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Axial Capacity of CHS T-Joints Reinforced with Welded External Stiffeners Under Load

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Abstract

Steel Circular Hollow Section (CHS) joints have been extensively utilized in construction. Current research mainly focuses on joints reinforced in unloaded states, reinforcement under load less commonly addressed. This study examines the mechanical behavior of CHS T-joints through an experimental analysis of six specimens, each featuring varying brace-to-chord diameter ratios (β), welded under different load factors. Identified primary failure modes of the joints are local buckling and out-of-plane inclination. Furthermore, a thermo-mechanical coupling finite element model, considering the material addition during the welding process, was developed to investigate the influence of the welding under load. The results indicate that welding under axial load has little effect on the ultimate loading capacity of the CHS T-joints. Notably, welding-induced residual deformation on the chord surpasses that on the brace, particularly when welding passes are proximal to the brace-chord intersection. Residual stress in welds is not significantly affected by the stress in the tubular; only the stiffeners near the welds are affected. Despite some joints exhibiting out-of-plane inclination, the enhancement in ultimate bearing capacity exceeds 24%.

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Abbreviations

d 0 :

Chord diameter

d 1 :

Brace diameter

t 0 :

Chord thickness

t 1 :

Brace thickness

t s :

Stiffener thickness

l 0 :

Chord length

l 1 :

Brace length

l s :

Stiffener side length

α :

Coefficient of thermal expansion

β :

Brace to chord diameter ratio (d1/d0)

γ :

Chord radius-to thickness ratio(d0/(2t0))

μ :

Load factor

τ :

Brace-to-chord thickness ratio(t1/t0)

E 0 :

Chord Young 's modulus

E 1 :

Brace Young's modulus

E 2 :

Stiffener Young's modulus

f y0 :

Chord yield stress

f y1 :

Brace yield stress

f y2 :

Stiffener yield stress

N i :

Brace axial force

σ 0 :

Chord compressive stress

\({\psi}_{n}^{c}\) :

Brace inclination influence coefficient

P u, FEA :

Ultimate load of joint welded under load obtained by FE analysis

P u, FEA0 :

Ultimate load of unreinforced joint obtained by FE analysis

P u, EXP :

Experimental ultimate load

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Acknowledgements

Support from Beijing Advanced Innovation Center for Future Urban Design (Grant No. UDC2016030200), National Natural Science Foundation of China (No. 51778035), Research Center for Energy Saving and Emission Reduction is gratefully acknowledged.

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Authors and Affiliations

  1. Beijing Advanced Innovation Center for Future Urban Design, School of Civil and Transportation Engineering, Beijing Higher Institution Engineering Research Center of Structural Engineering and New Materials, Beijing Key Laboratory of Functional Materials for Building Structure and Environment Remediation, Beijing University of Civil Engineering and Architecture, Beijing, China

    Yao Wu & Lei Zhu

  2. China Institute of Building Standard Design and Research, Beijing, China

    Zhe Wang

  3. China Architecture Design and Research Group, Beijing, China

    Hailin Sun

  4. Institute of Science and Technology Development, Beijing University of Civil Engineering and Architecture, Beijing, China

    Mei Wang

  5. Culture Development Research Institute / School of Humanities, Beijing University of Civil Engineering and Architecture, Beijing, China

    Huicun Song

Authors
  1. Yao Wu
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  2. Zhe Wang
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  3. Hailin Sun
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  4. Mei Wang
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  5. Lei Zhu
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  6. Huicun Song
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Correspondence to Lei Zhu.

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Wu, Y., Wang, Z., Sun, H. et al. Axial Capacity of CHS T-Joints Reinforced with Welded External Stiffeners Under Load. Int J Steel Struct (2024). https://doi.org/10.1007/s13296-024-00827-6

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  • DOI: https://doi.org/10.1007/s13296-024-00827-6

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