对称轴平面内偏心受压冷弯薄壁卷边槽钢承载力直接强度法对比研究
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摘要
在GB 50018《冷弯薄壁型钢结构技术规范》(修订稿)的轴压及纯弯构件承载力直接强度法公式的基础上,结合我国实际,开展了对称轴平面内偏心受压构件承载力直接强度计算方法的研究,分析了截面有效形心偏移对计算结果的影响。采用所提出的未考虑有效形心偏移和考虑有效形心偏移的直接强度法计算了42个荷载偏向卷边侧和48个荷载偏向腹板侧的偏压试件的稳定承载力,并与GB 50018—2002和GB50018修订版中有效宽度法的计算结果进行了对比。试验值与计算值之比的平均值表明:考虑有效形心偏移比未考虑有效形心偏移的直接强度法的平均值更接近于1.0;变异系数的结果表明:考虑有效形心偏移的直接强度法和修订有效宽度法的离散性都比现行有效宽度法小。
Based on the existing formula of direct strength method of bearing capacity of axial compression and pure bending members in GB 50018 Technical Code of Cold-Formed Thin-Wall Steel Structures(revised draft) and combined with the reality of our country,the research on direct strength method of bearing capacity of eccentric compression member in the plane of symmetry axis was carried out. The influence of the shift of the effective centroid on calculation results was also analyzed. By using the direct strength method proposed in the paper,which considered the shift of the effective centroid or not,the stability bearing capacity of 42 and 48 specimens were calculated. Which eccentric loads bias to curls or webs respctively. Then the results were compared with the effective width method of the GB 50018—2002 and the revised GB 50018. The average value of the ratio of experimental value to calculation value indicated that the average value of the direct strength method considering effective centroid shifting was closer to1. 0 than that without considering effective centroid shifting; the results of the coefficient of variation showed that the discreteness of the direct strength method considering effective centroid shifting and the revised effective width method were smaller than the current effective width method.
Based on the existing formula of direct strength method of bearing capacity of axial compression and pure bending members in GB 50018 Technical Code of Cold-Formed Thin-Wall Steel Structures(revised draft) and combined with the reality of our country,the research on direct strength method of bearing capacity of eccentric compression member in the plane of symmetry axis was carried out. The influence of the shift of the effective centroid on calculation results was also analyzed. By using the direct strength method proposed in the paper,which considered the shift of the effective centroid or not,the stability bearing capacity of 42 and 48 specimens were calculated. Which eccentric loads bias to curls or webs respctively. Then the results were compared with the effective width method of the GB 50018—2002 and the revised GB 50018. The average value of the ratio of experimental value to calculation value indicated that the average value of the direct strength method considering effective centroid shifting was closer to1. 0 than that without considering effective centroid shifting; the results of the coefficient of variation showed that the discreteness of the direct strength method considering effective centroid shifting and the revised effective width method were smaller than the current effective width method.
引文
[1]中华人民共和国建设部.冷弯薄壁型钢结构技术规范:GB50018—2002[S].北京:中国计划出版社,2002.
[2]SCHAFER B W,PEKOZ T.Direct Strength Prediction of ColdFormed Steel Members Using Numerical Elastic Buckling Solutions[C]//Second International Conference on Thin-Walled Structures:Thin-Walled Structures Research and Development.Singapore:Elsevier Science Ltd,1998:137-144.
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[5]YANG D M,HANCOCK G J.Compression Tests of High Strength Steel Channel Columns with Interaction Between Local and Distortional Buckling[J].Journal of Structural Engineering,2004,130(12):1954-1963.
[6]YAP D Y,HANCOCK G J.Experimental Study of High-Strength Cold-Formed Stiffened-Web C-Sections in Compression[J].Journal of Structural Engineering,2011,137(2):162-172.
[7]MOEN C D,SCHAFER B W.Direct Strength Method for Design of Cold-Formed Steel Columns with Holes[J].Journal of Structural Engineering,2011,137(5):559-570.
[8]MOEN C D,SCHUDLICH A,HEYDEN A.Experiments on ColdFormed Steel C-Section Joists with Unstiffened Web Holes[J].Journal of Structural Engineering,2013,139(5):695-704.
[9]RASMUSSEN K J R.Design of Slender Angle Section BeamColumns by the Direct Strength Method[J].Journal of Structural Engineering,2006,132(2):204-211.
[10]王春刚,张耀春.卷边槽钢偏心受压构件极限承载力的直接强度计算方法研究[J].工程力学,2009,26(2):97-102.
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[12]温秋平,董事尔,雍承鑫,等.绕弱轴纯弯的冷弯薄壁型钢构件畸变屈曲性能研究[J].钢结构,2014,29(6):9-13.
[13]宋延勇.冷弯薄壁型钢偏压构件及自攻螺钉连接承载力试验研究[D].上海:同济大学,2008.
[14]沈祖炎,李元齐,吴曙岽,等.冷弯超薄壁型钢C型截面偏压构件承载力试验研究[R].上海:同济大学,上海钢之杰钢结构建筑有限公司,2010.
[15]王春刚,张耀春,张壮南.冷弯薄壁斜卷边槽钢受压构件的承载力试验研究[J].建筑结构学报,2006,27(3):1-9.
[16]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].长沙:湖南大学,1992.
[17]张兆宇.冷弯薄壁C型槽钢畸变屈曲的试验研究[D].杭州:浙江大学,2005.
[2]SCHAFER B W,PEKOZ T.Direct Strength Prediction of ColdFormed Steel Members Using Numerical Elastic Buckling Solutions[C]//Second International Conference on Thin-Walled Structures:Thin-Walled Structures Research and Development.Singapore:Elsevier Science Ltd,1998:137-144.
[3]HANCOCK G J.Developments in the Direct Strength Design of Cold-Formed Steel Structural Members[C]//Proceedings of the India-Australia Workshop on Cold-Formed Steel,the Indian Institute of Technology.Madras:2006.
[4]王春刚.单轴对称冷弯薄壁型钢受压构件稳定性能分析与试验研究[D].哈尔滨:哈尔滨工业大学,2007.
[5]YANG D M,HANCOCK G J.Compression Tests of High Strength Steel Channel Columns with Interaction Between Local and Distortional Buckling[J].Journal of Structural Engineering,2004,130(12):1954-1963.
[6]YAP D Y,HANCOCK G J.Experimental Study of High-Strength Cold-Formed Stiffened-Web C-Sections in Compression[J].Journal of Structural Engineering,2011,137(2):162-172.
[7]MOEN C D,SCHAFER B W.Direct Strength Method for Design of Cold-Formed Steel Columns with Holes[J].Journal of Structural Engineering,2011,137(5):559-570.
[8]MOEN C D,SCHUDLICH A,HEYDEN A.Experiments on ColdFormed Steel C-Section Joists with Unstiffened Web Holes[J].Journal of Structural Engineering,2013,139(5):695-704.
[9]RASMUSSEN K J R.Design of Slender Angle Section BeamColumns by the Direct Strength Method[J].Journal of Structural Engineering,2006,132(2):204-211.
[10]王春刚,张耀春.卷边槽钢偏心受压构件极限承载力的直接强度计算方法研究[J].工程力学,2009,26(2):97-102.
[11]冷弯薄壁型钢结构技术规范(征求意见稿)[Z/OL].http://www.ccsn.gov.cn/News/Show Info.aspx?Guid=aeb89aa9-6a14-4fd3-995e-295075f44bbd.2016.
[12]温秋平,董事尔,雍承鑫,等.绕弱轴纯弯的冷弯薄壁型钢构件畸变屈曲性能研究[J].钢结构,2014,29(6):9-13.
[13]宋延勇.冷弯薄壁型钢偏压构件及自攻螺钉连接承载力试验研究[D].上海:同济大学,2008.
[14]沈祖炎,李元齐,吴曙岽,等.冷弯超薄壁型钢C型截面偏压构件承载力试验研究[R].上海:同济大学,上海钢之杰钢结构建筑有限公司,2010.
[15]王春刚,张耀春,张壮南.冷弯薄壁斜卷边槽钢受压构件的承载力试验研究[J].建筑结构学报,2006,27(3):1-9.
[16]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].长沙:湖南大学,1992.
[17]张兆宇.冷弯薄壁C型槽钢畸变屈曲的试验研究[D].杭州:浙江大学,2005.