轴心受压冷弯薄壁等肢卷边角钢屈曲性能试验与设计方法研究

姚行友; 刘亚菲; 郭彦利; 阮楚航; 陈厚

doi:10.3724/j.gyjzG23102413

轴心受压冷弯薄壁等肢卷边角钢屈曲性能试验与设计方法研究

doi: 10.3724/j.gyjzG23102413

1. 江西水利电力大学土木与建筑工程学院, 南昌 330099;
2. 江西水利电力大学, 江西省水利土木特种加固与安全监控工程研究中心, 南昌 330099

基金项目:

江西省自然科学基金重点项目（20242BAB26074）；国家自然科学基金项目（51868049）。

详细信息

作者简介:
姚行友，博士，教授，主要从事钢结构研究， yaoxingyoujd@163.com。

通讯作者:
刘亚菲，主要从事冷弯型钢结构研究，2631033600@qq.com。

计量
- 文章访问数: 54
- HTML全文浏览量: 16
- PDF下载量: 2
- 被引次数: 0
出版历程
- 收稿日期: 2023-10-24
- 网络出版日期: 2025-09-12

Experimental Research on Buckling Performance and Design Methods for Cold-Formed Thin-Walled Equal-Legged Lipped Angle Steel Under Axial Compression

1. School of Civil and Architectural Engineering, Jiangxi University of Water Resources and Electric Power, Nanchang 330099, China;
2. Jiangxi Provincial Engineering Research Center of the Special Reinforcement and Safety Monitoring Technology in Hydraulic & Civil Engineering, Jiangxi University of Water Resources and Electric Power, Nanchang 330099, China

摘要

摘要: 为了研究冷弯薄壁等肢卷边角钢柱的屈曲和相关屈曲性能及稳定承载力设计方法，首先对32根LQ550冷弯薄壁等肢卷边角钢进行了轴压试验，结果表明：宽厚比小的长柱发生弯扭屈曲，宽厚比较大的短柱发生局部屈曲，其他试件发生局部屈曲和弯扭屈曲的相关屈曲，且扭转存在屈曲后强度。采用ABAQUS有限元软件对试件进行了模拟，模拟结果与试验结果吻合良好，表明建立的有限元分析模型是可信的。随后采用有限元模型分析长细比、宽厚比、卷边分肢比等参数对等肢卷边角钢构件轴压性能的影响，结果表明：试件极限承载力随着长细比的增加而大幅下降；长度相同时，极限承载力随宽厚比的增大而增大；增大构件的卷边也会增大极限承载力，但当卷边产生局部屈曲时，试件极限承载力增长减缓。最后基于试验结果提出了轴心受压冷弯薄壁等肢卷边角钢承载力的建议计算方法，将计算结果对比试验和参数分析结果，表明建议方法是准确可行的。
- 等肢卷边角钢 /
- 弯扭屈曲 /
- 局部屈曲 /
- 有效宽度法 /
- 直接强度法 /
- 屈曲后强度
Abstract: In order to study the buckling performance and the bearing capacity design method of cold-formed thin-walled equal-legged lipped angle columns， axial compression tests were conducted on 32 LQ550 equal-legged lipped angle columns with different cross-sections and slenderness ratios. The results showed that long columns with small width-to-thickness ratios exhibited global flexural-torsional buckling， while short columns with larger width-to-thickness ratios experienced local buckling. Other specimens demonstrated the interactive buckling with local buckling and flexural-torsional buckling， and the specimens with torsional buckling all showed the post-torsional buckling strength. ABAQUS finite element software was then used to simulate the specimens. The simulation results were in good agreement with the test results， indicating that the established finite element analysis model was both reasonable and feasible. Therefore， the effects of the slenderness ratio， width-thickness ratio， and leg-lip ratio on the buckling performance of cold-formed thin-walled equal-legged lipped angle steel under axial compression were analyzed using finite element software. The analysis showed that the ultimate bearing capacity of the angle steel decreased greatly with the increase of slenderness ratio. When the angle steel had the same length， the ultimate bearing capacity increased with the increase of width-to-thickness ratio. Increasing the width of the lips enhanced the ultimate bearing capacity； however， when local buckling occurred at the lips， the rate of increase in the ultimate capacity slowed down. Finally， based on the test results， the effective width method and the direct strength method were proposed to calculate the bearing capacity of cold-formed thin-walled equal-legged lipped angle steel members under axial compression. The results of comparison with test and finite element analysis showed that the proposed methods were accurate and feasible.
- equal-legged lipped angle steel /
- flexural-torsional buckling /
- local buckling /
- effective width method /
- direct strength method /
- post-buckling strength

HTML全文

参考文献(19)

[1]	TRAHAIR N S. Buckling and torsion of steel equal angle beams［J］. Journal of Structural Engineering，ASCE，2005，131（3）:467-473.
[2]	TRAHAIR N S. Buckling and torsion of steel unequal angle beams［J］. Journal of Structural Engineering，ASCE，2005，131（3）:474-480.
[3]	ZHANG P，ALAM M S. Assessment of buckling strength curves in Direct Strength Method for estimating axial strengths of coldformed steel members considering average yield stresses of crosssections［J］. Thin-Walled Structures，2023，188，110823.
[4]	姚永红，武振宇. 冷弯薄壁型钢柱畸变屈曲承载力研究［J］. 工业建筑，2016，46（4）:142-146.
[5]	姚行友，李元齐，郭彦利. 冷弯薄壁型钢卷边槽形截面构件非线性畸变屈曲承载力计算方法［J］. 中南大学学报（自然科学版），2015，46（8）:3067-3074.
[6]	ANANTHI G B G，VISHUVARDHAN S，KNIGHT G M S. Experimental and numerical investigation on thin-walled single and starred angle sections under compression［J］. Civil Engineering，2015，40:3417-3427.
[7]	中华人民共和国住房和城乡建设部. 冷弯型钢结构技术标准:GB/T 50018—2025［S］. 北京:中国计划出版社，2025.
[8]	AISI. North American specification for the design of cold-formed steel structural members:AISI-S100-16［S］. Washington D.C.:American Iron and Steel Institute，2016.
[9]	SCHAFER B W. Review:the direct strength method of coldformed steel member design［J］. Journal of Constructional Steel Research，2008，64（7）:766-778.
[10]	SCHAFER B W. Advances in the Direct Strength Method of cold-formed steel design［J］. Thin-Walled Structures，2019，140:533-541.
[11]	CHODRAUI G M B，SHIFFERAW Y，MALITE M，et al. On the stability of cold-formed steel angles under compression［J］. REM-Revista Escola de Minas，2007，60（2）:355-363.
[12]	BEHZADI-SOFIANI B，GARDNERA L，WADEEA M A，et al. Behaviour and design of fixed-ended steel equal-leg angle section columns［J］. Journal of Constructional Steel Research，2021，182，106649.
[13]	DAN D，VIOREL U. Local/distortional and overall interactive buckling of thin-walled cold-formed steel columns with open cross-section［J］. Thin-Walled Structures，2023，182，110172.
[14]	姚行友，胡成立，刘亚菲，等. 冷弯不等肢卷边角钢轴压试验及承载力设计方法［J］. 西南交通大学学报，2025，60（1）:93-102.
[15]	姚行友，张世乐，程娇龙，等. 轴心受压复杂卷边等肢角钢屈曲承载力试验与设计方法研究［J］. 宁夏大学学报（自然科学版），2022，43（4）:358-367.
[16]	ZHANG J F，PANG S Y，ZHOU Y S，et al. Axial compressive behavior of non-symmetric cold-formed angular column with complex edge［J］. Thin-Walled Structures，2021，162，107625.
[17]	SHIFFERAW Y，SCHAFER B W. Cold-formed steel lipped and plain angle columns with fixed ends［J］. Thin-Walled Structures，2014，80:142-152.
[18]	国家市场监督管理总局，全国钢标准化管理委员会. 金属材料拉伸试验第1部分:室温试验方法:GB/T 228.1—2021 ［S］. 北京:中国标准出版社，2021.
[19]	DUBINA D，UNGUREANU V，Effect of imperfections on numerical simulation of instability behaviour of cold-formed steel members［J］. Thin-Walled Structures，2002，40:239-262.