冷弯薄壁型钢C形及组合方管柱的极限承载力研究
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摘要
在冷弯薄壁型钢结构中,初始缺陷、型钢的强度、荷载形式及截面宽厚比是冷弯薄壁型钢组合方管柱的极限承载力的重要影响因素。
本文利用ANSYS有限元分析软件,对冷弯薄壁型钢组合方管柱进行分析,将分析结果与欧拉公式的计算结果进行对比,验证了ANSYS分析结果是可靠和具有足够精度的。在此基础上,运用ANSYS有限元模型,分析负公差和初弯曲等因素对冷弯薄壁型钢组合方管柱极限承载力的影响,从中得出各类影响因素对冷弯薄壁型钢组合方管柱极限承载力的影响。根据ANSYS的分析结果可知冷弯薄壁型钢规范中规定的抗力分项系数偏小。最后,对比加劲冷弯薄壁型钢柱与未加进冷弯薄壁型钢柱的分析结果,研究截面加劲肋对冷弯薄壁型钢组合方管柱和开口冷弯薄壁型钢柱的极限承载力的影响,发现当截面宽厚比较小时,截面加劲对冷弯薄壁型钢组合方管柱的极限承载力不是明显,当截面宽厚比较大时,截面加劲对冷弯薄壁型钢组合方管柱和开口冷弯薄壁型钢柱的极限承载力的影响非常明显。
In the cold-formed steel structures, the initial imperfection, width-thickness, steel strength grade and stiffener of cold-formed thin-walled steel are important factors to the influence ultimate bearing capacity.
The cold-formed thin-walled steel combined square tube column is analyzed using ANSYS, the results of the analysis are reliable and sufficiently precise the comparison between the results from numerical simulation and Euler formula. Based on the numerical simulation by using finite element model, influence of initial imperfection, width-thickness, steel strength grade and stiffener of cold-formed thin-walled steel on ultimate bearing capacity is analyzed to find out regularily of ultimate bearing capacity. The results of the analysis by ANSYS indicated that the resistance factors in the cold-formed steel specification is slightly small. Finally, according to the analyses of the cold-formed steel columns with and without stiffener, the section stiffener influence on the cold-formed thin-walled steel combined square tube column and open section cold-formed steel column. It was found that the more width-thickness ratio of section , the more clear influence is on the column capacity.
本文利用ANSYS有限元分析软件,对冷弯薄壁型钢组合方管柱进行分析,将分析结果与欧拉公式的计算结果进行对比,验证了ANSYS分析结果是可靠和具有足够精度的。在此基础上,运用ANSYS有限元模型,分析负公差和初弯曲等因素对冷弯薄壁型钢组合方管柱极限承载力的影响,从中得出各类影响因素对冷弯薄壁型钢组合方管柱极限承载力的影响。根据ANSYS的分析结果可知冷弯薄壁型钢规范中规定的抗力分项系数偏小。最后,对比加劲冷弯薄壁型钢柱与未加进冷弯薄壁型钢柱的分析结果,研究截面加劲肋对冷弯薄壁型钢组合方管柱和开口冷弯薄壁型钢柱的极限承载力的影响,发现当截面宽厚比较小时,截面加劲对冷弯薄壁型钢组合方管柱的极限承载力不是明显,当截面宽厚比较大时,截面加劲对冷弯薄壁型钢组合方管柱和开口冷弯薄壁型钢柱的极限承载力的影响非常明显。
In the cold-formed steel structures, the initial imperfection, width-thickness, steel strength grade and stiffener of cold-formed thin-walled steel are important factors to the influence ultimate bearing capacity.
The cold-formed thin-walled steel combined square tube column is analyzed using ANSYS, the results of the analysis are reliable and sufficiently precise the comparison between the results from numerical simulation and Euler formula. Based on the numerical simulation by using finite element model, influence of initial imperfection, width-thickness, steel strength grade and stiffener of cold-formed thin-walled steel on ultimate bearing capacity is analyzed to find out regularily of ultimate bearing capacity. The results of the analysis by ANSYS indicated that the resistance factors in the cold-formed steel specification is slightly small. Finally, according to the analyses of the cold-formed steel columns with and without stiffener, the section stiffener influence on the cold-formed thin-walled steel combined square tube column and open section cold-formed steel column. It was found that the more width-thickness ratio of section , the more clear influence is on the column capacity.
引文
[1]周绪红等.低层冷弯薄壁型钢结构住宅体系[J].建筑科学与工程学报,2005,2(2):1-14
[2]刘前进.轴心受压冷弯方管柱承载力性能研究[D].西安建筑科技大学硕士学位论文,2004
[3]Winter,G.Commentary on the 1968 Edition of the Specification for the Design of Cold-Formed Steel Structural Members[S],AISI,1977
[4]Timoshemko,S.P.and Gere,J.M.Theory of Elastic Stability[M],2nd,Ed.McGraw-Hill,1961,180.中译本:弹性稳定理论(第二版)[M],科学出版社,1965
[5]M.S.Troitsky.Stiffened Plates Bending,Stability and Vibrations[M].Elsevier Scientific Publishing Company.Amsterdam-Oxford -NewYork.1976
[6]董其震等译,B.G Johnston主编.金属结构稳定设计准则解说[M].中国铁道出版社,1981
[7]Braham,M.Annales de l'Institut Techniquedu B a timent et des Travaux Publics,No.385,1980,35-44
[8]Key,P.W.and Hancock G.J.A Theoretical Investigation of the Column Behaviour of Cold-Formed Square Hollow Sections,Research Report,School of Civil and Mining Engineering,The University of Sydney,1993,16:31-64
[9]WJ.Hall.Steel,Design for Structural Engineers[M].Second Edition.Printed in the U.S.A.1983
[10]Bleich F.Buckling strength of metal structures[M].McGraw Hill,1952.中译本:金属结构的屈曲强度[M],科学出版社.1965
[11]Allen H.G.and Bulson P.S.Background to buckling[M].McGraw-Hill(UK).1980
[12]张中权,冷弯薄壁型轴心受压构件稳定性的实验研究[A],钢结构研究论文报告选集,第一册[C].北京,全国钢结构标准技术委员会.1982
[13]扶正宇,何保康.冷成型单角钢轴心受压杆极限强度研究[J].西安冶金建筑学院学报,1991,23(2):111-118
[14]郭彦林,陈绍蕃.冷弯薄壁槽钢短柱局部屈曲后相关作用的弹塑性分析[J],土木工程学报,1990,23(3):36-46
[15]周绪红.开口薄壁型钢压弯构件中板件屈曲后性能与板组屈曲后相关作用的研究[D].湖南大学博士学位论文,1992
[16]孙祖龙,高轩能等.冷弯薄壁槽形截面受压构件板组稳定性及屈曲后强度研究的总结报告[J],南昌大学土木系钢结构研究所,1997
[17]杨晓通.卷边加连杆的冷弯薄壁C形槽钢受压性能试验研究与有限元分析[D].浙江大学硕士学位论文,2006
[18]陈绍蕃,钢结构设计原理[M].北京:科学出版社,2005
[19]陈骥,钢结构稳定理论与设计[M].北京:科学出版社,2006
[20]吴东平.带缀板开口冷弯薄壁型钢轴心受压构件稳定性研究[D].武汉科技大学硕士学位论文.2004.40
[21]Theory Analysis Guide ANSYS Inc2000
[22]Advanced Analysis Techniques Guide ANSYS Inc 2000
[23]嘉木工作室编著,ANSYS 5.7有限元实例分析教程,机械工业出版社,2002
[24]袁赓.冷弯薄壁C形槽钢受弯崎变屈曲分析[D].浙江大学硕士学位论文,2007
[25]中华人民共和国国家标准.湖北省发展计划委员会,冷弯薄壁型钢结构技术规范GB50018-2002[S].北京:中国计划出版社,2003
[26]中华人民共和国国家标准.国家技术监督局,热轧钢板和钢带GB/T709-1988[S].中国标准出版社,1988
[27]谢军展.冷弯薄壁型钢柱板复合墙体承载力研究[D].浙江工业大学硕士学位论文,2006
[28]陶忠.腹板中间V型加劲卷边槽钢柱单波型和多波型相关屈曲性能分析和诚验研究[D].西安建筑科技大学,8-9
[29]Det norske Veritas.Buckling strength analysis of mobile offshore units[J].1987,30(1)
[30]Koiter,W.T.and Pignataro,M.,An alternative approach to the interaction between local and overall bucking in stiffened panels.In JUTAM Symposium,Cambridge /USA,Edited by B.Budiansky,Springer,New York/Berlin/wien,1974,7-32.
[31]Vonder Neut,A.,Mode interaction with stiffened panels,In JUTAM Symposium,Cambridge/USA,Edited by B.Budiansky,Springer;New York/Berlin/wien,1974, 133-148.
[32] Tulk J.D. and Walker, A.C., Model studies of the elastic bucking of a stiffened plate[J], J.strain Analysis II, 1976,11(3):137-143
[33] Tvergaard, V. Imperfection sensitivity of a wide integrally stiffened panel under compression[J], Journal of Solids and Structures, 1973, 9(1), 177-192.
[34] Ueda, Y. and Yao, T., Ultimate Strength of Compressed Stiffened Plates and Minimum Stiffness Ratio of their Stiffeners[J], Engineering Structures, 1983, 5(2):97-107
[35] Jetteur, P., A new design method for stiffened compression flanges of box griders[J], Thin-Walled Structures, 1983, 1(3): 189-210
[36] Falconer, B. H. and Chapman, J.C. ,Compressive buckling of stiffened plates, The Engineer 195: 1953, (5): 789-791
[37] Timoshenko, S .P and Gere,J. M .,Theory of elastic stability[M]. McGraw-Hill,Kogakusha, 1961
[38] Willian D.G, Some examples of the elastic behavior of initially deformed bridge panels[M], Civ. Eng. And Publ. Wks. Rev., 1971,1107-1112
[39] Troitsky, M.S., Stiffened plates-bending stability and vibrations[M], Elsevier Scientific Publishing Co, 1976
[40] Wdtrick, W.H.and Williarrrs, P.W, Buckling and vibration of anisotropic or isotropic plate assemblies under combined loading[J], Int.J.Mech.Sci. 1974, 16(4):209-239
[41] Michelutti, W., Stiffened plates in combined loading[D], Thesis, Monash University, 1976
[42] Fok, C.D., Effects of initial perfections on the elastic post-buckling behavior of flat plates[D], Ph .D. Thesis, Monash University, 1980
[43] Budiansky, B.ed., Buckling of Structures[M], Springer, 1976
[2]刘前进.轴心受压冷弯方管柱承载力性能研究[D].西安建筑科技大学硕士学位论文,2004
[3]Winter,G.Commentary on the 1968 Edition of the Specification for the Design of Cold-Formed Steel Structural Members[S],AISI,1977
[4]Timoshemko,S.P.and Gere,J.M.Theory of Elastic Stability[M],2nd,Ed.McGraw-Hill,1961,180.中译本:弹性稳定理论(第二版)[M],科学出版社,1965
[5]M.S.Troitsky.Stiffened Plates Bending,Stability and Vibrations[M].Elsevier Scientific Publishing Company.Amsterdam-Oxford -NewYork.1976
[6]董其震等译,B.G Johnston主编.金属结构稳定设计准则解说[M].中国铁道出版社,1981
[7]Braham,M.Annales de l'Institut Techniquedu B a timent et des Travaux Publics,No.385,1980,35-44
[8]Key,P.W.and Hancock G.J.A Theoretical Investigation of the Column Behaviour of Cold-Formed Square Hollow Sections,Research Report,School of Civil and Mining Engineering,The University of Sydney,1993,16:31-64
[9]WJ.Hall.Steel,Design for Structural Engineers[M].Second Edition.Printed in the U.S.A.1983
[10]Bleich F.Buckling strength of metal structures[M].McGraw Hill,1952.中译本:金属结构的屈曲强度[M],科学出版社.1965
[11]Allen H.G.and Bulson P.S.Background to buckling[M].McGraw-Hill(UK).1980
[12]张中权,冷弯薄壁型轴心受压构件稳定性的实验研究[A],钢结构研究论文报告选集,第一册[C].北京,全国钢结构标准技术委员会.1982
[13]扶正宇,何保康.冷成型单角钢轴心受压杆极限强度研究[J].西安冶金建筑学院学报,1991,23(2):111-118
[14]郭彦林,陈绍蕃.冷弯薄壁槽钢短柱局部屈曲后相关作用的弹塑性分析[J],土木工程学报,1990,23(3):36-46
[15]周绪红.开口薄壁型钢压弯构件中板件屈曲后性能与板组屈曲后相关作用的研究[D].湖南大学博士学位论文,1992
[16]孙祖龙,高轩能等.冷弯薄壁槽形截面受压构件板组稳定性及屈曲后强度研究的总结报告[J],南昌大学土木系钢结构研究所,1997
[17]杨晓通.卷边加连杆的冷弯薄壁C形槽钢受压性能试验研究与有限元分析[D].浙江大学硕士学位论文,2006
[18]陈绍蕃,钢结构设计原理[M].北京:科学出版社,2005
[19]陈骥,钢结构稳定理论与设计[M].北京:科学出版社,2006
[20]吴东平.带缀板开口冷弯薄壁型钢轴心受压构件稳定性研究[D].武汉科技大学硕士学位论文.2004.40
[21]Theory Analysis Guide ANSYS Inc2000
[22]Advanced Analysis Techniques Guide ANSYS Inc 2000
[23]嘉木工作室编著,ANSYS 5.7有限元实例分析教程,机械工业出版社,2002
[24]袁赓.冷弯薄壁C形槽钢受弯崎变屈曲分析[D].浙江大学硕士学位论文,2007
[25]中华人民共和国国家标准.湖北省发展计划委员会,冷弯薄壁型钢结构技术规范GB50018-2002[S].北京:中国计划出版社,2003
[26]中华人民共和国国家标准.国家技术监督局,热轧钢板和钢带GB/T709-1988[S].中国标准出版社,1988
[27]谢军展.冷弯薄壁型钢柱板复合墙体承载力研究[D].浙江工业大学硕士学位论文,2006
[28]陶忠.腹板中间V型加劲卷边槽钢柱单波型和多波型相关屈曲性能分析和诚验研究[D].西安建筑科技大学,8-9
[29]Det norske Veritas.Buckling strength analysis of mobile offshore units[J].1987,30(1)
[30]Koiter,W.T.and Pignataro,M.,An alternative approach to the interaction between local and overall bucking in stiffened panels.In JUTAM Symposium,Cambridge /USA,Edited by B.Budiansky,Springer,New York/Berlin/wien,1974,7-32.
[31]Vonder Neut,A.,Mode interaction with stiffened panels,In JUTAM Symposium,Cambridge/USA,Edited by B.Budiansky,Springer;New York/Berlin/wien,1974, 133-148.
[32] Tulk J.D. and Walker, A.C., Model studies of the elastic bucking of a stiffened plate[J], J.strain Analysis II, 1976,11(3):137-143
[33] Tvergaard, V. Imperfection sensitivity of a wide integrally stiffened panel under compression[J], Journal of Solids and Structures, 1973, 9(1), 177-192.
[34] Ueda, Y. and Yao, T., Ultimate Strength of Compressed Stiffened Plates and Minimum Stiffness Ratio of their Stiffeners[J], Engineering Structures, 1983, 5(2):97-107
[35] Jetteur, P., A new design method for stiffened compression flanges of box griders[J], Thin-Walled Structures, 1983, 1(3): 189-210
[36] Falconer, B. H. and Chapman, J.C. ,Compressive buckling of stiffened plates, The Engineer 195: 1953, (5): 789-791
[37] Timoshenko, S .P and Gere,J. M .,Theory of elastic stability[M]. McGraw-Hill,Kogakusha, 1961
[38] Willian D.G, Some examples of the elastic behavior of initially deformed bridge panels[M], Civ. Eng. And Publ. Wks. Rev., 1971,1107-1112
[39] Troitsky, M.S., Stiffened plates-bending stability and vibrations[M], Elsevier Scientific Publishing Co, 1976
[40] Wdtrick, W.H.and Williarrrs, P.W, Buckling and vibration of anisotropic or isotropic plate assemblies under combined loading[J], Int.J.Mech.Sci. 1974, 16(4):209-239
[41] Michelutti, W., Stiffened plates in combined loading[D], Thesis, Monash University, 1976
[42] Fok, C.D., Effects of initial perfections on the elastic post-buckling behavior of flat plates[D], Ph .D. Thesis, Monash University, 1980
[43] Budiansky, B.ed., Buckling of Structures[M], Springer, 1976