Behaviour and design of cold-formed steel built-up section beams with different screw arrangements

Wang, Liping; Young, Ben

doi:10.1016/j.tws.2018.06.022

Cited by 83 publications

(52 citation statements)

References 14 publications

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“…The DSM to predict the design strength of flexural members in AISI S100-16 (2016) defines the flexural strength as the smallest of the values considering the yielding and global (lateral-torsional) buckling, local buckling, and distortional buckling. Wang and Young (2018) have demonstrated that AISI S100-16 can predict the design strengths of built-up open section beams well, and it was relatively conservative for built-up closed section beams in local buckling failure. However, the equations in DSM are relatively complex complicated to calculate and difficult for the engineering designers.…”

Section: Simplified Calculation Methods Of Evaluating the Ultimate Mommentioning

confidence: 99%

“…The limits in which equations (3) to (4) are applicable are listed below: (1) the ratio B / t f ranges from 20 to 60; (2) the ratio H / B ranges from 2 to 6; (3) the ratio L / H ranges from 5 to 25; (4) the screw spacing ranges from 150 to 600 mm (Wang and Young, 2018), and should meet the requirements in AISI S100-16 (2016) for flexural members composed of two back-to-back C-sections to guarantee the built-up section beams to behave as an integral section and avoid separation of two component sections.…”

Section: Simplified Calculation Methods Of Evaluating the Ultimate Mommentioning

confidence: 99%

“…(2) the ratio H/B ranges from 2 to 6; (3) the ratio L/H ranges from 5 to 25; (4) the screw spacing ranges from 150 to 600 mm (Wang and Young, 2018), and should meet the requirements in AISI S100-16 (2016) for flexural members composed of two back-to-back C-sections to guarantee the built-up section beams to behave as an integral section and avoid separation of two component sections. By means of the regression analysis of the data listed in Table 5, the coefficient h for built-up box section beams can be calculated as follows:…”

Section: Reduction Factor For Ultimate Moment Capacitymentioning

confidence: 99%

“…Abbasia et al (2018) proposed a compound strip method based on the finite strip method for buckling analysis of CFS built-up sections with discrete fasteners. Recently, Wang and Young (2018) conducted experimental and numerical investigations of CFS built-up open and closed section beams to analyze how the screw arrangements influencing the moment capacity of built-up beams, and demonstrated that the DSM in AISI S100-16 (2016) is capable to accurately evaluate the moment capacity of built-up open sections and that the design equations are relatively conservative for built-up closed sections in local buckling failure. Moreover, the standard AISI S230-15 (2015) indicates that the flexural bearing capacity of the box-section header in wall systems is dependent upon only double CFS lipped channels, and the flexural strength of the box-section header joist in floor openings is calculated as the sum of flexural capacities of the lipped and plain channel sections.…”

Section: Introductionmentioning

confidence: 99%

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Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams

Yao

Zhou

Shi

et al. 2020

Advances in Structural Engineering

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Cold-formed steel built-up section beams are commonly employed in cold-formed steel framing owing to their excellent mechanical performance. In order to develop a simplified approach for obtaining the flexural moment capacity of built-up section beams, both experimental study and numerical analysis on the flexural behavior of cold-formed steel built-up I-section and box section beams under flexural load were carried out in this study. The I-section beams are assembled from two back-to-back cold-formed steel lipped channels, and the box section beams consist of a cold-formed steel plain channel overlapping a lipped channel. First, four-point bending tests were performed on 30 simply supported specimens having 10 different configurations, and the moment capacities and failure modes of built-up section beams at ultimate loads were investigated. The failure characteristics observed were the interaction of local and distortional buckling of the web and top flange for I-section beams and local buckling of the web and top flange in pure bending for box section beams. Then, finite element models were developed to simulate the tested specimens and validated against the experimental results in terms of the moment capacities and failure characteristics. Moreover, extensive parametric studies, including section height-to-width ratio and flange width-to-thickness ratio, were conducted with the validated numerical models to identify the key factors influencing built-up section beams. Finally, a simplified calculation method considering the reduction factor of the gross section modulus of the built-up section to predict the flexural moment capacities of cold-formed steel built-up I-section and box section beams was proposed.

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Section: Simplified Calculation Methods Of Evaluating the Ultimate Mommentioning

confidence: 99%

Section: Simplified Calculation Methods Of Evaluating the Ultimate Mommentioning

confidence: 99%

Section: Reduction Factor For Ultimate Moment Capacitymentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams

Yao

Zhou

Shi

et al. 2020

Advances in Structural Engineering

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show abstract

“…An experimental and numerical investigation of cold-formed steel built-up beams with different screw arrangements has been presented in 2018 by L. Wang and B. Young [5]. A pioneering concept has been presented by N. Hadjipantelis [6] to enhance the load-carrying capacity and serviceability performance of cold-formed steel beams with utilizing prestressing techniques.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation for Non and Partially Composite Cold-Formed Steel Floor Beams

Qasim

Al-Zaidee

2019

Civ Eng J

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In this study, six full-scaled models of RC floors supported by cold-form steel sections have been tested. Each model consists of RC 75mm thick slab supported on two parallel cold-formed steel beams with a span of 3m and spacing of 500mm. The slab has an overhang part of 250mm on each side. In the first and fourth models, the slab has been casted directly on the top flanges with no shear connector to simulate the effectiveness of friction in resisting of the lateral-torsional buckling. Shear studs have been drilled in the second and fifth models to ensure the composite action. Finally, the flanges have been embedded for the third and sixth models. A single channel beam is used in the first, second, and third models while a built-up beam is used in the fourth, fifth, and sixth models. Each model has been loaded up to failure under a pure bending with two-line loads located at the third points. Data for loads, deformations, and strains have been gathered. Except the fourth and the sixth models that failed in local buckling modes, all other models failed in global lateral-torsional buckling modes. For the single beam models; the load carrying capacity of the non-composite model is 82.9% less than the capacity of the composite models with shear studs and embedded flange. For the built-up models; the load carrying capacity of the non-composite model is 44.2 % less than the loads of the composite model with shear stud and 48.7% less than the model with the embedded flange.

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Numerical simulation of ultra‐lightweight concrete encased cold‐formed steel structures

Eid¹,

Joó²

2021

ce papers

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The use of thin‐walled structures has been increasingly spread in the last few decades due to their big advantages in both structural design and construction methods. Therefore, the recent researches have discussed a wide range of thin‐walled structures applications. However, the resistance of such structures will be decreased by buckling effect; hence, different ways of strengthening methods have been investigated. One of this method is the use of lightweight concrete as a filling of thin‐walled members. Previous experimental research at the Department of Structural Engineering at Budapest University of Technology and Economics, was carried out to investigate the axial behavior of polystyrene aggregate concrete (PAC) braced CFS elements [1]. The effect of PAC has led to increase the load‐bearing capacity and to restrain the global and distortional buckling modes of steel elements. The results revealed that the ultimate load was increased by 37‐94%. A simplified nonlinear finite element model was developed in ANSYS software to be able to predict the peak resistance of PAC filled thin‐walled members. GMNI analyses were carried out to validate the numerical model by the experimental tests. The concrete was modelled by using springs with adequate stiffness, where a parametric study was conducted to determine the proper imperfection amplitudes of different element lengths. The numerical model showed good agreement with test results.

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Behaviour and design of cold-formed steel built-up section beams with different screw arrangements

Cited by 83 publications

References 14 publications

Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams

Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams

Experimental Investigation for Non and Partially Composite Cold-Formed Steel Floor Beams

Numerical simulation of ultra‐lightweight concrete encased cold‐formed steel structures

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