楔形宽腹工字形截面压弯构件平面内稳定承载力的试验研究
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摘要
楔形宽腹工字形截面构件以其合理的受力形式,在门式刚架中被广泛应用。近年来,我国学者对楔形宽腹工字形截面偏心受压构件的极限承载力做了相关的研究,得出了一些有用的结论,但缺少试验的验证。本文主要完成了下面的工作：
首先通过试验,研究大头截面腹板高厚比、相对偏心率和长细比三个参数变化对试件极限承载力的影响。然后采用ANSYS有限元分析软件,对试件进行分析计算。为了更好的模拟实际情况,在模型中考虑试件初始几何缺陷和残余应力的影响,计算结果与试验结果吻合较好。以此为基础改变试件模型的几何参数,进行大量计算,参照《门式刚架轻型房屋钢结构技术规程》(CECS 102：2002)拟合出实用设计公式。
The tapered I-section Beam-Columns with Slender Web is widely used in portal frame structure for its rational force form. Recently years, the ultimate bearing capacity of the tapered I-section Beam-Columns has be analyzed and investigated systematically by our country's scholar, and elicited some conclusion. But the conclusion was not validated by eccentric test, and did not infer the formula. First of all, the main work of this paper is as follows.
Firstly, the changes of the ultimate bearing capacity of the specimen with varieties in the respective bulk web thickness ratio, the relative eccentricity and slenderness ratio are researched through experiment. And then ANSYS finite element analysis software is used to the modeling and calculation in accordance with the test specimen geometry, and the correctness of ANSYS model is proved by the comparison of calculation results and experimental results. The ANSYS model is considered the influence of model initial geometric imperfections and residual stress, and calculated by arc length method. With changes of the geometric parameters, a large number of calculations happen and the outputs are compared with the results based on formulas in "Technical Specification for Steel Structure of Light-weigh with Portal Frame" (CECS 102:2002). According to outcome fit for the practical appliance is simulated.
首先通过试验,研究大头截面腹板高厚比、相对偏心率和长细比三个参数变化对试件极限承载力的影响。然后采用ANSYS有限元分析软件,对试件进行分析计算。为了更好的模拟实际情况,在模型中考虑试件初始几何缺陷和残余应力的影响,计算结果与试验结果吻合较好。以此为基础改变试件模型的几何参数,进行大量计算,参照《门式刚架轻型房屋钢结构技术规程》(CECS 102：2002)拟合出实用设计公式。
The tapered I-section Beam-Columns with Slender Web is widely used in portal frame structure for its rational force form. Recently years, the ultimate bearing capacity of the tapered I-section Beam-Columns has be analyzed and investigated systematically by our country's scholar, and elicited some conclusion. But the conclusion was not validated by eccentric test, and did not infer the formula. First of all, the main work of this paper is as follows.
Firstly, the changes of the ultimate bearing capacity of the specimen with varieties in the respective bulk web thickness ratio, the relative eccentricity and slenderness ratio are researched through experiment. And then ANSYS finite element analysis software is used to the modeling and calculation in accordance with the test specimen geometry, and the correctness of ANSYS model is proved by the comparison of calculation results and experimental results. The ANSYS model is considered the influence of model initial geometric imperfections and residual stress, and calculated by arc length method. With changes of the geometric parameters, a large number of calculations happen and the outputs are compared with the results based on formulas in "Technical Specification for Steel Structure of Light-weigh with Portal Frame" (CECS 102:2002). According to outcome fit for the practical appliance is simulated.
引文
[1]CECS 102：2002.门式刚架轻型房屋钢结构技术规程[S].北京：中国计划出版社,2003.
[2]Goldberg, J.E., and Bogdanoff, J.L, "Inelastic Buckling of Nonuniform Columns", Trans, Vol.122,1957, ASCE.
[3]Butler, D. J. and Anderson, G. B."the Elastic Buckling of Tapered Beam-Columns", Welding Journal, Vol.42, No.l, Res, Suppl, Jan,1963.
[4]Appl, F. J, and Smith, J.O, "Buckling of Inelastic, Tapered, Pin-Ended Columns", Journal of Engineering Mechanics Division, Vol.94, No. EM2,1968, ASCE.
[5]Hancock G J. Bradford M A.&.Trahair N S. Web distortional and flexural and flexural-tors-Ional buckling J. Struct, Div., ASCE 1980,106.
[6]Hancock G J. Local distortional, and lateral buckling of I beams. J. Struct. Div, ASCE 1978,104(11):1787～1798.
[7]Sridharan S. Doubly symmetric interactive buckling of plate structure. Int. J. Solids and Struct,1983,19,625-641.
[8]Sridharan S and Ali M A. An improved interactive buckling analysis of thin-walled columns having doubly symmetric cross-sections. Int J. Solids and Struct, 1986(4):429～443.
[9]Athony S H,Kim J R. Section capacity of thin-walled I-section beam-columns. J. of structural engineering, Vol.124, No.3,1998.
[10]王梅.楔形构件腹板的局部稳定研究[D].西安：西安建筑科技大学土木工程学院,1999.
[11]冉红东.楔形压弯构件的局部屈曲及屈曲后强度[D].西安：西安建筑科技大学土木工程学院,2003.
[12]杨娜,支旭东,沈世钊.H型钢楔形薄壁构件的局部屈曲性能分析[J].土木工程学报,2004,37(8)：1-15.
[13]纪平.楔形变截面工字钢构件的平面外稳定研究[D].杭州：浙江大学土木工程学院,1999.
[14]申红侠,顾强.楔形变截面压弯构件平面内极限承载力[J].西安建筑科技大学
学报,2002,34(4)：400～402、406.
[15]李峰,顾强.楔形变截面单跨门式刚架柱计算长度分析[J].西安建筑科技大学学报,2000,32(3)：256-259.
[16]童根树,朱群红.简支楔形工字钢梁平面外稳定计算[D].杭州：浙江大学土木工程学院,2004.
[17]郭彦林,潘勇.变截面工形柱平面内稳定极限承载力研究[J].土木工程学报,2004,37(1)：13-19.
[18]陈婷.变截面构件的应力分析和平面内弹塑性稳定研究[D].杭州：浙江大学土木工程学院,2003.
[19]严剑松,童根树.两端铰接楔形压弯杆平面外稳定[J].钢结构,2004,19(2)：62-65.
[20]赵强.楔形宽薄腹工字形截面压弯构件的平面内稳定性分析[D].西安：西安建筑科技大学土木工程学院,2007.
[21]许俊.楔形宽腹工形截面压弯构件平面外稳定分析[D].西安：西安建筑科技大学土木工程学院,2007.
[22]GB／T228-2002.金属材料室温拉伸试验方法[S].北京：中国计划出版社,2002.
[23]GB700-2006.碳素结构钢[S].北京：中国计划出版社,2006.
[24]陈绍蕃.钢结构设计原理(第三版)[M].北京：科学出版社,2007：216.
[25]杨应华.宽薄腹工形截面偏压杆的平面外承载力研究[D].西安建筑科技大学土木工程学院,1995.
[26]GB50205-2001.钢结构工程施工质量验收规范[S].北京：中国计划出版社,2001.
[27]凌道盛,徐兴.非线性有限元及程序[M].杭州：浙江大学出版社,2004：15-16.
[28]陈骥.钢结构稳定理论与设计(第三版)[M].北京：科学出版社,2006：25-27.
[29]李成,顾强.楔形压弯构件平面内稳定极限承载力研究[J].建筑结构,2007,37(1 0)：57-59.
[30]李成.楔形压弯构件平面内极限承载力[D].西安：西安冶金建筑学院,2005.
[31]顾强.腹板宽厚比超限值时工形截面偏压杆平面内的承载能力[D].西安：西安冶金建筑学院,1988.
[32]钟善桐.钢结构稳定设计[M].北京：中国建筑工业出版社,1991：248-249.
[2]Goldberg, J.E., and Bogdanoff, J.L, "Inelastic Buckling of Nonuniform Columns", Trans, Vol.122,1957, ASCE.
[3]Butler, D. J. and Anderson, G. B."the Elastic Buckling of Tapered Beam-Columns", Welding Journal, Vol.42, No.l, Res, Suppl, Jan,1963.
[4]Appl, F. J, and Smith, J.O, "Buckling of Inelastic, Tapered, Pin-Ended Columns", Journal of Engineering Mechanics Division, Vol.94, No. EM2,1968, ASCE.
[5]Hancock G J. Bradford M A.&.Trahair N S. Web distortional and flexural and flexural-tors-Ional buckling J. Struct, Div., ASCE 1980,106.
[6]Hancock G J. Local distortional, and lateral buckling of I beams. J. Struct. Div, ASCE 1978,104(11):1787～1798.
[7]Sridharan S. Doubly symmetric interactive buckling of plate structure. Int. J. Solids and Struct,1983,19,625-641.
[8]Sridharan S and Ali M A. An improved interactive buckling analysis of thin-walled columns having doubly symmetric cross-sections. Int J. Solids and Struct, 1986(4):429～443.
[9]Athony S H,Kim J R. Section capacity of thin-walled I-section beam-columns. J. of structural engineering, Vol.124, No.3,1998.
[10]王梅.楔形构件腹板的局部稳定研究[D].西安：西安建筑科技大学土木工程学院,1999.
[11]冉红东.楔形压弯构件的局部屈曲及屈曲后强度[D].西安：西安建筑科技大学土木工程学院,2003.
[12]杨娜,支旭东,沈世钊.H型钢楔形薄壁构件的局部屈曲性能分析[J].土木工程学报,2004,37(8)：1-15.
[13]纪平.楔形变截面工字钢构件的平面外稳定研究[D].杭州：浙江大学土木工程学院,1999.
[14]申红侠,顾强.楔形变截面压弯构件平面内极限承载力[J].西安建筑科技大学
学报,2002,34(4)：400～402、406.
[15]李峰,顾强.楔形变截面单跨门式刚架柱计算长度分析[J].西安建筑科技大学学报,2000,32(3)：256-259.
[16]童根树,朱群红.简支楔形工字钢梁平面外稳定计算[D].杭州：浙江大学土木工程学院,2004.
[17]郭彦林,潘勇.变截面工形柱平面内稳定极限承载力研究[J].土木工程学报,2004,37(1)：13-19.
[18]陈婷.变截面构件的应力分析和平面内弹塑性稳定研究[D].杭州：浙江大学土木工程学院,2003.
[19]严剑松,童根树.两端铰接楔形压弯杆平面外稳定[J].钢结构,2004,19(2)：62-65.
[20]赵强.楔形宽薄腹工字形截面压弯构件的平面内稳定性分析[D].西安：西安建筑科技大学土木工程学院,2007.
[21]许俊.楔形宽腹工形截面压弯构件平面外稳定分析[D].西安：西安建筑科技大学土木工程学院,2007.
[22]GB／T228-2002.金属材料室温拉伸试验方法[S].北京：中国计划出版社,2002.
[23]GB700-2006.碳素结构钢[S].北京：中国计划出版社,2006.
[24]陈绍蕃.钢结构设计原理(第三版)[M].北京：科学出版社,2007：216.
[25]杨应华.宽薄腹工形截面偏压杆的平面外承载力研究[D].西安建筑科技大学土木工程学院,1995.
[26]GB50205-2001.钢结构工程施工质量验收规范[S].北京：中国计划出版社,2001.
[27]凌道盛,徐兴.非线性有限元及程序[M].杭州：浙江大学出版社,2004：15-16.
[28]陈骥.钢结构稳定理论与设计(第三版)[M].北京：科学出版社,2006：25-27.
[29]李成,顾强.楔形压弯构件平面内稳定极限承载力研究[J].建筑结构,2007,37(1 0)：57-59.
[30]李成.楔形压弯构件平面内极限承载力[D].西安：西安冶金建筑学院,2005.
[31]顾强.腹板宽厚比超限值时工形截面偏压杆平面内的承载能力[D].西安：西安冶金建筑学院,1988.
[32]钟善桐.钢结构稳定设计[M].北京：中国建筑工业出版社,1991：248-249.