高强冷弯薄壁型钢墙架结构受剪性能研究
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摘要
冷弯薄壁型钢结构体系具有轻质、节材、节能、设计周期短、建筑耐久性好、环保、易于工业化生产等优点,在低层住宅建筑中体现出一系列优势。这种结构体系在国外低层建筑业中已被广泛采用,近年来在我国也开始推广使用,国内企业目前大多引进欧美成套设备、技术、建筑材料生产线和设计软件进行生产和设计。由于国外在冷弯薄壁型钢结构的设计方法及工程应用等方面与我国存在较大差异,我国相关设计规范和规程尚未满足这类结构的设计和施工需要,所以对这种结构的受力性能进行研究显得非常必要。
本文以武汉市迈特建筑科技有限公司低层高强冷弯薄壁型钢结构住宅项目为工程背景,以住宅建筑的主要抗侧力体系—墙架结构为研究对象,对高强冷弯薄壁型钢墙架的受剪性能及极限承载力进行分析。本文完成的主要工作包括:
(1)采用ANSYS有限单元法对高强冷弯薄壁型钢独立墙架结构的受剪性能进行研究,同时考虑材料非线性和几何非线性,对结构进行模态分析、特征值屈曲分析及非线性屈曲分析。基于有限元计算结果,分析独立墙架的破坏形态、变形特点和极限承载力等。
(2)基于独立墙架的有限元模型,进行影响墙架结构受剪性能参数分析,分析的影响因素主要包括:墙架柱间距、墙架高度和自攻螺栓间距。采用有限单元法进行独立墙架结构的屈曲分析,同原结构进行对比,分析上述各项因素对墙架结构受剪承载力的影响。分析结果表明:随着墙架柱间距、墙架高度、自攻螺栓间距的增加,独立墙架结构的受剪承载力降低。
(3)结合工程实际,研究组合墙架结构的受剪性能。比较组合墙架结构与独立墙架结构在稳定性、主要破坏形态及极限屈曲荷载等方面的联系与差异。分析结果表明,组合墙架随着墙架个数的增加,其受剪承载力也相应增加,充分体现了墙架结构整体性对墙架结构的影响。
(4)对冷弯薄壁型钢结构组合墙体“蒙皮效应”进行探讨,分析“蒙皮效应”的主要设计方法、设计假定、构造条件、有限元模型建立原理及破坏形态等,分析“蒙皮效应”对冷弯薄壁型钢结构组合墙体受剪性能的影响。
最后,本文对以上工作进行了总结,得出一些有益的结论,并提出有待进一步研究的问题。
The cold-formed thin-wall steel structural system behaves a series of advantages for the low-rise residential buildings, including light weight, material saving, short design and construction duration, energy saving, environmental protection, easy industrialized production and etc. This structural system is widely used abroad many years but used in China in recent years. Domestic enterprises are mostly used abroad sets of technologies, skill and building materials production lines. Since there are great differences between abroad and China in the design and its application, so that the research of shear behavior on this structure system is very necessary.
In this paper, low-rise cold-formed thin-wall steel structural system of Met Frame Construction Technology CO. LTD for engineering background, the wall frame is taken as an object to research of the Anti-force behavior and ultimate bearing capacity. The mainly discusses are followed:
(1)The numerical analysis of the high-strength ultra-thin-wall steel independent-wall frame models is performed considering material and geometry nonlinear problems simultaneously. As a result, modal Analysis, failure modes, ultimate bearing capacity of the independent -wall frame are obtained and analyzed.
(2)A parametric analysis by FEM is carried out. The influences of different column spaces, different height-width ratios of wall frames and different member connection pitch upon the shear capacity of wall frame are discussed. Furthermore, Compared the ultimate buckling load with original structure, the analysis of the impact of various factors. The results show that: With the column spaces, wall-height, the distance between the member connection pitch to increase, the independent structure of the wall-shear strength reduced.
(3)Considering the needs of project, the study by independent-wall frame to wall-wall frame. Comparative Study of stability, failure modes, ultimate buckling load with two structure system .Results from the analysis shows that with the increase of wall frame's number, the shear capacity of wall frame is significantly increased, and extent of the increase of shear capacity is greatly, The results fully reflects the structural integrity of the wall-effects.
(4)To explode and understand the main design method、design assumptions、structural conditions、principle of finite element model and failure modes of "stressed skin diaphragm", and research influence on shear capacity of wall frame.
At last, all researches in this article are concluded, some conclusions are very helpful for the future design and some questions need to be solved in future are pointed out.
本文以武汉市迈特建筑科技有限公司低层高强冷弯薄壁型钢结构住宅项目为工程背景,以住宅建筑的主要抗侧力体系—墙架结构为研究对象,对高强冷弯薄壁型钢墙架的受剪性能及极限承载力进行分析。本文完成的主要工作包括:
(1)采用ANSYS有限单元法对高强冷弯薄壁型钢独立墙架结构的受剪性能进行研究,同时考虑材料非线性和几何非线性,对结构进行模态分析、特征值屈曲分析及非线性屈曲分析。基于有限元计算结果,分析独立墙架的破坏形态、变形特点和极限承载力等。
(2)基于独立墙架的有限元模型,进行影响墙架结构受剪性能参数分析,分析的影响因素主要包括:墙架柱间距、墙架高度和自攻螺栓间距。采用有限单元法进行独立墙架结构的屈曲分析,同原结构进行对比,分析上述各项因素对墙架结构受剪承载力的影响。分析结果表明:随着墙架柱间距、墙架高度、自攻螺栓间距的增加,独立墙架结构的受剪承载力降低。
(3)结合工程实际,研究组合墙架结构的受剪性能。比较组合墙架结构与独立墙架结构在稳定性、主要破坏形态及极限屈曲荷载等方面的联系与差异。分析结果表明,组合墙架随着墙架个数的增加,其受剪承载力也相应增加,充分体现了墙架结构整体性对墙架结构的影响。
(4)对冷弯薄壁型钢结构组合墙体“蒙皮效应”进行探讨,分析“蒙皮效应”的主要设计方法、设计假定、构造条件、有限元模型建立原理及破坏形态等,分析“蒙皮效应”对冷弯薄壁型钢结构组合墙体受剪性能的影响。
最后,本文对以上工作进行了总结,得出一些有益的结论,并提出有待进一步研究的问题。
The cold-formed thin-wall steel structural system behaves a series of advantages for the low-rise residential buildings, including light weight, material saving, short design and construction duration, energy saving, environmental protection, easy industrialized production and etc. This structural system is widely used abroad many years but used in China in recent years. Domestic enterprises are mostly used abroad sets of technologies, skill and building materials production lines. Since there are great differences between abroad and China in the design and its application, so that the research of shear behavior on this structure system is very necessary.
In this paper, low-rise cold-formed thin-wall steel structural system of Met Frame Construction Technology CO. LTD for engineering background, the wall frame is taken as an object to research of the Anti-force behavior and ultimate bearing capacity. The mainly discusses are followed:
(1)The numerical analysis of the high-strength ultra-thin-wall steel independent-wall frame models is performed considering material and geometry nonlinear problems simultaneously. As a result, modal Analysis, failure modes, ultimate bearing capacity of the independent -wall frame are obtained and analyzed.
(2)A parametric analysis by FEM is carried out. The influences of different column spaces, different height-width ratios of wall frames and different member connection pitch upon the shear capacity of wall frame are discussed. Furthermore, Compared the ultimate buckling load with original structure, the analysis of the impact of various factors. The results show that: With the column spaces, wall-height, the distance between the member connection pitch to increase, the independent structure of the wall-shear strength reduced.
(3)Considering the needs of project, the study by independent-wall frame to wall-wall frame. Comparative Study of stability, failure modes, ultimate buckling load with two structure system .Results from the analysis shows that with the increase of wall frame's number, the shear capacity of wall frame is significantly increased, and extent of the increase of shear capacity is greatly, The results fully reflects the structural integrity of the wall-effects.
(4)To explode and understand the main design method、design assumptions、structural conditions、principle of finite element model and failure modes of "stressed skin diaphragm", and research influence on shear capacity of wall frame.
At last, all researches in this article are concluded, some conclusions are very helpful for the future design and some questions need to be solved in future are pointed out.
引文
[1]周绪红,石宇,周天华等.低层冷弯薄壁型钢结构住宅体系[J].建筑科学与工程学报,2005,22(2):1-14.
[2]薄板轻量形钢造建筑物设计手册,国土交通省国土技术政策综合研究所,独立行政法人研究所监修,日本钢铁联盟薄板轻量形钢造建筑物设计手册编集委员会编集.
[3]American Iron and Steel Institute.Shell Wall Design Guide[S].1998.
[4]Standard for Cold-Formed Steel framing-Prescriptive Method for One and Two Family Dwellings IS].AISI Standard.Endorsed Steel Framing Alliance,2001.
[5]何保康,周天华.美国冷弯型钢结构的应用与研究情况.建筑结构,2001,31(2):1-11
[6]于炜文,董军(翻译)等.冷成型钢结构设计(原文第三版)[M].中国水利水电出版社,知识产权出版社,2002.
[7]Simaan.A and T.Pekoz.Diaphragm Braced Members and Design of Wall Studs.Journal of the Structural Division,ASCE Proceeding.1976.1:102.
[8]American Iron and Steel Institute.Specification for the Design of Cold-Formed Steel Structural Members[S].1996.
[9]Miller and T.Pekoz.Behavior of gypsum-sheathed cold-formed steel wall studs[J].Journal of structural Engineering.1994.5:1644-1650.
[10]Reynaud Serrette.Shear Resistance of Gypsum-sheathed Light-gauge Steel Stud Wall [J].Journal of Structural Engineering.1996.4:383-389.
[11]Reynaud Serrette,Jose Encalada,Melissa Juadines,and Hoang Ngnyen.Static Racking Behavior of Plywood,OSB,and Fiberbond Wall with Metal Framing[J].Journal of structural Engineering.1997.8:1079-1086.
[12]Lee,Y.K.Behavior of gypsum-sheathed cold-formed steel wall studs panels[R].Oregon State University,1997.
[13]Young-Ki Lee and Thomas H.miller.Axial Strength determination for Gypsum-sheathed,Cold-Formed Steel Wall Stud Composite Panels[J].Journal of Structural Engineering,2001.6:1644-1650.
[14]周天华,石宇等.冷弯型钢组合墙体抗剪承载力试验研究[J].西安建筑科技大学学报(自然科学版),2006,38(1):83-88.
[15]周绪红,石宇,周天华等.低层冷弯薄壁型钢结构住宅体系[J].建筑科学与工程学报,2005,22(2):1-14.
[16]夏冰青,董军.轻钢龙骨复合承载墙体抗侧性能的有限元分析[J].建筑结构增刊,2004,8(2):334-337.
[17]周天华,周绪红,何保康等.G550级高强薄板钢材的材性试验研究[J].建筑科学与工程学报,2005,22(2):58-61.
[18]史艳莉.蒙皮效应对轻钢结构力学性能的影响研究[D].兰州理工大学硕士学位论文,2005.
[19]Stephen P,Timoshenko,James MGere.Theory of Elastic Stability[M].New York:Mcgraw-Hill Book Company.Inc.1961.
[20]陈绍蕃.钢结构稳定设计指南.北京:中国建筑工业出版社,1996.
[21]徐芝纶.弹性力学,高等教育出版社,1978.
[22]ANSYS实用分析教程.北京:中国建筑工业出版社,2003.
[23]陈骥.钢结构稳定理论与设计.北京:科学出版社,2001.
[24]吕烈武,沈世钊,沈祖炎等.钢结构构件稳定理论.北京:中国建筑工业出版社,1983.
[25]Frode Palsen,Torgeir Welo,Odd Perry Svik.A Design Method for Rectangular Hollow Sections in Bending.[J].Materials Processing Technology,2001:699-704.
[26]ANSYS 5.5用户使用手册,美国ANSYS公司北京办事处.
[27]王勖成,邵敏.有限元法基本原理与数值方法[M].北京:清华大学出版社,1996.
[28]殷惠光,张跃峰.冷弯薄壁型钢建筑体系的墙架结构设计[J].建筑结构设计,2004,12(2):8-10.
[29]周绪红,李艳敏,石宇,刘永健.竖向荷载作用下冷弯薄壁型钢墙架柱的承载力[J].建筑科学与工程学报,2006,23(3)145-149.
[30]项海帆,刘光栋.结构的稳定与振动[M].北京:人民交通出版社,1991.
[31]J.J.Cao,J.A.Packer,G.J.Yang.Yield line analysis of RHS connections with axial.Loads Construct Steel Research.1998,48:1-25.
[32]刘建平,郭彦林.轻钢结构极限承载力研究[J]..建筑结构,2001,42(2):1-12.
[33]Paul J C,Ultimate Resistance of non-stiffened Tubular TT-and KK-Joints,Construct Steel Research,ASCE.1994,53:149-165.
[34]Xiao-Ling Zhao.Deformation limit and ultimate strength of welded T-joints in cold-formed RHS sections.Construct Steel Research,2000,56(1):135-154.
[35]谢孟.直接焊接连接钢管节点应力及变形研究[D].清华大学硕士学位论文,1991.
[36]中华人民共和国国家标准.钢结构设计规范(GB50017-2003).北京:中国计划出版社,1998.
[37]闫磊.竖向荷载作用下轻钢柱板体系破坏模式的研究[D].大连理工大学硕士学位论文,2005.
[38]王小平,刘峰,蒋沧如.新型轻钢龙骨体系水平位移有限元分析方法[J].武汉理工大学学报,2007,2(3):12-18.
[39]偡红荣.冷弯薄壁C型钢压杆整体稳定临界力的研究[D].重庆理工大学硕士学位论文,2005.
[40]陈剑,王新堂.钢结构开洞蒙皮体蒙皮效应的试验研究[J].宁波大学学报,2005,18(3):12-24.
[41]周绪红,石宇,周天华,狄谨.冷弯薄壁型钢结构住在组合墙体受剪性能研究[J].建筑结构学报,2006,27(3):42-47.
[42]冷弯薄壁型钢结构技术规范[S](GB50018-2002),2002.
[43]史艳莉,王秀丽.受力蒙皮结构的研究和发展.钢结构,2004,19(4):10-13.
[44]赵金龙,杨晓敏.对于“蒙皮效应”的理解.科技与经济,2006,9(2):11-19.
[45]史艳莉,王秀丽,王文达.蒙皮支撑钢构件静力性能的有限元分析.哈尔滨工业大学学报,2005,37(增刊):12-21.
[2]薄板轻量形钢造建筑物设计手册,国土交通省国土技术政策综合研究所,独立行政法人研究所监修,日本钢铁联盟薄板轻量形钢造建筑物设计手册编集委员会编集.
[3]American Iron and Steel Institute.Shell Wall Design Guide[S].1998.
[4]Standard for Cold-Formed Steel framing-Prescriptive Method for One and Two Family Dwellings IS].AISI Standard.Endorsed Steel Framing Alliance,2001.
[5]何保康,周天华.美国冷弯型钢结构的应用与研究情况.建筑结构,2001,31(2):1-11
[6]于炜文,董军(翻译)等.冷成型钢结构设计(原文第三版)[M].中国水利水电出版社,知识产权出版社,2002.
[7]Simaan.A and T.Pekoz.Diaphragm Braced Members and Design of Wall Studs.Journal of the Structural Division,ASCE Proceeding.1976.1:102.
[8]American Iron and Steel Institute.Specification for the Design of Cold-Formed Steel Structural Members[S].1996.
[9]Miller and T.Pekoz.Behavior of gypsum-sheathed cold-formed steel wall studs[J].Journal of structural Engineering.1994.5:1644-1650.
[10]Reynaud Serrette.Shear Resistance of Gypsum-sheathed Light-gauge Steel Stud Wall [J].Journal of Structural Engineering.1996.4:383-389.
[11]Reynaud Serrette,Jose Encalada,Melissa Juadines,and Hoang Ngnyen.Static Racking Behavior of Plywood,OSB,and Fiberbond Wall with Metal Framing[J].Journal of structural Engineering.1997.8:1079-1086.
[12]Lee,Y.K.Behavior of gypsum-sheathed cold-formed steel wall studs panels[R].Oregon State University,1997.
[13]Young-Ki Lee and Thomas H.miller.Axial Strength determination for Gypsum-sheathed,Cold-Formed Steel Wall Stud Composite Panels[J].Journal of Structural Engineering,2001.6:1644-1650.
[14]周天华,石宇等.冷弯型钢组合墙体抗剪承载力试验研究[J].西安建筑科技大学学报(自然科学版),2006,38(1):83-88.
[15]周绪红,石宇,周天华等.低层冷弯薄壁型钢结构住宅体系[J].建筑科学与工程学报,2005,22(2):1-14.
[16]夏冰青,董军.轻钢龙骨复合承载墙体抗侧性能的有限元分析[J].建筑结构增刊,2004,8(2):334-337.
[17]周天华,周绪红,何保康等.G550级高强薄板钢材的材性试验研究[J].建筑科学与工程学报,2005,22(2):58-61.
[18]史艳莉.蒙皮效应对轻钢结构力学性能的影响研究[D].兰州理工大学硕士学位论文,2005.
[19]Stephen P,Timoshenko,James MGere.Theory of Elastic Stability[M].New York:Mcgraw-Hill Book Company.Inc.1961.
[20]陈绍蕃.钢结构稳定设计指南.北京:中国建筑工业出版社,1996.
[21]徐芝纶.弹性力学,高等教育出版社,1978.
[22]ANSYS实用分析教程.北京:中国建筑工业出版社,2003.
[23]陈骥.钢结构稳定理论与设计.北京:科学出版社,2001.
[24]吕烈武,沈世钊,沈祖炎等.钢结构构件稳定理论.北京:中国建筑工业出版社,1983.
[25]Frode Palsen,Torgeir Welo,Odd Perry Svik.A Design Method for Rectangular Hollow Sections in Bending.[J].Materials Processing Technology,2001:699-704.
[26]ANSYS 5.5用户使用手册,美国ANSYS公司北京办事处.
[27]王勖成,邵敏.有限元法基本原理与数值方法[M].北京:清华大学出版社,1996.
[28]殷惠光,张跃峰.冷弯薄壁型钢建筑体系的墙架结构设计[J].建筑结构设计,2004,12(2):8-10.
[29]周绪红,李艳敏,石宇,刘永健.竖向荷载作用下冷弯薄壁型钢墙架柱的承载力[J].建筑科学与工程学报,2006,23(3)145-149.
[30]项海帆,刘光栋.结构的稳定与振动[M].北京:人民交通出版社,1991.
[31]J.J.Cao,J.A.Packer,G.J.Yang.Yield line analysis of RHS connections with axial.Loads Construct Steel Research.1998,48:1-25.
[32]刘建平,郭彦林.轻钢结构极限承载力研究[J]..建筑结构,2001,42(2):1-12.
[33]Paul J C,Ultimate Resistance of non-stiffened Tubular TT-and KK-Joints,Construct Steel Research,ASCE.1994,53:149-165.
[34]Xiao-Ling Zhao.Deformation limit and ultimate strength of welded T-joints in cold-formed RHS sections.Construct Steel Research,2000,56(1):135-154.
[35]谢孟.直接焊接连接钢管节点应力及变形研究[D].清华大学硕士学位论文,1991.
[36]中华人民共和国国家标准.钢结构设计规范(GB50017-2003).北京:中国计划出版社,1998.
[37]闫磊.竖向荷载作用下轻钢柱板体系破坏模式的研究[D].大连理工大学硕士学位论文,2005.
[38]王小平,刘峰,蒋沧如.新型轻钢龙骨体系水平位移有限元分析方法[J].武汉理工大学学报,2007,2(3):12-18.
[39]偡红荣.冷弯薄壁C型钢压杆整体稳定临界力的研究[D].重庆理工大学硕士学位论文,2005.
[40]陈剑,王新堂.钢结构开洞蒙皮体蒙皮效应的试验研究[J].宁波大学学报,2005,18(3):12-24.
[41]周绪红,石宇,周天华,狄谨.冷弯薄壁型钢结构住在组合墙体受剪性能研究[J].建筑结构学报,2006,27(3):42-47.
[42]冷弯薄壁型钢结构技术规范[S](GB50018-2002),2002.
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