冷弯薄壁卷边C形截面不锈钢构件多种屈曲性能研究进展

梁顿; 范圣刚; 舒赣平; 郑宝锋

doi:10.13206/j.gjgS24092003

冷弯薄壁卷边C形截面不锈钢构件多种屈曲性能研究进展

doi: 10.13206/j.gjgS24092003

东南大学土木工程学院, 南京 211189

详细信息

作者简介:
梁顿,博士,主要从事钢结构的研究。

通讯作者:
范圣刚,博士,教授,主要从事不锈钢结构的设计理论与方法,101010393@seu.edu.cn。

计量
- 文章访问数: 26
- HTML全文浏览量: 5
- PDF下载量: 0
- 被引次数: 0
出版历程
- 收稿日期: 2024-09-20
- 网络出版日期: 2025-03-24

Research Progress on Various Buckling Performance of Cold-Formed Thin-Walled Stainless Steel Members with Lipped C-Section

School of Civil Engineering, Southeast University, Nanjing 211189, China

摘要

摘要: 不锈钢材料因其优良的表观性能和卓越的耐腐蚀性,已被广泛应用于建筑工程的屋面、屋盖、幕墙等结构部件中。其中,卷边C形截面不锈钢构件,凭借其较高的材料利用率和良好的力学特性,成为了建筑领域中重要的应用截面形式。该截面形状在提高构件惯性矩和抗扭刚度的同时,也能有效减少材料用量,满足结构安全与经济性的双重要求。然而,由于其复杂的屈曲行为和破坏机理,卷边C形截面不锈钢构件的屈曲性能仍然是当前研究的重点和难点。迄今为止,学者们根据破坏形态将卷边C形截面不锈钢构件的屈曲性能分为了单一模态屈曲(整体屈曲、局部屈曲和畸变屈曲)和多模态耦合屈曲(整体-局部屈曲、整体-畸变屈曲、局部-畸变屈曲和整体-局部-畸变屈曲)。对于屈曲模态的识别主要通过广义梁理论法、约束有限条法和有限元结合法,3种方法依托于不同的计算软件,由此决定的适用性能也各有所长。近年来,学者们采用创新性的试验方法对卷边C形截面不锈钢构件的屈曲性能进行了试验研究。此外,通过大量的数值模拟,识别了影响构件屈曲模态和承载力的关键因素,并在此基础上对截面进行了优化分析。随着直接强度法的推广,适用于卷边C形截面不锈钢构件不同屈曲模态承载力的快速计算方法也应运而生。阐述了卷边C形截面不锈钢构件的生产工艺及其在工程中的应用,并对国内外学者在卷边C形截面不锈钢构件屈曲性能研究方面的成果进行了详尽的综述,包括屈曲模态判别方法、试验装置介绍以及构件设计方法等方面。
- 不锈钢材料 /
- 卷边C形截面 /
- 屈曲性能 /
- 直接强度法
Abstract: Stainless steel, renowned for its excellent aesthetic properties and exceptional corrosion resistance, has found widespread application in structural components such as roofing systems, roof coverings, and curtain walls within architectural engineering. Stainless steel members with C-section have gained prominence due to their high material efficiency and favorable mechanical characteristics. The geometric configuration of these sections enhances the moment of inertia and torsional rigidity of the structural member, while simultaneously minimizing material usage, thereby fulfilling the dual objectives of structural safety and economic viability. However, the complex buckling behaviors and failure mechanisms associated with these sections present significant challenges in their design and analysis. Consequently, the buckling performance of stainless steel members with lipped C-section remains a focal point of ongoing research, with considerable emphasis on understanding and mitigating the associated risks.Up to the present, scholars have categorized the buckling performance of stainless steel members with lipped C-section based on failure modes into two primary types: single-mode buckling (global buckling, local buckling, and distortional buckling) and multi-mode coupled buckling (global-local buckling, global-distortional buckling, local-distortional buckling, and global-local-distortional buckling). The identification of these buckling modes is predominantly carried out by using methods such as the generalized beam theory, the constrained finite strip method, and the finite element method, each of which relied on distinct computational tools. Consequently, each method has its own advantages and applicability depending on the specific context of the analysis. In recent years, innovative experimental techniques have been employed to investigate the buckling performance of stainless steel members with lipped C-section. Furthermore, extensive numerical simulations have been conducted to identify key factors influencing the buckling modes and ultimate bearing capacity of these components, leading to an optimization analysis of the section geometry. With the increasing adoption of the direct strength method, rapid calculation approaches for determining the bearing capacity of stainless steel members with lipped C-section under different buckling modes have been developed, providing a more efficient means of structural evaluation and design.This paper presented an in-depth exploration of the manufacturing processes and engineering applications of stainless steel members with lipped C-section. A comprehensive review was provided on the research contributions of both domestic and international scholars concerning the buckling performance of these components. The review encompassed various aspects, including methodologies for identifying buckling modes, descriptions of experimental setups, and design approaches.
- stainless steel /
- lipped C-section /
- buckling performance /
- direct strength method

HTML全文

参考文献(80)

[1]	中国工程建设标准化协会.不锈钢结构技术规程:CECS 410:2015[S].北京:中国计划出版社, 2015.
[2]	郁竑,高欣建,俞继前,等.冷弯型钢在轻钢结构中的应用[J].建筑技术, 1997, 28(2):89-91.
[3]	何保康,李风,丁国良.冷弯型钢在房屋建筑中的应用与发展[J].焊管, 2002, 25(5):8-11 ,61.
[4]	刘占科.薄壁受压构件的畸变屈曲理论与试验研究[D].兰州:兰州大学, 2015.
[5]	Adany S, Schafer B W. Buckling mode decomposition of single-branched open cross-section members via finite strip method:derivation[J]. Thin-Walled Structures, 2006, 44(5):563-584.
[6]	Adany S, Schafer B W. A full modal decomposition of thin-walled, single-branched open cross-section members via the constrained finite strip method[J]. Journal of Constructional Steel Research, 2008, 64(1):12-29.
[7]	Adany S, Schafer B W. Buckling mode decomposition of single-branched open cross-section members via finite strip method:application and examples[J]. Thin-Walled Structures, 2006, 44(5):585-600.
[8]	Li Z, Schafer B W. Constrained finite strip method for thin-walled members with general end boundary conditions[J]. Journal of Engineering Mechanics, 2013, 139(11):1566-1576.
[9]	陈美合.多种屈曲模态下卷边C形截面不锈钢柱计算理论研究[D].南京:东南大学, 2021.
[10]	Zhang L L, Tan K H, Zhao O. Local stability of press-braked stainless steel angle and channel sections:testing, numerical modelling and design analysis[J]. Engineering Structures, 2020, 203, 109869.
[11]	Huang L H, Yang W B, Shi T W, et al. Local and distortional interaction buckling of cold-formed thin-walled high strength lipped channel columns[J]. International Journal of Steel Structures, 2021, 21(1):244-259.
[12]	Matsubara G Y, Batista E D, Salles G C. Lipped channel cold-formed steel columns under local-distortional buckling mode interaction[J]. Thin-Walled Structures, 2019, 137:251-170.
[13]	Fan S G, Mo H B, Ding Z X, et al. Research on local buckling capacity of lipped C-section stainless steel beams under weak axis bending[J]. Structures, 2021, 33:3570-3587.
[14]	Wu Y W, Fan S G, Du L, et al. Research on distortional buckling capacity of stainless steel lipped C-section beams[J]. Thin-Walled Structures, 2021, 169, 108453.
[15]	Fan S G, Wu Y W, Du L, et al. Experimental study and numerical simulation analysis of distortional buckling capacity of stainless steel lipped C-section beams[J]. Engineering Structures, 2022, 250, 113428.
[16]	Niu S, Rasmussen K J R, Fan F. Distortional-global interaction buckling of stainless steel C-beams:part I-experimental investigation[J]. Journal of Constructional Steel Research, 2014, 96:127-139.
[17]	Niu S, Rasmussen K J R, Fan F. Local-global interaction buckling of stainless steel I-beams. I:experimental investigation[J]. Journal of Structural Engineering, 2015, 141(8), 04014194.
[18]	Pham N H, Pham C H, Rasmussen K J.R. Global buckling capacity of cold-rolled aluminium alloy channel section beams[J]. Journal of Constructional Steel Research, 2021, 179, 106521.
[19]	李晨旭.卷边C形截面不锈钢柱局部与畸变相关屈曲研究[D].南京:东南大学, 2021.
[20]	Fan S G, Liu F, Zheng B F, et al. Experimental study on bearing capacity of stainless steel lipped C section stub columns[J]. Thin-Walled Structures, 2014, 83:70-84.
[21]	Li S, Zhang L L, Zhao O. Global buckling and design of hot-rolled stainless steel channel section beam-columns[J]. Thin-Walled Structures, 2022, 170, 108433.
[22]	Rasmussen K J R, Hancock G J. Design of cold-formed stainless steel tubular members. I:columns[J]. Journal of Structural Engineering, 1993, 119(8):2349-2367.
[23]	Liu Y, Young B. Buckling of stainless steel square hollow section compression members[J]. Journal of Constructional Steel Research, 2003, 59(2):165-177.
[24]	Theofanous M, Gardner L. Testing and numerical modelling of lean duplex stainless steel hollow section columns[J]. Engineering Structures, 2009, 31(12):3047-3058.
[25]	Huang Y, Young B. Tests of pin-ended cold-formed lean duplex stainless steel columns[J]. Journal of Constructional Steel Research, 2013, 82:203-215.
[26]	Huang Y, Young B. Experimental and numerical investigation of cold-formed lean duplex stainless steel flexural members[J]. Thin-Walled Structures, 2013, 73:216-228.
[27]	郑宝锋.不锈钢冷弯薄壁型钢轴心受压和受弯构件理论分析与试验研究[D].南京:东南大学, 2010.
[28]	Young B, Hartono W. Compression tests of stainless steel tubular members[J]. Journal of Structural Engineering, 2002, 128(6):754-761.
[29]	Bredenkamp P J, Van Den Berg G J. The lateral torsional buckling strength of cold-formed stainless steel beams[C]//12th International Specialty Conference on Cold-Formed Steel Structures. Missouri:1994.
[30]	Van Der Merwe P, Van Wyk M L, Van Den Berg G J. Lateral torsional buckling strength of doubly symmetric stainless steel beams[C]//10th International Specialty Conference on Cold-Formed Steel Structures. Missouri:1990.
[31]	Bredenkamp P J, Van Den Berg G J. The strength of stainless steel built-up I-section columns[J]. Journal of Constructional Steel Research, 1995,34(2/3):131-144.
[32]	Korvink S A, Van Den Berg G J, Van Der Merwe P. Web crippling of stainless steel cold-formed beams[J]. Journal of Constructional Steel Research, 1995, 34(2/3):225-248.
[33]	American Society of Civil Engineers.Specification for the design of cold-formed stainless steel structural members:ASCE 8-02[S]. Reston:American Society of Civil Engineers, 2002.
[34]	Dundu M, Van Tonder P. Local buckling strength of stainless steel beam webs subjected to a stress gradient[J]. Thin-Walled Structures, 2014, 77:48-55.
[35]	Standards Australia/Standards New Zealand Committee.Cold-formed stainless steel structures:AS/NZS 4673:2001[S]. Sydney:Standards Australia and Standards New Zealand, 2001.
[36]	Zhou F, Young B. Experimental investigation of cold-formed high-strength stainless steel tubular members subjected to combined bending and web crippling[J]. Journal of Structural Engineering, 2007, 133(7):1027-1034.
[37]	Zhou F, Young B. Cold-formed high-strength stainless steel tubular sections subjected to web crippling[J]. Journal of Structural Engineering, 2007, 133(3):368-377.
[38]	Zhou F, Young B. Cold-formed stainless steel sections subjected to web crippling[J]. Journal of Structural Engineering, 2006, 132(1):134-144.
[39]	Kuwamura H. Local buckling of thin-walled stainless steel members[J]. Steel Structures, 2003, 3(3):191-201.
[40]	陶玥林.基于直接强度法不锈钢卷边C形截面柱承载力研究[D].南京:东南大学, 2015.
[41]	Fan S G, Chen M H, Li S, et al. Stainless steel lipped C-section beams:numerical modelling and development of design rules[J]. Journal of Constructional Steel Research, 2019, 152:29-41.
[42]	Yao Z Y, Rasmussen K J R. Perforated cold-formed steel members in compression I:parametric studies[J]. Journal of Structural Engineering, 2017, 143(5), 04016226.
[43]	Yao Z, Rasmussen K J R. Perforated cold-formed steel members in compression II:design[J]. Journal of Structural Engineering, 2017, 143(5), 04016227.
[44]	Standards Australia/Standards New Zealand Committee.Cold-formed steel structures:AS/NZS 4600:2005[S]. Sydney:Standards Australia and Standards New Zealand, 2005.
[45]	Lecce M, Rasmussen K J R. Distortional buckling of cold-formed stainless steel sections:experimental investigation[J]. Journal of Structural Engineering, 2006, 132(4):497-504.
[46]	Lecce M, Rasmussen K J R. Distortional buckling of cold-formed stainless steel sections:finite-element modeling and design[J]. Journal of Structural Engineering, 2006, 132(4):505-514.
[47]	张智栋.薄壁不锈钢梁畸变失稳性能研究[D].哈尔滨:哈尔滨工业大学, 2017.
[48]	Fan S G, Tao Y L, Zheng B F, et al. Capacity of stainless steel lipped C-section stub column under axial compression[J]. Journal of Constructional Steel Research, 2014, 103:251-263.
[49]	Chen M H, Fan S G, Tao Y L, et al. Design of the distortional buckling capacity of stainless steel lipped C-section columns[J]. Journal of Constructional Steel Research, 2018, 147:116-131.
[50]	Schafer B W, Grigoriu M, Peköz T. A probabilistic examination of the ultimate strength of cold-formed steel elements[J]. Thin-Walled Structures, 1998, 31(4):271-288.
[51]	Yu C. Distortional buckling of cold-formed steel members in bending[D]. Baltimore:Johns Hopkins University, 2005.
[52]	Moen C D, Schafer B W. Experiments on cold-formed steel columns with holes[J]. Thin-Walled Structures, 2008, 46(10):1164-1182.
[53]	Schafer B W. Review:the direct strength method of cold-formed steel member design[J]. Journal of Constructional Steel Research, 2008, 64(7):766-778.
[54]	Afshan S, Gardner L. The continuous strength method for structural stainless steel design[J]. Thin-Walled Structures, 2013, 68:42-49.
[55]	Gardner L, Nethercot D A. Structural stainless steel design:a new approach[J]. The Structural Engineer, 2004, 82(21):21-28.
[56]	Becque J, Rasmussen K J R. Experimental investigation of local-overall interaction buckling of stainless steel lipped channel columns[J]. Journal of Constructional Steel Research, 2009,65(8/9):1677-1684.
[57]	朱婷.卷边C形截面不锈钢柱整体与局部相关屈曲承载力研究[D].南京:东南大学, 2020.
[58]	Martins A D, Camotim D, Gonçalves R, et al. GBT-based assessment of the mechanics of distortional-global interaction in thin-walled lipped channel beams[J]. Thin-Walled Structures, 2018, 124:32-47.
[59]	Martins A D, Camotim D, Dinis P B. Distortional-global interaction in lipped channel and zed-section beams:strength, relevance and DSM design[J]. Thin-Walled Structures, 2018, 129:289-308.
[60]	Liang D, Fan S G, Xu T G, et al. Design of press-braked stainless steel C-beams subjected to global-distortional interaction buckling[J]. Structures, 2024, 63, 106341.
[61]	Liang D, Fan S G, Dong D Y, et al. Experimental investigation of global-distortional interaction buckling of stainless steel C-beams[J]. Journal of Constructional Steel Research, 2024, 214, 108472.
[62]	Wu Y W, Fan S G, Wu Q X, et al. Experimental study of local-distortional interaction of press-braked stainless steel lipped channel beams[J]. Engineering Structures, 2023, 280, 115713.
[63]	Liu M J, Wu Y W, Fan S G, et al. Local-distortional interaction buckling of stainless steel lipped C-section beams[J]. Journal of Constructional Steel Research, 2023, 201, 107731.
[64]	Kwon Y B, Hancock G J. Tests of cold-formed channels with local and distortional buckling[J]. Journal of Structural Engineering, 1992, 118(7):1786-1803.
[65]	Yang D, 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.
[66]	Yap D C, 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.
[67]	Loughlan J, Yidris N, Jones K. The failure of thin-walled lipped channel compression members due to coupled local-distortional interactions and material yielding[J]. Thin-Walled Structures, 2012, 61:14-21.
[68]	Silvestre N, Camotim D, Dinis P B. Post-buckling behaviour and direct strength design of lipped channel columns experiencing local/distortional interaction[J]. Journal of Constructional Steel Research, 2012, 73:12-30.
[69]	Dinis P B, Camotim D. Cold-formed steel columns undergoing local-distortional coupling:behaviour and direct strength prediction against interactive failure[J]. Computers&Structures, 2015, 147:181-208.
[70]	Martins A D, Dinis P B, Camotim D. On the influence of local-distortional interaction in the behaviour and design of cold-formed steel web-stiffened lipped channel columns[J]. Thin-Walled Structures, 2016, 101:181-204.
[71]	Martins A D, Camotim D, Dinis P B. Behaviour and DSM design of stiffened lipped channel columns undergoing local-distortional interaction[J]. Journal of Constructional Steel Research, 2017, 128:99-118.
[72]	Young B, Silvestre N, Camotim D. Cold-formed steel lipped channel columns influenced by localdistortional interaction:strength and DSM design[J]. Journal of structural Engineering, 2013, 139(6):1059-1074.
[73]	Dinis P B, Young B, Camotim D. Local-distortional interaction in cold-formed steel rack-section columns[J]. Thin-Walled Structures, 2014, 81:185-194.
[74]	Martins A D, Camotim D, Dinis P B. Local-distortional interaction in cold-formed steel beams:behaviour, strength and DSM design[J]. Thin-Walled Structures, 2017,119:879-901.
[75]	Chen M T, Young B, Martins A D, et al. Uniformly bent CFS lipped channel beams experiencing local-distortional interaction:experimental investigation[J]. Journal of Constructional Steel Research, 2020,170, 106098.
[76]	Chen M T, Young B, Martins A D, et al. Experimental investigation on cold-formed steel lipped channel beams affected by local-distortional interaction under non-uniform bending[J]. Thin-Walled Structures, 2021, 161, 107494.
[77]	张耀春,王海明.冷弯薄壁型钢C形截面构件受弯承载力试验研究[J].建筑结构学报, 2009, 30(3):53-61.
[78]	Dinis P B, Camotim D. Local/distortional/global mode interaction in simply supported cold-formed steel lipped channel columns[J]. International Journal of Structural Stability and Dynamics, 2011, 11(5):877-902.
[79]	Dinis P B, Camotim D, Batista E M, et al. Local/distortional/global mode coupling in fixed lipped channel columns:behaviour and strength[J]. Advanced Steel Construction, 2011, 7(1):113-130.
[80]	Silvestre N, Dinis P B, Camotim D, et al. DSM design of lipped channel columns undergoing local/distortional/global mode interaction[C]//SDSS'Rio 2010 Stability and Ductility of Steel Structures. Rio de Janeiro:2010.