of multi-coupling beams were determined by making the lateral stiffness of the structure remain unchanged with that of the single coupling beam.Multicoupling beams and single coupling beam were compared under frequent earthquake actions in terms of structural dynamic behavior,storey drift ratio,lateral stiffness and impact of member internal forces,as well as influence on improving shear-compression ratio.The elastoplastic time history analysis of shear wall structure under rare earthquake action was conducted to prove that multi-coupling beams in the shear wall structure could improve the maximum storey drift ratio,the distribution of plastic hinge,shear capacity and structural nonlinear energy dissipation capacity.The seismic behavior of coupling beams under earthquake action was investigated using nonlinear finite element method.The results show that due to the larger span-to-depth ratio ofmulti-coupling beams,the ductility of members increases greatly,thus the failure patterns change from shear failure to flexural failure.
To tackle the insufficient of shear-compression ratio in design of shear wall structure,the design concepts of multi-coupling beams were proposed.By setting multi-coupling beams rather than the traditional single coupling beam,the shear resistance area and the span-to-depth ratio could be significantly strengthened,thus the seismic behavior of the structure was enhanced.The sectional dimensions of multi-coupling beams were determined by making the lateral stiffness of the structure remain unchanged with that of the single coupling beam.Multicoupling beams and single coupling beam were compared under frequent earthquake actions in terms of structural dynamic behavior,storey drift ratio,lateral stiffness and impact of member internal forces,as well as influence on improving shear-compression ratio.The elastoplastic time history analysis of shear wall structure under rare earthquake action was conducted to prove that multi-coupling beams in the shear wall structure could improve the maximum storey drift ratio,the distribution of plastic hinge,shear capacity and structural nonlinear energy dissipation capacity.The seismic behavior of coupling beams under earthquake action was investigated using nonlinear finite element method.The results show that due to the larger span-to-depth ratio ofmulti-coupling beams,the ductility of members increases greatly,thus the failure patterns change from shear failure to flexural failure.
引文
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[2]TEGOS I A,PENELIS G G.Seismic Resistance of Short Columns and Coupling Beams Reinforced with Inclined Bars[J].ACI Structural Journal,1998,85(1):82-88.
[3]龚炳年,方鄂华.反复荷载下联肢剪力墙结构连梁的性能[J].建筑结构学报,1988,9(1):34-41.GONG Bing-nian,FANG E-hua.Behavior of Reinforced Concrete Coupling Beams Between Shear Walls Under Cyclic Loading[J].Journal of Building Structures,1988,9(1):34-41.
[4]范重,刘学林,黄彦军.超高层建筑剪力墙设计与研究的最新进展[J].建筑结构,2011,41(4):33-43.FAN Zhong,LIU Xue-lin,HUANG Yan-jun.The Up to Date Development on Design and Research of Shear Wall in High-rise Buildings[J].Building Structure,2011,41(4):33-43.
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[7]李奎明,孙春毅,李杰.高性能混凝土双连梁短肢剪力墙试验研究[J].地震工程与工程振动,2006,26(3):121-123.LI Kui-ming,SUN Chun-yi,LI Jie.Experimental Study on HPC Short-leg Shear Wall with a Pair of Beams[J].Earthquake Engineering and Engineering Vibration,2006,26(3):121-123.
[8]郭猛,姚谦峰,刘佩.框架-核心筒结构剪力墙连梁设计[J].华中科技大学学报:自然科学版,2009,37(5):102-105.GUO Meng,YAO Qian-feng,LIU Pei.Design of Shear-wall Coupling Beams in Frame-core Wall Structure[J].Journal of Huazhong University of Science and Technology:Natural Science Edition,2009,37(5):102-105.
[9]JGJ 3—2010,高层建筑混凝土结构技术规程[S].JGJ 3—2010,Technical Specification for Concrete Structures of Tall Building[S].
[10]张涛.小跨高比连梁抗震性能试验研究与分析[D].西安:西安建筑科技大学,2008.ZHANG Tao.Theoretical Analysis and Experimental Study on Coupling Beam with Small Span-to-depth Ratio[D].Xian:Xian University of Architecture and Technology,2008.
[11]梁启智,韩小雷.低周反复荷载作用下刚性连梁及普通连梁性能[J].华南理工大学学报:自然科学版,1995,23(1):27-33.LIANG Qi-zhi,HAN Xiao-lei.The Behavior of Stiffening Beams and Lintel Beams Under Cyclic Loading[J].Journal of South China University of Technology:Natural Science,1995,23(1):27-33.
[12]MANDER J B,PRIESTLEY M J N,PARK R.Theoretical Stress-strain Model for Confined Concrete[J].Journal of Structural Engineering,1988,114(8):1804-1826.
[13]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for Design of Concrete Structures[S].
[14]王晓楠,苗启松,吴徽.基于宏观模型的剪力墙静力弹塑性分析[J].建筑结构,2011,41(增1):260-263.WANG Xiao-nan,MIAO Qi-song,WU Hui.Static Pushover Analysis of Shear Wall Based on Macro Model[J].Building Structure,2011,41(S1):260-263.
[15]Computer and Structure Inc.Perform-3D Components and Elements[M].Berkeley:Computer and Structure Inc,2011.
[2]TEGOS I A,PENELIS G G.Seismic Resistance of Short Columns and Coupling Beams Reinforced with Inclined Bars[J].ACI Structural Journal,1998,85(1):82-88.
[3]龚炳年,方鄂华.反复荷载下联肢剪力墙结构连梁的性能[J].建筑结构学报,1988,9(1):34-41.GONG Bing-nian,FANG E-hua.Behavior of Reinforced Concrete Coupling Beams Between Shear Walls Under Cyclic Loading[J].Journal of Building Structures,1988,9(1):34-41.
[4]范重,刘学林,黄彦军.超高层建筑剪力墙设计与研究的最新进展[J].建筑结构,2011,41(4):33-43.FAN Zhong,LIU Xue-lin,HUANG Yan-jun.The Up to Date Development on Design and Research of Shear Wall in High-rise Buildings[J].Building Structure,2011,41(4):33-43.
[5]范重,李波,范学伟.超高层建筑剪力墙短连梁有效配筋形式研究[J].建筑结构,2009,39(增1):496-499.FAN Zhong,LI Bo,FAN Xue-wei.Research on Effective Reinforcement Arrangement of Coupling Beam with Small Aspect Ratio in Shear Walls of Super-tall Building[J].Building Structure,2009,39(S1):496-499.
[6]王崇昌,王宗哲,陈平,等.钢筋混凝土剪力墙的延性[J].西安建筑科技大学学报:自然科学版,1987,19(1):15-24.WANG Chong-chang,WANG Zong-zhe,CHEN Ping,et al.Ductility of Reinforced Concrete Shear Walls[J].Journal of Xian University of Architecture&Technology:Natural Science Edition,1987,19(1):15-24.
[7]李奎明,孙春毅,李杰.高性能混凝土双连梁短肢剪力墙试验研究[J].地震工程与工程振动,2006,26(3):121-123.LI Kui-ming,SUN Chun-yi,LI Jie.Experimental Study on HPC Short-leg Shear Wall with a Pair of Beams[J].Earthquake Engineering and Engineering Vibration,2006,26(3):121-123.
[8]郭猛,姚谦峰,刘佩.框架-核心筒结构剪力墙连梁设计[J].华中科技大学学报:自然科学版,2009,37(5):102-105.GUO Meng,YAO Qian-feng,LIU Pei.Design of Shear-wall Coupling Beams in Frame-core Wall Structure[J].Journal of Huazhong University of Science and Technology:Natural Science Edition,2009,37(5):102-105.
[9]JGJ 3—2010,高层建筑混凝土结构技术规程[S].JGJ 3—2010,Technical Specification for Concrete Structures of Tall Building[S].
[10]张涛.小跨高比连梁抗震性能试验研究与分析[D].西安:西安建筑科技大学,2008.ZHANG Tao.Theoretical Analysis and Experimental Study on Coupling Beam with Small Span-to-depth Ratio[D].Xian:Xian University of Architecture and Technology,2008.
[11]梁启智,韩小雷.低周反复荷载作用下刚性连梁及普通连梁性能[J].华南理工大学学报:自然科学版,1995,23(1):27-33.LIANG Qi-zhi,HAN Xiao-lei.The Behavior of Stiffening Beams and Lintel Beams Under Cyclic Loading[J].Journal of South China University of Technology:Natural Science,1995,23(1):27-33.
[12]MANDER J B,PRIESTLEY M J N,PARK R.Theoretical Stress-strain Model for Confined Concrete[J].Journal of Structural Engineering,1988,114(8):1804-1826.
[13]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for Design of Concrete Structures[S].
[14]王晓楠,苗启松,吴徽.基于宏观模型的剪力墙静力弹塑性分析[J].建筑结构,2011,41(增1):260-263.WANG Xiao-nan,MIAO Qi-song,WU Hui.Static Pushover Analysis of Shear Wall Based on Macro Model[J].Building Structure,2011,41(S1):260-263.
[15]Computer and Structure Inc.Perform-3D Components and Elements[M].Berkeley:Computer and Structure Inc,2011.
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