Numerical modelling and design of hot-rolled and cold-formed steel continuous beams with tubular cross-sections

Yun, Xiang; Gardner, Leroy

doi:10.1016/j.tws.2018.08.012

Cited by 33 publications

(24 citation statements)

References 25 publications

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“…Benchmark shell finite element (FE) models, against which the proposed beam FE design approach is later compared, are presented in this section. Validation of the shell FE models against a wide range of experiments from the literature [17,[20][21][22][23][24][25][26][27][28] on hot-rolled I-sections and square/rectangular hollow sections (SHS/RHS) is first described. A thorough parametric study is then presented to assess the proposed design approach, as well as current EN 1993-1-1 capacity predictions, for isolated steel members subjected to bending, compression and combined compression plus bending (see Section 5).…”

Section: Benchmark Shell Finite Element Modellingmentioning

confidence: 99%

“…The shell FE models were validated against the results of 52 experiments on hot-rolled I-sections and SHS/RHS from the literature. Different loading configurations were considered, including beams in threeand four-point bending [17,[20][21][22][23], columns of varying slenderness [24,28] and beam-columns [25][26][27].…”

Section: Validation Of Shell Fe Modelsmentioning

confidence: 99%

“…For the I-sections, the fillets at the web-flange intersection were modelled by two additional elements with increased thickness [25,34], as shown in Fig. 4(a).…”

Section: Validation Of Shell Fe Modelsmentioning

confidence: 99%

“…For I-sections subjected to major axis bending, out-of-plane displacements were restrained at regular intervals, equal to the local buckling half-wavelength, along the flange centrelines. The same modelling approach has been implemented successfully in previous studies [25,33].…”

Section: Benchmark Modellingmentioning

confidence: 99%

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Design of structural steel members by advanced inelastic analysis with strain limits

Fieber

Gardner

Macorini

2019

Engineering Structures

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Structural steel design is traditionally a two step process: first, the internal forces and moments in the structure are determined from a structural analysis. Then, a series of design checks are carried out to assess the strength and stability of individual members. The structural analysis is typically performed using beam finite elements, which are usually not able to capture local buckling explicitly. Instead, the assessment of local buckling and rotation capacity is made through the concept of cross-section classification, which places class-specific restrictions on the analysis type (i.e. plastic or elastic) and defines the cross-section resistance based on idealised stress distributions (e.g. the plastic, elastic or effective moment capacity in bending). This approach is however considered to be overly simplistic and creates artificial 'steps' in the capacity predictions of structural members. A more consistent approach is proposed herein, whereby a second-order inelastic analysis of the structure or structural component is performed using beam finite elements, and strain limits are employed to mimic the effects of local buckling, control the spread of plasticity and ultimately define the structural resistance. The strain limits are obtained from the continuous strength method. It is shown that not only can local buckling be accurately represented in members experiencing uniform cross-sectional deformations along the length, but, by applying the strain limits to strains that are averaged over a defined characteristic length, the beneficial effects of local moment gradients can also be exploited. The proposed method is assessed against benchmark shell finite element results on isolated members subjected to bending, compression and combined loading. Compared to conventional steel design provisions and even to existing advanced design approaches utilising second-order elastic analysis, the proposed design approach provides consistently more accurate capacity predictions.

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Section: Benchmark Shell Finite Element Modellingmentioning

confidence: 99%

Section: Validation Of Shell Fe Modelsmentioning

confidence: 99%

“…For the I-sections, the fillets at the web-flange intersection were modelled by two additional elements with increased thickness [25,34], as shown in Fig. 4(a).…”

Section: Validation Of Shell Fe Modelsmentioning

confidence: 99%

Section: Benchmark Modellingmentioning

confidence: 99%

See 2 more Smart Citations

Design of structural steel members by advanced inelastic analysis with strain limits

Fieber

Gardner

Macorini

2019

Engineering Structures

Self Cite

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“…An elastic-plastic material model was considered to simulate the behavior of steel [62,63]. Some parameters such as modulus of elasticity, Poisson's ratio, yield, and ultimate stress of steel are utilized to define the elastic-plastic behavior of steel.…”

Section: Materials Propertiesmentioning

confidence: 99%

A Numerical Comparison between Spiral Transverse RC and CFST Columns under Loads of Varying Eccentricities

Labibzadeh

Jamalpour

Jing

et al. 2019

Period. Polytech. Civil Eng.

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This paper is the first to present the results of a numerical comparison between the performances of two newly developed concrete columns namely: multi-tied spiral transverse reinforced (MTSTR) column and concrete-filled steel tube (CFST) column under eccentric compressive loads. The behavior of MTSTR columns under eccentric loads has not been studied until today and also this behavior is not compared to that of the CFST columns. The numerical models of these columns were constructed using the nonlinear finite element method and validated against the previously published experimental data in the literature. Concrete damage plasticity model and elastic-perfect plastic model were used to simulate the behavior of concrete core and steel of the columns, respectively. This provides the capability of modeling of the nonlinear large deformations of the columns. The obtained results show that the MTSTR columns can provide greater load carrying capacity, ductility, and energy absorption with slightly lower initial stiffness than the CFST columns under the same eccentricities. For instance, the load-carrying capacity of MTSTR column is 18 percent greater than that of the CFST column when the load eccentricity is 100 mm. In case of 100 mm eccentricity, the ductility of the improved version of the MTSTR column proposed in this study is 30 percent greater than CFST one.

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Investigations of the through‐thickness residual stress distribution during the partial heating roll forming process of square and rectangular hollow steel sections

Mehari

Han

2022

Engineering Reports

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With the growing demand for rectangular and square hollow steel sections in the last few decades, the cold roll forming process has become a widely acknowledged manufacturing method. However, the residual stress generated during the roll forming process is one of the primary concerns on roll-formed products. One of the leading sources of residual stress is the severe plastic deformation that sheet metal experiences. It is well-known that residual stress significantly affects the product's service life. In this regard, several researchers have conducted numerical and experimental investigations of residual stress distributions on roll-formed steel sections. However, most of the studies found in the literature have been confined to the measurement of residual surface stresses. On the other hand, experimental studies conducted on fatigue and load-carrying capacity of hollow structural steels have shown that there is indeed a simple relation between the through-thickness residual stress distributions and mechanical properties of structures. Thus, this article employed a proper numerical modeling procedure using LS-DYNA's finite element code to explore through-thickness residual stress distributions generated during the roll forming process of rectangular and square hollow steel sections from different material grades. Moreover, a small-scale parametric study was conducted to explore the effects of the partial heating roll forming method on through-the-thickness residual stress distributions.

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Numerical modelling and design of hot-rolled and cold-formed steel continuous beams with tubular cross-sections

Cited by 33 publications

References 25 publications

Design of structural steel members by advanced inelastic analysis with strain limits

Design of structural steel members by advanced inelastic analysis with strain limits

A Numerical Comparison between Spiral Transverse RC and CFST Columns under Loads of Varying Eccentricities

Investigations of the through‐thickness residual stress distribution during the partial heating roll forming process of square and rectangular hollow steel sections

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