Residual stress measurements on welded square box sections using steel grades of S235–S960

Somodi, B.; Kövesdi, Balázs

doi:10.1016/j.tws.2017.11.028

Cited by 47 publications

(33 citation statements)

References 12 publications

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“…The longitudinal reinforcement ⌀12 mm and the transverse reinforcement ⌀6 mm. The range of yield strength of B500B rebars is between 555 MPa -624 MPa [22][23][24][25][26][27]. In this case, it was assumed that yield strength of rebars is fy = 600 MPa, ultimate tensile strength according to [28] fu = 648 MPa.…”

Section: Test Programmementioning

confidence: 99%

Stiffness and Strength Analysis of Flexural RC beams strengthened with CFRP Sheets Considering the Influence of Pre-cracking

Lisauskas

Augonis

Zingaila

et al. 2020

mech

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This paper presents experimental, numerical and analytical analysis of newly cast and pre-cracking flexural reinforced concrete beams strengthened with CFRP. In total, 9 intermediate-scale composite beams were cast and tested using 4-point bending test setup. Midspan deflection, width of the cracks, concrete and CFRP strains were measured during the experimental program. Clear efficiency of composite pre-cracked beams was observed in comparison to newly cast beams: enhanced flexural capacity and increased stiffness after appearance of primary cracks in tension zone. Good agreement was found comparing experimental and theoretical (EC2) deflections of RC beams strengthened with CFRP. However, for more detailed verification, the analysis should be extended with more specimens. The shear stress at the end of CFRP sheets between the concrete and CFRP increased rapidly until reaching maximum slip value, when the reinforced concrete beam strengthened with CFRP reaches 60-90 % utilization of load bearing capacity. All experimental results were compared with numerical and analytical calculations. Experimental, numerical and analytical results were in sufficiently good agreement.

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Section: Test Programmementioning

confidence: 99%

Stiffness and Strength Analysis of Flexural RC beams strengthened with CFRP Sheets Considering the Influence of Pre-cracking

Lisauskas

Augonis

Zingaila

et al. 2020

mech

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show abstract

“…In recent decades, much theoretical and experimental work has been conducted to propose residual stresses model for welded sections manufactured using high strength steel and recent technology [40,41,42,43]. However, as far as the authors' knowledge, these studies are only limited to a specific kind of material or welding methods.…”

Section: Residual Stress Modellingmentioning

confidence: 99%

Local–global mode interaction in thin-walled inelastic rectangular hollow section struts part 1: Nonlinear finite element analysis

Shen

Wadee

2019

Thin-Walled Structures

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“…The mean value of the yield strength is set so that the 5% lower quantile value equals to the nominal value. The mean value of the compressive residual stress is calculated based on the nominal values of the geometry using the residual stress model introduced by Somodi and Kövesdi in [5], the coefficient of variation is taken from the test results of the residual stress measurements executed by Somodi and Kövesdi [5]. The distribution of the global imperfection is defined based on the real imperfection measurements carried out by Somodi and Kövesdi, published in [3].…”

Section: Basis Of the Verificationmentioning

confidence: 99%

“…Previous research results show that high strength steel columns have favourable flexural buckling behaviour than similar columns from normal strength steel, and the application of the current design rules gives uneconomic results [2], [3]. The main reason is that the typical residual stress in high strength steel sections is different than in case of normal strength steel sections [4], [5]. The current design rule for flexural buckling resistance in the EN 1993-1-1 [1] is based on the Ayrton-Perry formula taking the effect of the residual stress and geometric imperfections as generalized imperfections into account.…”

Section: Introductionmentioning

confidence: 99%

“…Designers are usually not capable to decide or calculate these values thus the design code should contain proposals for the calculation of the decisive residual stresses. It means residual stress models such as the model introduced by Somodi and Kövesdi [5] for welded HSS square box sections. However, the other parameters of the introduced modified formula; the initial imperfection ( ) and the reduction function of the residual stress ( ( )), should be built into the design formula.…”

Section: Introduction Of the New Design Formulamentioning

confidence: 99%

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05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

Kövesdi

Somodi

2017

ce papers

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The residual stress in steel structural elements has significant influence on the flexural buckling behaviour of compressed members. This phenomenon causes that hot-rolled, cold-formed and welded sections with the same geometry have different flexural buckling behaviour and resistance. Previous research results showed that the residual stress pattern of members made from high strength steel (HSS) is different than for normal strength steel (NSS) structures, which results in different flexural buckling behaviour. The current design rules of the EN 1993-1-1 [1] for column buckling resistance is based on the Ayrton-Perry type formula taking the effect of the residual stress and geometric imperfections as generalized imperfections into account. The effect of the residual stress magnitudes is not implemented directly in the method, therefore its implementation could result a more precise column buckling curve, which can differentiate between hot-rolled, coldformed and welded sections, as well as NSS and HSS structures. The current paper introduces a method, which implements the effect of the residual stress pattern of welded box section columns into the Ayrton-Perry type formula. This new formulation results in a revised and improved column buckling curve. This new buckling curve is compared to the general buckling curves of the EN 1993-1-1 [1] and also compared to recent experimental and numerical results conducted by the authors. The parameters of the improved buckling curve are studied and evaluated in the details. The effect of the magnitude of the residual stress on the buckling resistance is studied and compared to the numerical results. Based on a detailed experimental and numerical research program an improved formulation of the Ayrton-Perry formula is proposed, which is validated for welded square box sections applicable for NSS and also for HSS grades.

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Residual stress measurements on welded square box sections using steel grades of S235–S960

Cited by 47 publications

References 12 publications

Stiffness and Strength Analysis of Flexural RC beams strengthened with CFRP Sheets Considering the Influence of Pre-cracking

Stiffness and Strength Analysis of Flexural RC beams strengthened with CFRP Sheets Considering the Influence of Pre-cracking

Local–global mode interaction in thin-walled inelastic rectangular hollow section struts part 1: Nonlinear finite element analysis

05.20: Modified Ayrton‐Perry formula for flexural buckling of HSS welded box sections

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