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Nonlinear Behaviors of Ultra-High-Performance Concrete-Filled Steel Tubular Beam-Column Under Monotonic and Cyclic Loading

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Iranian Journal of Science and Technology, Transactions of Civil Engineering Aims and scope Submit manuscript

Abstract

In this work, a novel fiber beam element (FBE) model was established to predict the nonlinear behaviors of ultra-high-performance concrete-filled steel tubular members (UHPCFSTs) considering local buckling of steel tubes and passive confinement effect. The validity of the FBE model under different loading conditions (monotonic and cyclic loading) was thoroughly verified using comprehensive published data. Meanwhile, an experimental database of rectangular UHPCFST members subjected to combined axial compression and flexure was established with ξ ranging from 0.375 to 3.011. The suitability of the current code provisions for predicting the ultimate bending strengths was evaluated using the experimental database. Finally, a novel and simplified N–M interaction curve was constructed to predict the ultimate bending strengths of UHPCFSTs. The results indicated that ignoring local buckling of steel tubes would overestimate peak strengths and post-peak ductility of UHPCFSTs by up to 16.4%. Obviously, this is adverse for structural design. When the width-to-thickness ratios were reduced to less than 30, the local buckling could be neglected. Compared with experimental results, the ultimate bending strengths of UHPCFSTs were undervalued by the current code provisions such as AISC360-10, AIJ, GB50936 and EC4 with computed mean values (MVs) of 0.833, 0.863, 0.799 and 0.869, respectively. Experimental and predicted results showed good agreement with a MV of 1.04.

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Abbreviations

f c :

Compressive strength of UHPC

A c :

Area of UHPC

ξ :

Confinement index

ε cc :

Peak strain of confined UHPC

α, ζ, r :

Parameters

f cy :

Plateau stress

ε y :

Yield strain of steel

E s :

Elastic modulus of steel

b , h, t :

Width, height and thickness

N ue,N uc :

Tested, computed axial peak loads

P ue, P uc :

Tested, computed lateral peak loads

L :

Length of column

M u :

Pure bending strength

γ m :

Plastic coefficient

f sc :

Composite strength

α s :

Steel ratio

f y :

Yield strength of steel

A s :

Area of steel tube

ε c :

Peak strain of UHPC without confinement

f cc :

Peak strength of confined UHPC

e c :

Elastic modulus of UHPC

f el :

Effective confined pressure

w s :

Coefficient of width-to-thickness ratio

φ :

Curvature

e 0 :

Eccentric distance

Δ :

Deflection

n :

Axial compression ratio

M t, M c :

Computed, tested ultimate bending strength

N ut :

Tensile load

W sc :

Flexural modulus

f t :

Tensile strength of UHPC

N 0 :

Imposed axial compression load

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Acknowledgements

The authors are grateful for the Key Program of National Natural Science Foundation of China (Grant No. 51738011).

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Authors and Affiliations

  1. School of Civil Engineering, Hubei Polytechnic University, Huangshi, 435003, China

    Heng Cai & Chujun Li

  2. School of Civil Engineering, Wuhan University, Wuhan, 430072, China

    Heng Cai & Fangqian Deng

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  1. Heng Cai
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  2. Chujun Li
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Correspondence to Heng Cai.

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Cai, H., Li, C. & Deng, F. Nonlinear Behaviors of Ultra-High-Performance Concrete-Filled Steel Tubular Beam-Column Under Monotonic and Cyclic Loading. Iran J Sci Technol Trans Civ Eng 47, 2799–2814 (2023). https://doi.org/10.1007/s40996-023-01083-0

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