DIRECT STRENGTH METHOD OF ULTIMATE LOAD-CARRYING CAPACITY OF WELDED BOX-SECTION COLUMNS SUBJECTED TO LOCAL BUCKLING

Guo Yanlin; Liu Tao

doi:10.13204/j.gyjz200909008

Volume 39 Issue 9

Dec. 2014

Turn off MathJax

Article Contents

Abstract

References

Article Navigation > INDUSTRIAL CONSTRUCTION > 2009 > 39(9): 41-48

Guo Yanlin, Liu Tao. DIRECT STRENGTH METHOD OF ULTIMATE LOAD-CARRYING CAPACITY OF WELDED BOX-SECTION COLUMNS SUBJECTED TO LOCAL BUCKLING[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(9): 41-48. doi: 10.13204/j.gyjz200909008

Citation:

Guo Yanlin, Liu Tao. DIRECT STRENGTH METHOD OF ULTIMATE LOAD-CARRYING CAPACITY OF WELDED BOX-SECTION COLUMNS SUBJECTED TO LOCAL BUCKLING[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(9): 41-48. doi: 10.13204/j.gyjz200909008

Citation:

PDF( 0 KB)

DIRECT STRENGTH METHOD OF ULTIMATE LOAD-CARRYING CAPACITY OF WELDED BOX-SECTION COLUMNS SUBJECTED TO LOCAL BUCKLING

doi: 10.13204/j.gyjz200909008

Guo Yanlin,
Liu Tao

1.
Department of Civil Engineering,Tsinghua University,Beijing 100084,China

Received Date: 2009-04-20
Publish Date: 2009-09-20

Abstract

Abstract

Box-section columns are used widely for steel frame structures. The effective width concept employed by the current Chinese code for design of steel structure is not accurate enough for predicting their ultimate load-carrying capacity where the columns are subject to plate local buckling.This paper presents a direct strength method for accurately predicting the ultimate strength of locally buckled box-section columns.An accurate shell element is used in this study to not only simulate the local buckling exactly,but also incorporate the large displacement and the elastic-plastic material in the analysis.Numbers of numerical examples were obtained and they reveal the influences of plate is width to thickness ratio,section aspect ratio and member slenderness ratio on the ultimate strength of the hollow-section members subjected to plate local buckling.With those numerical results,three simplified design formulas are respectively proposed to estimate the ultimate strength of the hollow section columns that are subjected to centrally axial load,the pure moments and the combination between them,respectively.They will be helpful in the future modification of Chinese code for design of steel structure,and the design of hollow section columns as well.
- box-section column,
- ultimate load-carrying capacity,
- design formula

FullText(HTML)

References(11)

References

[2] GB500172003钢结构设计规范[S].

JGJ 9998高层民用建筑钢结构技术规程[S].

[3] Dewolf J T,Pekoz T.Local and Overall Buckling of Cold-FormedMembers[J].J.Struct.Engrg.Div.,ASCE,1974,100(10):2017-2036.

[4] Chan Siu Lai,Sritawat Kitipornchai,Faris G A Ai-Bermani.Elasto-Plastic Analysis of Box-Beam-ColumnsIncluding Local Buckling Effects[J].Journal of Structural Engineering,1991,117(7):1946-1960.

[5] ShanmugamNE,Richard Liew J Y,Lee S L.Welded Steel Box-Columns Under Biaxial Loading[J].Journal of Constructional SteelResearch,1989(12):119-139.

[6] Hancock G J.Interaction Buckling in I-section Columns[J].J.Struct.Engrg.Div.,ASCE,1981,107(1):165-179.

[7] Sridharan S,Ahraf Ali M.Behavior and Design of Thin-WalledColumns[J].Journal of Structural Engineering,ASCE,1988,114(1).

[8] Guo Y,Chen S.Local and Overall Interactive Instability of Thin-Walled Box-Section Columns[J].Journal of Constructional SteelResearch,1992(22):1-19.

[9] Shen Zuyan,Zhang Qilin.Interactionof Local and Overall InstabilityofCompress Box Columns[J].Journal of Structural Engineering,1989,117(11):3337-3755.

[10] Antonio F Mateus,Joel A Witz.A Parameter Study of the Post-Buckling Behavior of Steel Plate[J].Engineeering Structure,2001(23):172-185.

[11] 刘涛,郭彦林.焊接箱形截面承载力的直接强度设计法[J].工业建筑,2009,39(9):36-40.

Relative Articles

[1]	ZHAO Qiu, CHEN Peng, LIN Zhiping, ZHANG Junchao. A Calculation Method of Overall Stability for Flat Plate Stiffened Panels Under Compression[J]. INDUSTRIAL CONSTRUCTION, 2024, 54(10): 138-146. doi: 10.3724/j.gyjzG22020911
[2]	ZHANG Ailin, FENG Huan, JIANG Ziqin, LIU Yi. Intelligent Prediction of Stability Bearing Capacity of New-Type Modular Assembled Latticed Shells with Flange Connections[J]. INDUSTRIAL CONSTRUCTION, 2024, 54(8): 54-61. doi: 10.3724/j.gyjzG24031604
[3]	CHENG Wei. Experimental Research on Corrosion Characteristics of Steel Trestles in Marine Environment and Its Stability Bearing Capacity Analysis[J]. INDUSTRIAL CONSTRUCTION, 2023, 53(2): 151-156,223. doi: 10.13204/j.gyjzG22050702
[4]	XU Man, LI Xiaoming, LIU Changyong, WEI Chenyang, WANG Qinghe. Analysis of Stability Bearing Capacity of Framework with Cuplok Brackets Under the Condition of Ground Frost Heave[J]. INDUSTRIAL CONSTRUCTION, 2022, 52(1): 108-115. doi: 10.13204/j.gyjzG21102107
[5]	Zhao Ping, Wu Hao, Jia Jianguo. STUDY OF SAFETY PERFORMANCE OF PLUG-IN SCAFFOLD FOR SPECIAL-SHAPED STRUCTURE[J]. INDUSTRIAL CONSTRUCTION, 2015, 45(2): 101-106. doi: 10.13204/j.gyjz201502022
[6]	Li Tiezhu. STUDY OF THE STABILITY BEARING CAPACITY OF CROSS-LAYER AND HEAVY-LOAD TRUSS STRUCTURE FOR DAQING RAILWAY STATION[J]. INDUSTRIAL CONSTRUCTION, 2014, 44(05): 152-156.
[7]	Guo Yanlin, Zhang Bohao. STRENGTH OF I-SHAPED GIRDERS WITH SINUSOIDAL CORRUGATED WEBS UNDER PATCH LOADING[J]. INDUSTRIAL CONSTRUCTION, 2012, 42(7): 45-54. doi: 10.13204/j.gyjz201207006
[8]	Hu Changming, Wang Jing, Guo Chengxi, Chen Hong. STUDY ON STABILITY FACTOR OF STEEL TUBE COUPLER SCAFFOLDS[J]. INDUSTRIAL CONSTRUCTION, 2011, 41(1): 11-14,18. doi: 10.13204/j.gyjz201101003
[9]	Hu Changming, Liu Hongliang, Zeng Fankui, Ge Zhaoshen, Yin Hongbing. RESEARCH ADVANCES FOR COUPLER IN RESEARCH ON STEEL TUBE TALL FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 1-6. doi: 10.13204/j.gyjz201002001
[10]	Dong Baiping, Chen Yiyi. STABILITY CAPACITY CALCULATION OF CIRCULAR STEEL TUBE BEAM-COLUMNS UNDER BIAXIAL BENDING[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(1): 107-111,45. doi: 10.13204/j.gyjz201001026
[11]	Shen Qin, Hu Changming, Che Jialing, Zeng Fankui, Yan Xin. NUMERICAL ANALYSIS OF THE IMPACT ERECTING PARAMETERS ON OVERALL STABILITY OF COUPLER STEEL TUBE FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 7-11. doi: 10.13204/j.gyjz201002002
[12]	Qin Jianjian, Che Jialing, Dong Pan, Wang Jing, Zhang Jun. STABILITY ANALYSIS OF COUPLER STEEL TUBE FALSEWORK UNDER DOUBLE-DIRECTION LOAD[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 47-50,54. doi: 10.13204/j.gyjz201002011
[13]	Zeng Fankui, Hu Changming, Yan Xin, Dong Pan, Mei Yuan. EXPERIMENTAL STUDY ON STABILITY OF COUPLER STEEL TUBE FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 28-31. doi: 10.13204/j.gyjz201002007
[14]	Qin Jianjian, Zeng Fankui. STABILITY CAPACITY OF R． C TRANSFER FLOOR FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(8): 78-81. doi: 10.13204/j.gyjz201008018
[15]	Hu Changming, Mei Yuan, Dong Pan, Zhang Xiaoyong. ANALYSIS AND STUDY ON THE BEARING CAPACITY REDUCTION FACTOR OF COUPLER TALL FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 12-16. doi: 10.13204/j.gyjz201002003
[16]	Hu Changming, Che Jialing, Zhang Huazhen, Dong Pan. INFLUENCE OF SEMI-RIGID JOINT ON STABILITY CAPACITY OF COUPLER STEEL TUBE FALSEWORK[J]. INDUSTRIAL CONSTRUCTION, 2010, 40(2): 20-23. doi: 10.13204/j.gyjz201002005
[17]	Guo Yanlin, Zhang Enuo. LOAD-CARRYING CAPACITY OF LIPPED H-SECTION MEMBERS UNDER AXIAL LOAD[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(9): 7-14. doi: 10.13204/j.gyjz200909002
[18]	Guo Yanlin, Zhang Enuo. LATERAL STABILITY BEHAVIOR OF LIPPED H-SECTION BEAMS SUBJECTED TO MOMENTS[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(9): 15-21. doi: 10.13204/j.gyjz200909003
[19]	Liu Tao, Guo Yanlin. DIRECT STRENGTH METHOD OF WELDED BOX-SECTION FOR PREDICTING ULTIMATE LOAD-CARRYING CAPACITY[J]. INDUSTRIAL CONSTRUCTION, 2009, 39(9): 36-40. doi: 10.13204/j.gyjz200909007
[20]	Wang Chungang, Zhang Yaochun. AXIALLY LOADED CARRYING CAPACITY CALCULATION OF THIN-WALLED COLD-FORMED CHANNEL COLUMNS WITH INCLINED SIMPLE EDGE STIFFENERS BY DIRECT STRENGTH METHOD[J]. INDUSTRIAL CONSTRUCTION, 2006, 36(1): 71-74. doi: 10.13204/j.gyjz200601021