双钢板-混凝土组合剪力墙压弯承载力数值模型及简化计算公式
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摘要
基于双钢板-混凝土组合剪力墙构件材料的单轴本构关系,研发了分析组合剪力墙压弯性能的弹塑性数值模型,对构件的弯矩-曲率曲线以及压弯相关关系曲线进行分析,并对压弯承载力进行计算,该模型计算结果与有限元分析结果、试验结果吻合良好。基于该模型对组合剪力墙中部墙体承担弯矩比例进行统计,结果表明,组合剪力墙中部墙体在受弯过程中承担比例较大,设计中不可忽略。对组合剪力墙压弯承载力进行数值计算和参数分析,研究了极限状态下影响压弯承载力关键因素,并基于关键参数提出计算该类组合剪力墙极限状态压弯承载力的简化计算公式,将该简化公式计算结果与数值结果进行对比,并与文献中组合剪力墙试验进行对比验证,计算精度较高,该公式可用于双钢板-组合剪力墙压弯承载力设计。
Based on the uniaxial stress-strain relationship curve of cross section material of the composite shear wall with double steel plates and infill concrete,the model for elastic and plastic analysis of axial force-moment capacity of the composite wall was developed.The moment-curvature curve and axial force and moment curve were analyzed by the model.The axial force-moment capacity was calculated.There is good agreement between the finite element analysis results and the experimental results.Based on numerical model,the rate of moment resisted of mid-wall of the shear wall was analyzed.The results indicate that the mid-wall occupies a high part of the total moment and it should not be ignored in design.Numerical calculation and parameter analysis were done to study the key factors for the axial force-moment capacity.The simplified formula for axial force-moment was conducted based on the key factors.The formula results fit well with the numerical model results and a set of experimental results.The proposed method can be used in the practical design of the composite shear wall.
Based on the uniaxial stress-strain relationship curve of cross section material of the composite shear wall with double steel plates and infill concrete,the model for elastic and plastic analysis of axial force-moment capacity of the composite wall was developed.The moment-curvature curve and axial force and moment curve were analyzed by the model.The axial force-moment capacity was calculated.There is good agreement between the finite element analysis results and the experimental results.Based on numerical model,the rate of moment resisted of mid-wall of the shear wall was analyzed.The results indicate that the mid-wall occupies a high part of the total moment and it should not be ignored in design.Numerical calculation and parameter analysis were done to study the key factors for the axial force-moment capacity.The simplified formula for axial force-moment was conducted based on the key factors.The formula results fit well with the numerical model results and a set of experimental results.The proposed method can be used in the practical design of the composite shear wall.
引文
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[2]聂建国,卜凡民,樊健生.低剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2011,32(11):74-81.(NIE Jianguo,BU Fanmin,FAN Jiansheng.Experimental research on seismicbehavior of low shear-span ratio composite shear wallwith double steel plates and infill concrete[J].Journalof Building Structures,2011,32(11):74-81.(inChinese))
[3]Wright H D,Oduyemi T O S,Evans H R.Theexperimental behavior of double skin compositeelements[J].Journal of Constructional Steel Research,1991,19(2):97-110.
[4]Wright H D,Oduyemi T O S,Evans H R.The designof double skin composite elements[J].Journal ofConstructional Steel Research,1991,19(2):111-132.
[5]Link R A,Elwi A E.Composite concrete steel platewalls:analysis and behavior[J].Journal of StructuralEngineering,ASCE,1995,121(2):260-271.
[6]Wright H D.The behaviour of composite walling underconstruction and service loading[J].Journal ofConstructional Steel Research,1995,35(3):257-273.
[7]Pryer J W.The development and use of British Steel Bi-Steel[C]//Proceedings of the Eighth InternationalOffshore and Polar Engineering Conference.Montreal,Canada:Int.Soc.of Offshore&Polar Engineers,1998:173-178.
[8]Eom T S.Behavior of double skin composite wallsubjected to in-plane cyclic loading[J].Journal ofStructural Engineering,ASCE,2009,135(10):1141-1304.
[9]YB9082—2006钢骨混凝土结构技术规程[S].北京:冶金工业出版社,2007.(YB9082—2006Technical specification of steel-reinforced concretestructures[S].Beijing:Metallurgical Industry Press,2007.(in Chinese))
[10]JGJ138—2001型钢混凝土组合结构技术规程[S].北京:中国建筑工业出版社,2002.(JGJ138—2001 Technical specification for steel reinforcedconcrete composite structures[S].Beijing:ChinaArchitecture&Building Press,2002.(in Chinese))
[11]CECS159:2004矩形钢管混凝土结构技术规程[S].北京:中国计划出版社,2004.(CECS159:2004 Technical specification for structures withconcrete-filled rectangular steel tube members[S].Beijing:China Planning Press,2004.(in Chinese))
[12]Hognestad E.Concrete stress distribution in ultimatestrength design[J].ACI,1955(12):455-479.
[13]韩林海.钢管混凝土结构:理论与实践[M].2版.北京:科学出版社,2007:72-73.(Han Linhai.Theoryand practice of concrete-filled steel tubular structure[M].2nd ed.Beijing:Science Press,2007:72-73.(in Chinese))
[14]聂建国,陶慕轩.采用纤维梁单元分析钢-混凝土组合结构地震反应的原理[J].建筑结构学报,2011,32(10):35-44.(NIE Jianguo,TAO Muxuan.Theoryof seismic response analysis of steel-concrete compositestructures using fiber beam elements[J].Journal ofBuilding Structures,2011,32(10):35-44(inChinese))
[15]聂建国,马晓伟,陶慕轩,樊健生.双层钢板-混凝土组合剪力墙的非线性有限元分析[J].哈尔滨工业大学学报,2012,44(增刊1):142-146.(Nie Jianguo,Ma Xiaowei,Tao Muxuan,Fan Jiansheng.Nonlinearfinite element analysis of double-skin steel-concretecomposite shear wall structures[J].Journal of HarbinInstitute of Technology,2012,44(Suppl.1):142-146.(in Chinese))
[16]ANSI/AISC 360-05 Specification for structural steelbuildings[S].Chicago,USA:American Institute ofSteel Construction,2005.
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