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Residual Strength of Steel-Reinforced Concrete-Filled Square Steel Tubular (SRCFST) Stub Columns After Exposure to ISO-834 Standard Fire

  • Fanqin Meng
  • Mei-chun Zhu
  • Ben Mou
  • Baojie He
Article
  • 19 Downloads

Abstract

Steel-reinforced concrete-filled square steel tubular (SRCFST) column has been acknowledged as a progressive form from the steel–concrete composite system, having a higher load-bearing capacity. Aiming at lying the foundations for SRCFST full-scale research after fire exposure, this paper has studied the axial compression behavior of SRCFST stub columns after different modes of fire exposure. To start with, temperature distributions, failure patterns and load–strain relationships of four existing SRCFST columns were experimentally analyzed. Based on this, numerical models of square SRCFST columns with sufficient correctness and effectiveness were established for further holistically examining impacts of fire duration time, yield strength of steel tube, compressive strength of concrete, confinement index, section steel index and sectional dimensions on residual strength of SRCFST columns. The results indicate that residual strength of square SRCFST columns decrease significantly with fire duration time, sectional dimensions and section steel index, while yield strength of steel, compressive strength of concrete and confinement index exert negligible effects. Afterwards, predictive formulas that can calculate residual strength index of square SRCFST columns under different patterns of fire exposure were proposed.

Keywords

Composite columns Steel section Steel tube Residual strength After fire Numerical models 

List of symbols

\({\text{A}}_{\text{c}}\)

Cross-sectional area of concrete

\({\text{A}}_{\text{ss}}\)

Cross-sectional area of section steel

\({\text{A}}_{\text{st}}\)

Cross-sectional area of steel tube

\({\text{b}}_{\text{f}}\)

Total width of the section steel

D

Overall width of cross-section

\(E_{s}\)

Young’s modulus

\({\text{f}}_{\text{c}}\)

Concrete cube strength

\(f_{c}^{'}\)

Concrete cylinder strength

\({\text{f}}_{\text{ck}}\)

Characteristic concrete strength

\({\text{f}}_{\text{y}}\)

Yield strength of steel

\({\text{h}}_{\text{s}}\)

Total height of the section steel

\({\text{k}}_{\text{r}}\)

Residual strength index

L

Length of column

\({\text{L}}_{\text{e}}\)

The effective length of the column

\(N_{0}\)

Axial load during the test

N

Axial compressive capacity at ambient temperature

\(N_{cr}^{'}\)

Predicted result of residual bearing capacity

\(N_{cr}\)

Experimental result of residual bearing capacity

t

Time

\(t_{w}\)

The thickness of flange plate

\(t_{f}\)

Flange thickness of the section steel

\(t_{s}\)

Wall thickness of the steel tube

\(t_{h}\)

The total experimental heating time

T

Temperature

ε

Strain

\(\varepsilon_{l}\)

Whole strain of the specimen

\(\varepsilon_{c}\)

Strain of the concrete

\(\sigma_{s}\)

Stress of the steel

\(\sigma_{ss}\)

Axial stress of steel section

\(\sigma_{c}\)

Stress of the concrete

\(\lambda\)

Slenderness ratio

\(\alpha\)

Steel ratio

\(\rho\)

Section steel index

\(\theta\)

Confinement index

\(\varepsilon_{st}\)

Strain of the steel tube

\(\varepsilon_{sr}\)

Strain of the section steel

\(\sigma_{st}\)

Axial stress of steel tube

Notes

Acknowledgements

This research was sponsored by the Natural Science Foundation of Shanghai (Grant Nos. 11ZR1426400 and 18ZR1427900).

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Copyright information

© Korean Society of Steel Construction 2018

Authors and Affiliations

  • Fanqin Meng
    • 1
    • 2
  • Mei-chun Zhu
    • 1
  • Ben Mou
    • 3
  • Baojie He
    • 4
  1. 1.Shanghai Normal UniversityShanghaiChina
  2. 2.The University of AucklandAucklandNew Zealand
  3. 3.Qingdao University of TechnologyQingdaoChina
  4. 4.University of New South WalesSydneyAustralia

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