冷弯薄壁型钢轴压构件畸变与整体相关屈曲承载力计算方法研究
|
摘要
基于我国《冷弯型钢结构技术规范》(征求意见稿)和北美规范及澳洲/新西兰规范中的直接强度法,利用国内外已有的试验数据,计算了60根破坏模式为畸变与整体相关屈曲的轴压试件以及50根破坏模式为畸变屈曲的轴压试件的承载力。通过计算值与试验值的对比分析表明:我国《冷弯型钢结构技术规范》(征求意见稿)中直接强度法所计算的轴压试件畸变与整体相关屈曲的承载力与试验值之比的平均值接近1.0,结果较为理想;计算所得的轴心受压试件畸变屈曲的承载力明显高于试验值,偏于不安全。基于上述结果,对《冷弯型钢结构技术规范》(征求意见稿)中直接强度法计算畸变屈曲的承载力提出了相应建议,即畸变与整体相关屈曲的承载力计算公式和畸变屈曲的承载力计算公式不应统一,应区别对待或给出附加核查条件,在计算畸变半波长度和畸变屈曲的承载力时,采用屈服荷载而非构件整体稳定承载力。
This paper describes a calculation-method investigation on ultimate load-carrying capacities of cold-formed steel columns under axial compression. Based on the existing test data in the literatures, the ultimate load-carrying capacities of 60 steel columns experiencing distortional-global buckling interaction and 50 steel columns experiencing distortional buckling were calculated by using the revised direct strength method in the Chinese code ‘Technical code of cold-formed steel structures(exposure draft)' and the direct strength method in the North American specification or standards of Australia/New Zealand. Comparing the calculated results with the experimental results, it is found that in terms of the ultimate distortional-global buckling interaction resistance, the mean value of the ratios of calculated value to experimental value is close to 1.0 on the unsafe side when the revised direct strength method in Chinese code is considered. For the ultimate distortional buckling resistance, the calculated values are significantly higher than the experimental results, rendering unsafe design. Based on the above findings, it is recommended that when calculating the ultimate distortional buckling resistance, the formula of the distortional-global buckling interaction and distortional buckling resistance should not be shared. The yield load rather than the global instability resistance should be adopted for calculating the length of half-wave and the distortional buckling resistance.
This paper describes a calculation-method investigation on ultimate load-carrying capacities of cold-formed steel columns under axial compression. Based on the existing test data in the literatures, the ultimate load-carrying capacities of 60 steel columns experiencing distortional-global buckling interaction and 50 steel columns experiencing distortional buckling were calculated by using the revised direct strength method in the Chinese code ‘Technical code of cold-formed steel structures(exposure draft)' and the direct strength method in the North American specification or standards of Australia/New Zealand. Comparing the calculated results with the experimental results, it is found that in terms of the ultimate distortional-global buckling interaction resistance, the mean value of the ratios of calculated value to experimental value is close to 1.0 on the unsafe side when the revised direct strength method in Chinese code is considered. For the ultimate distortional buckling resistance, the calculated values are significantly higher than the experimental results, rendering unsafe design. Based on the above findings, it is recommended that when calculating the ultimate distortional buckling resistance, the formula of the distortional-global buckling interaction and distortional buckling resistance should not be shared. The yield load rather than the global instability resistance should be adopted for calculating the length of half-wave and the distortional buckling resistance.
引文
[1] 周绪红, 王世纪. 薄壁构件稳定理论及其应用 [M]. 北京:科学出版社, 2009.
[2] HANCOCK G J. Distortional buckling of steel storage rack columns [J]. Journal of Structural Engineering,1985, 111(12): 2770-2783.
[3] LAU S C W, HANCOCK G J. Distortional buckling formulas for channel columns [J]. Journal of Structural Engineering, 1987, 113(5): 1063-1078.
[4] KWON Y B, HANCOCK G J. Test of cold-formed channels with local and distortional buckling [J]. Journal of Structural Engineering, 1992,117(7):1786-1803.
[5] 何子奇. 冷弯薄壁型钢轴压构件畸变及与局部相关的失稳机理和设计理论 [D]. 兰州:兰州大学, 2014. (HE Ziqi. Instability mechanism and design theory of cold-formed thin-walled steel columns experiencing distortional and interaction of distortional and local behaviors [D]. Lanzhou: Lanzhou University, 2014. (in Chinese))
[6] CAMOTIM D, DINIS P B. Coupled instabilities with distortional buckling in cold-formed steel lipped channel columns [J]. Thin-Walled Structures, 2011, 49 (2): 562-575.
[7] 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.
[8] DINIS P B, CAMOTIM D, BATISTA E M, SANTOS E S. Local/distortional/global mode interaction in fixed lipped channel columns: behavior and strength [J]. Advanced Steel Construction, 2011, 7(4): 113-130.
[9] SANTOS E S, BATISTA E M, CAMOTIM D. Experimental investigation concerning lipped channel columns undergoing local-distortional-global buckling mode interaction [J]. Thin-Walled Structures, 2012, 54(3):19-34.
[10] ANBARASU M, MURUGAPANDIAN G. Experimental study on cold-formed steel web stiffened lipped channel columns undergoing distortional-global interaction [J]. Materials and Structures, 2016, 49:1433-1442.
[11] 彭雄. 冷弯薄壁C 型构件屈曲滞回机理与简化设计方法研究 [D]. 北京: 北京交通大学, 2013. (PENG Xiong. Researches on buckling and hysteretic mechanism and simplified design method of C-section specimens of cold-formed steel [D]. Beijing: Beijing Jiaotong University, 2013. (in Chinese))
[12] SCHAFER B W, PEK?Z T. Direct strength prediction of cold-formed steel members using numerical elastic buckling solutions [C]// Proceeding of the fourteenth international specialty conference on cold-formed steel structures. St. Louis, MO: Missouri University of Science & Technology, 1998: 69-76.
[13] SCHAFER B W. Distortional buckling of cold-form steel columns:RP00-1[R]. Washington DC: American Iron and Steel Institute (AISI), 2000.
[14] AISI. North American specification for the design of cold-formed steel structural members: AISI-S100-12[S]. Washington DS: American Iron and Steel Institute (AISI), 2012.
[15] AS/NZS. Cold-formed steel structures: AS/NZS 4600:2005 [S]. Sydney-Wellington: Standards of Australia and Standards of New Zealand, 2005.
[16] 冷弯型钢结构技术规范:GB 50018—XXXX(征求意见稿)[R]. 武汉:中南建筑设计院股份有限公司,2017.
[17] 王春刚, 孔德礼, 张耀春. 冷弯薄壁型钢构件承载力计算方法对比研究 [J]. 建筑钢结构进展, 2017, 19(6): 51-59. (WANG Chungang, KONG Deli, ZHANG Yaochun. Comparative study on calculation methods of bearing capacity of cold-formed thin-walled steel members [J]. Progress in Steel Building Structures, 2017, 19(6):51-59.(in Chinese))
[18] HANCOCK G J, MURRAY T M, ELLIFRITT D S. Cold-formed steel structures to the AISI specification [M]. New York: Marcel Dekker, 2001: 375-389.
[19] SCHAFER B W. Local, distortional, and euler buckling in thin-walled columns [J]. Journal of Structural Engineering, 2002,128(3):289-299.
[20] HE Ziqi, ZOU Bo, ZHOU Xuhong, CHEN Peng. Post-bucking behavior and direct strength design of cold-formed steel columns experiencing the distortional-global buckling interaction [C]// Eigth International Conference on Thin-Walled Structures (ICTWS 2018). Lisbon: Lisbon University, 2018: 1-16.
[21] KUMAR M V A, KALYANARAMAN V. Distortional buckling of CFS stiffened lipped channel compression members [J]. Journal of Structural Engineering, 2014, 140(12): 1-14.
[22] YOUNG B, SILVESTRE N, CAMOTIM D. Cold-formed steel lipped channel columns influenced by local-distortional interaction: strength and DSM design [J]. Journal of Structural Engineering, 2012,139(6):1059-1074.
[2] HANCOCK G J. Distortional buckling of steel storage rack columns [J]. Journal of Structural Engineering,1985, 111(12): 2770-2783.
[3] LAU S C W, HANCOCK G J. Distortional buckling formulas for channel columns [J]. Journal of Structural Engineering, 1987, 113(5): 1063-1078.
[4] KWON Y B, HANCOCK G J. Test of cold-formed channels with local and distortional buckling [J]. Journal of Structural Engineering, 1992,117(7):1786-1803.
[5] 何子奇. 冷弯薄壁型钢轴压构件畸变及与局部相关的失稳机理和设计理论 [D]. 兰州:兰州大学, 2014. (HE Ziqi. Instability mechanism and design theory of cold-formed thin-walled steel columns experiencing distortional and interaction of distortional and local behaviors [D]. Lanzhou: Lanzhou University, 2014. (in Chinese))
[6] CAMOTIM D, DINIS P B. Coupled instabilities with distortional buckling in cold-formed steel lipped channel columns [J]. Thin-Walled Structures, 2011, 49 (2): 562-575.
[7] 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.
[8] DINIS P B, CAMOTIM D, BATISTA E M, SANTOS E S. Local/distortional/global mode interaction in fixed lipped channel columns: behavior and strength [J]. Advanced Steel Construction, 2011, 7(4): 113-130.
[9] SANTOS E S, BATISTA E M, CAMOTIM D. Experimental investigation concerning lipped channel columns undergoing local-distortional-global buckling mode interaction [J]. Thin-Walled Structures, 2012, 54(3):19-34.
[10] ANBARASU M, MURUGAPANDIAN G. Experimental study on cold-formed steel web stiffened lipped channel columns undergoing distortional-global interaction [J]. Materials and Structures, 2016, 49:1433-1442.
[11] 彭雄. 冷弯薄壁C 型构件屈曲滞回机理与简化设计方法研究 [D]. 北京: 北京交通大学, 2013. (PENG Xiong. Researches on buckling and hysteretic mechanism and simplified design method of C-section specimens of cold-formed steel [D]. Beijing: Beijing Jiaotong University, 2013. (in Chinese))
[12] SCHAFER B W, PEK?Z T. Direct strength prediction of cold-formed steel members using numerical elastic buckling solutions [C]// Proceeding of the fourteenth international specialty conference on cold-formed steel structures. St. Louis, MO: Missouri University of Science & Technology, 1998: 69-76.
[13] SCHAFER B W. Distortional buckling of cold-form steel columns:RP00-1[R]. Washington DC: American Iron and Steel Institute (AISI), 2000.
[14] AISI. North American specification for the design of cold-formed steel structural members: AISI-S100-12[S]. Washington DS: American Iron and Steel Institute (AISI), 2012.
[15] AS/NZS. Cold-formed steel structures: AS/NZS 4600:2005 [S]. Sydney-Wellington: Standards of Australia and Standards of New Zealand, 2005.
[16] 冷弯型钢结构技术规范:GB 50018—XXXX(征求意见稿)[R]. 武汉:中南建筑设计院股份有限公司,2017.
[17] 王春刚, 孔德礼, 张耀春. 冷弯薄壁型钢构件承载力计算方法对比研究 [J]. 建筑钢结构进展, 2017, 19(6): 51-59. (WANG Chungang, KONG Deli, ZHANG Yaochun. Comparative study on calculation methods of bearing capacity of cold-formed thin-walled steel members [J]. Progress in Steel Building Structures, 2017, 19(6):51-59.(in Chinese))
[18] HANCOCK G J, MURRAY T M, ELLIFRITT D S. Cold-formed steel structures to the AISI specification [M]. New York: Marcel Dekker, 2001: 375-389.
[19] SCHAFER B W. Local, distortional, and euler buckling in thin-walled columns [J]. Journal of Structural Engineering, 2002,128(3):289-299.
[20] HE Ziqi, ZOU Bo, ZHOU Xuhong, CHEN Peng. Post-bucking behavior and direct strength design of cold-formed steel columns experiencing the distortional-global buckling interaction [C]// Eigth International Conference on Thin-Walled Structures (ICTWS 2018). Lisbon: Lisbon University, 2018: 1-16.
[21] KUMAR M V A, KALYANARAMAN V. Distortional buckling of CFS stiffened lipped channel compression members [J]. Journal of Structural Engineering, 2014, 140(12): 1-14.
[22] YOUNG B, SILVESTRE N, CAMOTIM D. Cold-formed steel lipped channel columns influenced by local-distortional interaction: strength and DSM design [J]. Journal of Structural Engineering, 2012,139(6):1059-1074.