Numerical investigations on the static behaviour of CHS X-joints made of high strength steels

Puthli, Ram; Fleischer, Oliver; Herion, Stefan

doi:10.1201/9780203882818.ch68

Cited by 13 publications

(63 citation statements)

References 0 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…S690/700. The material factor suggested in this study (0.8) corroborates the conclusions made by Puthli for CHS X-joints loaded in IPB [2]. Note that for SM490 steel considered in this study, the yield stress (338 MPa) was below 355 (or 360) MPa and the (fu/fy) ratio was as high as 1.48 so that no material-related strength reduction is required.…”

Section: Chord Plastification Strength Of High-strength Steel Jointssupporting

confidence: 88%

“…Wardenier [11] proposed an equation form for the chord plastification limit state [Equation (2)] by slightly modifying Equation (1). After statistical processing of the database and imposing partial safety factor, the lead coefficient c = 4.85 for the design resistance was obtained by Wardenier.…”

Section: Existing Design Formulae and Deformation Limits For Ipb Loadingmentioning

confidence: 99%

“…However, only limited information is available for the rotational behaviour of high-strength steel joints (e.g. [2]), thus much research efforts on this topic need to be made. To this end, this study investigated highstrength steel CHS T-joints loaded in IPB, and evaluated existing design formulae and associated material factors in current standards.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Static Behaviour of High‐Strength Steel CHS T‐Joints under In‐Plane Moment Loading

Kim¹,

Lee²

2021

ce papers

View full text Add to dashboard Cite

In steel moment frames or vierendeel trusses comprised of hollow section members, T‐shaped joints are formed that are subjected to brace in‐plane bending moment (IPB). For mild steel, a large number of studies have been conducted on the behavior of tubular T‐joints subjected to IPB. However, the studies for high‐strength steel T‐joints are quite limited and mostly focused on axially loaded cases. In this paper, recent testing program conducted by the authors for high‐strength steel circular hollow section (CHS) T‐joints under IPB was presented. Supplemental numerical parametric study was conducted using the test‐validated nonlinear finite element (FE) analyses. In the FE analyses, various geometric shapes were considered such that the effect of key geometric factors and important failure modes could be identified. Based on the experimental and numerical results, a more rational deformation limit criterion under IPB loading was first proposed which can be applied to both mild and high‐strength steel joints. The chord plastification strength of high‐strength steel joints was evaluated using existing formulae and the required material factor for 700 MPa steel was suggested.

show abstract

Section: Chord Plastification Strength Of High-strength Steel Jointssupporting

confidence: 88%

Section: Existing Design Formulae and Deformation Limits For Ipb Loadingmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Static Behaviour of High‐Strength Steel CHS T‐Joints under In‐Plane Moment Loading

Kim¹,

Lee²

2021

ce papers

View full text Add to dashboard Cite

show abstract

“…The yield and tensile stresses were taken as those corresponding to the cold formed CHSs obtained from the coupon test results (see Table 3). In Table 5, the brace failure resistance of IPB-loaded CHS T and X-joints is presented including C-T-I-700a and C-T-I-700b of this study and other relevant data available from the test database (Hu et al, 2021;Puthli et al, 2014). High strength steel joints fabricated from 700 or near-700 grade steels are considered.…”

Section: Testing Proceduresmentioning

confidence: 99%

“…If this factor is combined with the basic term f y in the regression equation, a direct correlation between the OPB strength and ultimate tensile stress f u is clearly shown. Puthli et al (2014) conducted extensive tests on high strength steel joints. In the testing program, 23 CHS X-and two rectangular hollow section (RHS) X-joints were tested under in-plane bending (IPB).…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation of cold formed high strength steel tubular joints subjected to moment loading

Kim

Lee

Ryu

et al. 2023

Advances in Structural Engineering

View full text Add to dashboard Cite

In recent years, simple design methods for high strength steel tubular joints have been proposed by several design standards. According to these standards, the design resistance of high strength steel joints is obtained from the same design equations used for mild steel joints, but the resistance should be reduced properly by applying the material factor and/or the design yield stress. The material factor is a direct reduction factor to design resistance which generally corresponds to 0.9 for 460-grade and 0.8 for 700-grade steels, while the design yield stress (or fu/ fy limit) is a measure to account for the low fu/ fy ratios of high strength steels. In this study, a recent experimental program on moment-loaded high strength steel tubular joints is reported, which covered both circular (CHS) and rectangular (RHS) hollow section joints and both in-plane bending (IPB) and out-of-plane bending (OPB) moments. Based on the test results and additional test data collected from available database, the design equations, material factor, and design yield stress recommended by the revised draft of EN 1993-1-8 (prEN 1993-1-8) are evaluated for moment-loaded tubular joints made of grade 700 steels. It is shown that the prEN 1993-1-8 equations, combined with the material factor and design yield stress, generally provide conservative moment resistances for 700-grade tubular X and T-joints. However, based on the experimental implication that nonuniform stress distribution may cause an early fracture in CHS joints, it is suggested that the effective width, which is usually considered only for RHS joints, be considered also for CHS joints subjected to OPB.

show abstract

Influence of the geometry of butt welds and longitudinal attachments on their fatigue resistance

Hofmann,

Kuhlmann

2023

ce papers

View full text Add to dashboard Cite

Many constructions, such as wind turbines, bridges and crane runways, are cyclic loaded so that fatigue failure may occur. Therefore, in the course of the revision of Eurocode 3, two research projects funded by AiF‐DASt re‐investigate the classification of constructional details of EN 1993‐1‐9. This paper focuses on the geometrical influence on the fatigue resistance of butt welds and longitudinal attachments. First, the influence of the plate thickness on butt welds was investigated. Both a meta‐study based on test results of various research projects and our own test series on butt welds up to 80 mm thickness led to interesting conclusions.Furthermore, the influence of the length and radius of longitudinal attachments on the fatigue resistance was investigated. By experiments and numerical analysis, clarification has been sought whether the transition radius larger than 150 mm or the ground weld toe is decisive for the improvement of the fatigue resistance. Since previous meta‐studies could not provide a clear result on the influence of the longitudinal attachment length, this was also investigated.A database established in the projects allows to integrate and assess the specified details of butt welds and longitudinal attachments in the context of the overall approach in EN 1993‐1‐9.

show abstract

Numerical investigations on the static behaviour of CHS X-joints made of high strength steels

Cited by 13 publications

References 0 publications

Static Behaviour of High‐Strength Steel CHS T‐Joints under In‐Plane Moment Loading

Static Behaviour of High‐Strength Steel CHS T‐Joints under In‐Plane Moment Loading

Experimental investigation of cold formed high strength steel tubular joints subjected to moment loading

Influence of the geometry of butt welds and longitudinal attachments on their fatigue resistance

Contact Info

Product

Resources

About