钢板剪力墙结构竖向防屈曲简化设计方法
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摘要
采用能量原理推导了设置竖向加劲肋钢板墙的弹性屈曲应力的简化计算公式,并根据理论公式进行了参数分析,研究了钢板高宽比、加劲肋数量、加劲肋与钢板刚度比以及加劲肋与钢板面积比等参数对钢板墙竖向屈曲荷载的影响。简化公式计算结果与有限元计算结果吻合良好。研究表明,在钢板墙高宽比确定的情况下,加劲肋与钢板的刚度比是影响加劲板竖向屈曲荷载的主要因素,加劲肋与钢板的面积比对加劲板屈曲荷载的影响较小,加劲肋端部与周边框架不连接的钢板墙优于加劲肋端部与周边框架连接的钢板墙。
Simplified theoretical equation for critical buckling stress of vertical stiffened steel plate shear wall(SPSW) was derived by energy principle.Parametric analysis was conducted to identify the main parameters affecting the vertical buckling behavior of stiffened SPSW.These parameters include the aspect ratio of the plate,the number of stiffeners,bending stiffness ratio,area ratio etc.The results of the formula fit well with the FEA analysis.Based on the theoretical analysis,it turns out that the bending stiffness ratio is the key influence on the buckling load of the stiffened steel plate,while the area ratio has little impact on the buckling load of the stiffened steel plate.Unanchored stiffener has more advantages than the anchored stiffener.
Simplified theoretical equation for critical buckling stress of vertical stiffened steel plate shear wall(SPSW) was derived by energy principle.Parametric analysis was conducted to identify the main parameters affecting the vertical buckling behavior of stiffened SPSW.These parameters include the aspect ratio of the plate,the number of stiffeners,bending stiffness ratio,area ratio etc.The results of the formula fit well with the FEA analysis.Based on the theoretical analysis,it turns out that the bending stiffness ratio is the key influence on the buckling load of the stiffened steel plate,while the area ratio has little impact on the buckling load of the stiffened steel plate.Unanchored stiffener has more advantages than the anchored stiffener.
引文
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[18]清华大学土木工程系,结构工程与工程振动教育部重点实验室.天津津塔钢板剪力墙试验报告[R].2007.
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[2]CARLSEN C A.Simplified collapse analysis of stiffened plates[J].Norwegian Maritime Research,1977,4(1):20-36.
[3]CARLSEN C A.A parametric study on collapse of stiffened plates incompression[J].The Structural Engineer,1980,58B(2):33-41.
[4]GHAVAMI K.Experimental study of stiffened plates in compressionupto collapse[J].Journal of Constructional Steel Research,1994,28(2):197-221.
[5]YUKIO UEDA,RASHED S M H,PAIK J K.Buckling and ultimatestrength interaction in plates and stiffened panels under combinedinplane biaxial and shearing forces[J].Marine Structures,1995,8(1):1-36.
[6]GRONDIN G Y,ELWI A E,CHENG J J R.Buckling of stiffenedsteel plates—a parametric study[J].Journal of Constructional SteelResearch,1999,50(2):151-165.
[7]SUNEEL KUMAR M,ALAGUSUNDARAMOORTHY P,SUNDARAVADIVELU R.Stability of stiffened steel plates under axialcompression[C]//Civil Engineering in the Oceans VI,Baltimore,Maryland,USA,2004.
[8]JGJ99—98高层建筑民用钢结构技术规程[S].北京:中国建筑工业出版社,1998.
[9]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):82-91.
[10]郭彦林,缪友武,董全利.全加劲两侧开缝钢板剪力墙弹性屈曲研究[J].建筑钢结构进展,2007,9(3):58-62.
[11]肖明.开竖缝钢板剪力墙抗震性能试验研究[D].北京:清华大学,2006.
[12]蔡克铨,林盈成,林志翰.钢板剪力墙抗震行为与设计[J].建筑钢结构进展,2007,9(5):19-25.
[13]万红霞,谢伟平,王小平.考虑屈曲后强度的钢板剪力墙极限剪力计算[J].钢结构,2004(3).
[14]曹春华,郝际平,等.钢板剪力墙弹塑性分析[J].建筑结构,2007,37(10):58-62.
[15]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.
[16]Canadian Standard Association.Limit State Design of Steel Structures[S].CAN/CSA-S16.1-94,1994.
[17]American Institute of Steel Construction.Seismic Provisions forStructural Steel Buildings[S].American Institute of SteelConstruction,2005.
[18]清华大学土木工程系,结构工程与工程振动教育部重点实验室.天津津塔钢板剪力墙试验报告[R].2007.
[19]TIMOSHENKO S P,GERE J M.弹性稳定理论[M].张福范,译.北京:科学出版社,1965.
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