Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model

ZHANG Jiangang; WEI Chenbing

doi:10. 3724/j. gyjzG23112206

Volume 55 Issue 11

Nov. 2025

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ZHANG Jiangang, WEI Chenbing. Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(11): 80-88. doi: 10. 3724/j. gyjzG23112206

Citation:

ZHANG Jiangang, WEI Chenbing. Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(11): 80-88. doi: 10. 3724/j. gyjzG23112206

ZHANG Jiangang, WEI Chenbing. Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(11): 80-88. doi: 10. 3724/j. gyjzG23112206

Citation:

ZHANG Jiangang, WEI Chenbing. Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model[J]. INDUSTRIAL CONSTRUCTION, 2025, 55(11): 80-88. doi: 10. 3724/j. gyjzG23112206

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Buckling Behavior of High-Strength Steel Welded Box-Sections Based on a Fiber Model

doi: 10. 3724/j. gyjzG23112206

CCCC First Highway Engineering Group Huazhong Engineering Co., Ltd., Wuhan 430011, China

Received Date: 2023-11-22
Available Online: 2026-01-06
Publish Date: 2025-11-20

Abstract

Abstract

To further investigate the stability of high-strength steel （HSS） welded box-section axiallycompressed columns with different strength grades，the overall buckling strength of HSS welded box-section columns was analyzed using the numerical fiber model method. The results were then used to verify the appli-cability of the column curves specified in the current code. A fiber model was established，taking into account the effects of residual stress and geometric imperfections. The overall bearing capacities of the HSS welded box-section specimens were calculated，and the accuracy of the fiber model was verified by comparing the results with experimental data. Based on the fiber model，the overall bearing capacities of 480 specimens were analyzed，including five nominal yield strengths ranging from 460 MPa to 960 MPa，eight box-section dimensions，and twelve slenderness ratios for each section. The parametric analysis results were compared with the design curves of the current steel structure design code，and the design curves suitable for HSS axially-compressed members were updated It is recommended that the stability coefficient of 460-550 MPa steel members and 690-960 MPa steel members should be designed with b-type columns and a-type columns respectively. Additionally，the coefficients in the column curve formula of the code were modified，and a new calculation formula suitable for HSS with different yield strengths was proposed.
- high-strength steel,
- axially-compressed column,
- fiber model,
- buckling capacity,
- parametric study

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References(17)

References

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