International Journal of High-Rise Buildings (국제초고층학회논문집)

Council on Tall Building and Urban Habitat Korea (한국초고층도시건축학회)
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Compressive Behaviour of Geopolymer Concrete-Filled Steel Columns at Ambient and Elevated Temperatures

  • Tao, Zhong (Centre for Infrastructure Engineering, Western Sydney University) ;
  • Cao, Yi-Fang (Centre for Infrastructure Engineering, Western Sydney University) ;
  • Pan, Zhu (Centre for Infrastructure Engineering, Western Sydney University) ;
  • Hassan, Md Kamrul (Centre for Infrastructure Engineering, Western Sydney University)
  • Published : 2018.12.01
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Abstract

Geopolymer concrete (GPC), which is recognised as an environmentally friendly alternative to ordinary Portland cement (OPC) concrete, has been reported to possess high fire resistance. However, very limited research has been conducted to investigate the behaviour of geopolymer concrete-filled steel tubular (GCFST) columns at either ambient or elevated temperatures. This paper presents the compressive test results of a total of 15 circular concrete-filled steel tubular (CFST) stub columns, including 5 specimens tested at room temperature, 5 specimens tested at elevated temperatures and the remaining 5 specimens tested for residual strength after exposure to elevated temperatures. The main variables in the test program include: (a) concrete type; (b) concrete strength; and (c) curing condition of geopolymer concrete. The test results demonstrate that GCFST columns have similar ambient temperature behaviour compared with the conventional CFST counterparts. However, GCFST columns exhibit better fire resistance than the conventional CFST columns. Meanwhile, it is found that the GCFST column made with heat cured GPC has lower strength loss than other columns after exposure to elevated temperatures. The research results highlight the possibility of using geopolymer concrete to improve the fire resistance of CFST columns.

Keywords

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Figure 1. Sieve analysis of coarse and fine aggregates.

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Figure 2. Heating regimes.

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Figure 3. Split tube furnace.

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Figure 4. Stress-strain curves of steel.

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Figure 5. Failure modes of composite columns tested at room temperature.

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Figure 6. Comparison between N-ε curves of GCFST columns with different strength levels.

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Figure 7. Comparison between N-ε curves of GCFST columns with different curing regimes.

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Figure 8. Comparison between N-ε curves of GCFST and conventional CFST columns.

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Figure 9. Strength indexes of CFST columns.

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Figure 10. Compressive stiffness of CFST columns.

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Figure 11. Comparison of different ductility indexes.

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Figure 12. Axial load versus axial and lateral strain curves.

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Figure 13. Development of lateral-to-axial strain ratio for CFST columns.

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Figure 14. Comparison between measured and predicted N-ε curves for composite columns tested at room temperature.

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Figure 15. Tested specimens after exposure to elevated temperatures.

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Figure 16. N-ε curves of specimens after elevated temperature exposure.

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Figure 17. Comparison of different residual strength indexes.

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Figure 18. Compressive stiffness of CFST columns after exposure to elevated temperatures.

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Figure 19. Failed specimens under combined temperature and loading.

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Figure 20. Axial deformation versus time curves of CFST columns subjected to elevated temperatures.

Table 1. Chemical composition of fly ash and CAC

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Table 2. Proportions of concrete mixes

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Table 3. Summary of CFST stub column specimens

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Table 4. Compressive stiffness EA (kN)

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