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Constitutive relationships for self-compacting concrete at elevated temperatures

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Abstract

Self-compacting concrete (SCC) is special high-performance concrete type with a high flowability that can fill formwork without any mechanical vibration. SCC is being used in high-rise buildings and industrial structures which may be subjected to high temperatures during operation or in case of accidental fire. The proper understanding of the effects of elevated temperatures on the properties of SCC is essential. In this study, constitutive relationships are developed for normal and high-strength self-compacting concrete (NSCC and HSCC) subjected to fire to provide efficient modeling and specify the fire-performance criteria for concrete structures. They are developed for unconfined NSCC and HSCC specimens that include compressive and tensile strengths, elastic modulus, strain at peak stress as well as compressive stress–strain relationships at elevated temperatures. The proposed relationships at elevated temperature are compared with experimental results. These results are used to establish more accurate and general compressive stress–strain relationships. Further experimental results for tension and the other main parameters at elevated temperature are needed in order to establish well-founded models and to improve the proposed constitutive relationships, which are general, rational, and fit well with the experimental results.

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Abbreviations

σ c :

Concrete compressive stress at ambient temperature

σ :

Applied stress

\(f_{\text{c}}^{\prime }\) :

Concrete compressive strength at ambient temperature

\(\sigma_{\text{cT}}\) :

Concrete compressive stress at elevated temperature

\(f_{\text{cT}}^{\prime }\) :

Concrete compressive stress at elevated temperature

\(\varepsilon_{\text{c}}\) :

Concrete strain at ambient temperature

\(\varepsilon_{\text{c}}^{\prime }\) :

Strain at maximum stress for concrete at ambient temperature

\(\varepsilon_{0}\) :

Strain at the elastic limit in compression

\(\varepsilon_{1}\) :

Strain at point of intersection of the two equations defining the stress–strain curve of concrete

\(\varepsilon_{{\max} }\) :

Strain at maximum stress of concrete at elevated temperature

\(\varepsilon_{\text{th}}\) :

Free thermal strain

\(\varepsilon_{\text{cr}}\) :

Creep strain at high temperature

\(\varepsilon_{\text{tr}}\) :

Transient strain

\(E_{\text{c}}\) :

Initial modulus of elasticity at ambient temperature

E sec :

is secant modulus of elasticity

\(E_{\text{crT}}\) :

Initial modulus of elasticity at elevated temperature

n :

A non-dimensional factor that accounts for effect of the weight of concrete on the shape of the stress–strain curve

T :

Fire temperature in degree Celsius (≥20 °C)

t :

Is the age of concrete at testing day

γ w :

Function to account for the effect of moisture content on transient creep strain

\(\eta_{{{\text{m}},{\text{a}}}}\) :

Modified material parameter at the ascending branch

\(\eta_{{{\text{m}},{\text{d}}}}\) :

Modified material parameter at descending branch

\(\eta\) :

Material parameter that depends on the shape of the stress–strain curve

\(\eta_{{{\text{mT}},{\text{a}}}}\) :

Modified material parameter at the ascending branch at elevated temperature

\(\eta_{{{\text{mT}},{\text{d}}}}\) :

Modified material parameter at descending branch at elevated temperature

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Aslani, F., Samali, B. Constitutive relationships for self-compacting concrete at elevated temperatures. Mater Struct 48, 337–356 (2015). https://doi.org/10.1617/s11527-013-0187-1

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