An approach for evaluating fire resistance of high strength Q460 steel columns

doi:10.1007/s11709-014-0239-9

Front Struc Civil Eng

2014, Vol. 8

Issue (1) : 26-35 https://doi.org/10.1007/s11709-014-0239-9

RESEARCH ARTICLE

An approach for evaluating fire resistance of high strength Q460 steel columns

Wei-Yong WANG¹, Guo-Qiang LI²(

), Bao-lin YU³

1. School of Civil Engineering, Chongqing University, Chongqing 400045, China; 2. State Key Laboratory for Disaster Reduction in Civil Engineering, School of Civil Engineering, Tongji University, Shanghai ??200092, China; 3. Department of Civil and Environmental Engineering, Michigan State University, East Lansing MI 48824, USA

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Abstract

To develop a methodology for evaluating fire resistance of high strength Q460 steel columns, the load bearing capacity of high strength Q460 steel columns is investigated. The current approach of evaluating load bearing capacity of mild steel columns at room temperature is extended to high strength Q460 steel columns with due consideration to high temperature properties of high strength Q460 steel. The critical temperature of high strength Q460 steel column is presented and compared with mild steel columns. The proposed approach was validated by comparing the predicted load capacity with that evaluated through finite element analysis and test results. In addition, parametric studies were carried out by employing the proposed approach to study the effect of residual stress and geometrical imperfections. Results from parametric studies show that, only for a long column (slenderness higher than 75), the magnitude and distribution mode of residual stress have little influence on ultimate load bearing capacity of high strength Q460 steel columns, but the geometrical imperfections have significant influence on any columns. At a certain slenderness ratio, the stability factor first decreases and then increases with temperature rise.

Keywords high strength Q460 steel load bearing capacity temperature

Corresponding Author(s): LI Guo-Qiang,Email:gqli@tongji.edu.cn

Issue Date: 05 March 2014

Cite this article:

Wei-Yong WANG,Guo-Qiang LI,Bao-lin YU. An approach for evaluating fire resistance of high strength Q460 steel columns[J]. Front Struc Civil Eng, 2014, 8(1): 26-35.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-014-0239-9
https://academic.hep.com.cn/fsce/EN/Y2014/V8/I1/26

Tab.1 Yield strength and elastic modulus of Q460 steel at elevated temperatures

Fig.1 Comparison of reduction factors using the proposed equation with test results

Fig.2 Test results comparison of yield strength for different steels

Fig.3 Test results comparison of elastic modulus for different steels

Tab.2 Stable factor of Q460 steel columns at room and elevated temperatures

Fig.4 Curves of stable factor of high strength Q460 steel column. (a) Relationship of stable factor and temperature; (b) Relationship of stable factor and slenderness ratio

Fig.5 Variation of elastic modulus to yield strength ratio with temperature

Fig.6 Flowchart of inverse calculation segment length method

Fig.7 Comparison of critical stress method and numerical method

Fig.8 Relationship of critical temperature with slenderness ratio at different load ratios

Fig.9 Relationship of critical temperature with load ratio at different slenderness ratios

Fig.10 Distribution mode of initial residual stress. (a) Mode 1-triangle distribution; (b) mode 2-rectangle distribution

Fig.11 The influence of residual stress value on the stable factor at distribution mode 1. (a) Around strong axis; (b) around weak axis

Fig.12 The influence of residual stress value on the stable factor at distribution mode 2. (a) Around strong axis; (b) around weak axis

Fig.13 The influence of residual stress mode on the stable factor. (a) Around strong axis; (b) around weak axis

Fig.14 Influence of initial flexure on the stable factor. (a) Around strong axis; (b) around weak axis

Tab.3 Comparison of experimental results and analytical result

Fig.15 global stability analysis results for high strength Q460 steels. (a) Stress distribution (600°C); (b) load-displacement curve (300°C)

Fig.16 Comparison of FEM and critical stress method

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