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Tests on the Steel–Concrete Bond Strength in Steel Reinforced Concrete (SRC) Columns After Fire Exposure

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Abstract

Bond behaviour between the steel and concrete is important in ensuring the interaction of different components in steel reinforced concrete (SRC) columns under various working conditions, and sufficient bond strength should be kept in these columns even after fire exposure. This paper presents the experimental results of bond strength between the embedded steel and concrete in SRC columns after fire exposure. A total of eight push-out specimens were prepared, including two unheated and six fire exposed specimens. The fire exposed specimens were heated and left cooling down in a fire furnace, and then were tested for residual bond strength. Concrete explosive spalling was found when the test specimens were heated. The elevated temperatures at the steel–concrete interface and at the location of stirrups were recorded by thermocouples. Effects of different parameters, such as fire scenario, lateral confinement, and encased steel type, on the bond behaviour were analysed. Time delay was found in the temperature increase across the concrete section, and the inner maximum temperature reached at a measurement location was 430°C during the cooling phase, which was much higher than the temperature of 180°C measured at the end of heating phase for the same location. The reduction in bond strength was as high as 54.2%, whereas the corresponding ultimate slip increased significantly from around 0.3 mm to over 4 mm due to fire exposure. An existing model was revised to predict bond stress-slip curves for SRC columns after fire exposure, and a reasonably good agreement was obtained between the measured and predicted results.

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Abbreviations

A sv :

Total area of stirrups within one spacing

b f :

Section width of steel flange

B :

Cross-sectional width

C z :

Thickness of concrete cover for flange

d :

Section depth of the embedded steel

D :

Cross-sectional depth

E c :

Young’s modulus of elasticity of concrete

E s :

Young’s modulus of elasticity of steel

f cu :

Compressive cube strength of concrete at the time of testing

f cu,f :

28-Day compressive cube strength of concrete

f y :

Yield strength of steel

f u :

Ultimate strength of steel

H c :

Embedded length of the steel section in concrete

k τT :

Parameter determining the bond stress after fire exposure

k sT :

Parameter determining the slip after fire exposure

N u :

Ultimate axial compressive load

S :

Slip

S r :

Slip when residual strength becomes stable

S t :

Spacing of stirrups

S u :

Slip corresponding to the ultimate bond strength

t :

Fire exposure time

t f :

Thickness of the steel flange

T :

Temperature

T max :

Maximum history temperature in the heating and cooling phases

τ :

Bond stress

τ r :

Residual bond stress

τ u :

Ultimate bond strength

τ ue :

Measured ultimate bond strength

τ up :

Predicted ultimate bond strength

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Acknowledgements

This research was supported by China National Key Basic Research Special Funds project under Grant No. 2012CB719700 and the National Natural Science Foundation of China projects No. 51308539. The financial support is highly appreciated.

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Authors and Affiliations

  1. College of Civil Engineering, Huaqiao University, Xiamen, 361021, China

    Wei-Hua Wang

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

    Lin-Hai Han

  3. Department of Civil Engineering, National University of Defense Technology, Changsha, 410072, China

    Qing-Hua Tan

  4. Institute for Infrastructure Engineering, University of Western Sydney, Penrith, NSW 2751, Australia

    Zhong Tao

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  1. Wei-Hua Wang
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Correspondence to Lin-Hai Han.

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Wang, WH., Han, LH., Tan, QH. et al. Tests on the Steel–Concrete Bond Strength in Steel Reinforced Concrete (SRC) Columns After Fire Exposure. Fire Technol 53, 917–945 (2017). https://doi.org/10.1007/s10694-016-0610-6

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  • DOI: https://doi.org/10.1007/s10694-016-0610-6

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