钢框架短肢组合钢板剪力墙力学模型
|
摘要
以钢框架短肢组合钢板剪力墙结构该结构形式为研究对象,基于薄板理论及经典结构力学原理,建立了整体力学模型。理论模型中考虑了梁、柱抗侧刚度,梁柱节点、组合钢板剪力墙抗剪刚度及钢板与边缘框架间的等效摩擦阻尼。根据结构变形特点及计算假定建立了结构抗侧刚度、弹性极限抗剪承载力、结构体系极限抗剪承载力及结构体系能量耗散4个理论计算模型。通过与实际结构模型试验结果比较,该整体力学模型计算精度能够满足理论分析要求。文章最后对理论计算值与试验结果的差异进行了分析。
Based on concepts of mechanics,a mechanical model of novel type of steel plate composite shear wall is presented.The novel type of structure is formed by steel plate shear wall and T-shaped solid-web composite columns.Flexural stiffness of steel beams,lateral stiffness of the T-shaped solid-web composite columns,shear stiffness of steel plate composite shear wall and shear stiffness of beam-column connection are taken into account in the mechanical model.And the equivalent damping between steel plate and boundary is considered.Based on the deformation features of structures and the calculation hypothesis,the lateral stiffness model and the energy dissipation model of structures are developed.Meanwhile,the calculation equations of elastic ultimate and plastic ultimate of shear strength of structures are set up.The theoretical analysis results inosculate better with the results of experiment.The comparison between the result calculated from the formula and the experimental result shows that the calculation precision is high enough to meet the demand of theoretical analysis.The difference,including equivalent model,stress states,manufacturing defect and installation error,between the formula and the experiment has been further discussed.
Based on concepts of mechanics,a mechanical model of novel type of steel plate composite shear wall is presented.The novel type of structure is formed by steel plate shear wall and T-shaped solid-web composite columns.Flexural stiffness of steel beams,lateral stiffness of the T-shaped solid-web composite columns,shear stiffness of steel plate composite shear wall and shear stiffness of beam-column connection are taken into account in the mechanical model.And the equivalent damping between steel plate and boundary is considered.Based on the deformation features of structures and the calculation hypothesis,the lateral stiffness model and the energy dissipation model of structures are developed.Meanwhile,the calculation equations of elastic ultimate and plastic ultimate of shear strength of structures are set up.The theoretical analysis results inosculate better with the results of experiment.The comparison between the result calculated from the formula and the experimental result shows that the calculation precision is high enough to meet the demand of theoretical analysis.The difference,including equivalent model,stress states,manufacturing defect and installation error,between the formula and the experiment has been further discussed.
引文
[1]ASTANEH-ASL A.Seismic behavior and design ofsteel shear walls[C]//Structural Engineers Assoc.ofNorthern California Seminar,San Francisco:2001.
[2]魏德敏,温沛纲,卞宗舒.新型带缝钢板剪力墙的试验研究及其数值模拟[J].地震工程与工程振动,2006,26(1):129-133.WEI DE-MIN,WEN PEI-GANG,BIAN ZONG-SHU.Experimental investigation and simulation analysis ofnew steel plate shear wallswith slits[J].EarthquakeEngineering And Engineering Vibration,2006,26(1):129-133.
[3]陈国栋,郭彦林.非加劲板抗剪极限承载力[J].工程力学,2003,20(2):49-54.CHEN GUO-DONG,GUO YAN-LIN.Ultimate shear-carrying capacity of unstiffened panels[J].EngineeringMechanics,2003,20(2):49-54.
[4]郭彦林,陈国栋,缪友武.加劲钢板剪力墙弹性抗剪屈曲性能研究[J].工程力学,2006,23(2):84-91.GUO YAN-LIN,CHEN GUO-DONG,MIAO YOU-WU.Elastic buckling behavior of steel plate shear wallwith cross or diagonal stiffeners[J].EngineeringMechanics,2006,23(2):84-91.
[5]郭彦林,董全利,周明.防屈曲钢板剪力墙滞回性能理论与试验研究[J].建筑结构学报,2009,30(1):31-47.GUO YAN-LIN,DONG QUAN-LI,ZHOU MING.Tests and analysis on hysteretic behavior of buckling-restrained steel plate shear wall[J].Journal of BuildingStructures,2009,30(1):31-47.
[6]BASLER K.Strength of plate girders in shear[J].ASCE Journal of the Structural Division,1961,87(7):150-180.
[7]THORBURN L J,KULAK G L,MONTGOMERY C J.Analysis of steel plate shear walls[R].Department ofCivil Engineering,Universtiy of Alberta,Edmonton,Alberta,Canada.1983.
[8]ASTANEH-ASL A,ZHAO QIUHONG.Cyclicbehavior of steel shearwall systems[C]//AnnualStability Conference.Seattle:Structural StabilityResearch Counci,l Bethlehem,PA,18015-3191,UnitedStates.2002.
[9]SABELLI R,BRUNEAU M.Design Guide20:SteelPlate Shear Walls[S].Chicago,IL,AISC,2007.
[10]郭震,袁迎曙.短肢钢板剪力墙构造形式研究[J].建筑结构.2010,40(2):40-44.GUO ZHEN,YUAN YING-SHU.Study on structureform of short pier steel plant shear walls[J].BuildingStructures,2010,40(2):40-44.
[11]郭震,袁迎曙.新型钢板剪力墙组合结构抗震性能试验研究[J].建筑结构学报,2009,30(S2):165-170.GUO ZHEN,YUAN YING-SHU.Experimental studyon seismic behavior of novel steel plate composite shearwall[J].Journal of Building Structures,2009,30(S2):165-170.
[12]03G715-1蒸压轻质加气混凝土板(NALC)构造详图[S].北京:中国建筑标准设计研究所,2003.
[13]郭震,袁迎曙.组合钢板剪力墙抗震性能试验研究[J].建筑科学,2010,26(9):11-16.GUO ZHEN,YUAN YING-SHU.Experimental studyon seismic behavior of composite shear walls[J].Building Science,2010,26(9):11-16.
[2]魏德敏,温沛纲,卞宗舒.新型带缝钢板剪力墙的试验研究及其数值模拟[J].地震工程与工程振动,2006,26(1):129-133.WEI DE-MIN,WEN PEI-GANG,BIAN ZONG-SHU.Experimental investigation and simulation analysis ofnew steel plate shear wallswith slits[J].EarthquakeEngineering And Engineering Vibration,2006,26(1):129-133.
[3]陈国栋,郭彦林.非加劲板抗剪极限承载力[J].工程力学,2003,20(2):49-54.CHEN GUO-DONG,GUO YAN-LIN.Ultimate shear-carrying capacity of unstiffened panels[J].EngineeringMechanics,2003,20(2):49-54.
[4]郭彦林,陈国栋,缪友武.加劲钢板剪力墙弹性抗剪屈曲性能研究[J].工程力学,2006,23(2):84-91.GUO YAN-LIN,CHEN GUO-DONG,MIAO YOU-WU.Elastic buckling behavior of steel plate shear wallwith cross or diagonal stiffeners[J].EngineeringMechanics,2006,23(2):84-91.
[5]郭彦林,董全利,周明.防屈曲钢板剪力墙滞回性能理论与试验研究[J].建筑结构学报,2009,30(1):31-47.GUO YAN-LIN,DONG QUAN-LI,ZHOU MING.Tests and analysis on hysteretic behavior of buckling-restrained steel plate shear wall[J].Journal of BuildingStructures,2009,30(1):31-47.
[6]BASLER K.Strength of plate girders in shear[J].ASCE Journal of the Structural Division,1961,87(7):150-180.
[7]THORBURN L J,KULAK G L,MONTGOMERY C J.Analysis of steel plate shear walls[R].Department ofCivil Engineering,Universtiy of Alberta,Edmonton,Alberta,Canada.1983.
[8]ASTANEH-ASL A,ZHAO QIUHONG.Cyclicbehavior of steel shearwall systems[C]//AnnualStability Conference.Seattle:Structural StabilityResearch Counci,l Bethlehem,PA,18015-3191,UnitedStates.2002.
[9]SABELLI R,BRUNEAU M.Design Guide20:SteelPlate Shear Walls[S].Chicago,IL,AISC,2007.
[10]郭震,袁迎曙.短肢钢板剪力墙构造形式研究[J].建筑结构.2010,40(2):40-44.GUO ZHEN,YUAN YING-SHU.Study on structureform of short pier steel plant shear walls[J].BuildingStructures,2010,40(2):40-44.
[11]郭震,袁迎曙.新型钢板剪力墙组合结构抗震性能试验研究[J].建筑结构学报,2009,30(S2):165-170.GUO ZHEN,YUAN YING-SHU.Experimental studyon seismic behavior of novel steel plate composite shearwall[J].Journal of Building Structures,2009,30(S2):165-170.
[12]03G715-1蒸压轻质加气混凝土板(NALC)构造详图[S].北京:中国建筑标准设计研究所,2003.
[13]郭震,袁迎曙.组合钢板剪力墙抗震性能试验研究[J].建筑科学,2010,26(9):11-16.GUO ZHEN,YUAN YING-SHU.Experimental studyon seismic behavior of composite shear walls[J].Building Science,2010,26(9):11-16.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心