Enlaces de interés Enlaces de interés

Contenidos con etiqueta steel structures .

No hay resultados.
Este campo es obligatorio.
Este campo es obligatorio.
Este campo es obligatorio.
Texto a identificar Refrescar CAPTCHA Refrescar CAPTCHA

Califique este Blog Califique este Blog

Promedio (0 Votos)

Blogs Blogs

Entradas con etiqueta steel structures .

Research article: Experimental study of the influence of welding space in cold-formed built-up box flexural members

Manuscript title: Experimental study of the influence of welding space in cold-formed built-up box flexural members

Authors: Guzmán A., Guzmán O., Arteta C., Carrillo J.

Engineering Structures (ISSN: 0141-0296). Accepted: November 4, 2020. Published online: Dec. 2020, p. 111541. doi: https://doi.org/10.1016/j.engstruct.2020.111541

Libre acceso por tiempo limitado: https://www.sciencedirect.com/science/article/pii/S0141029620341420?dgcid=author

Abstract: Current building codes for cold-formed steel structures specify flexural design guidelines for C open sections. Nevertheless, there are no guidelines to estimate the capacity for a cold-formed built-up box-beam composed of two C-sections in contact, considering weld seam spacing as a relevant constraint. This research compares the nominal flexural strength of a beam section, determined by theoretical formulations described in AISI S100-16, and experimental investigation on 20 beams, considering four seam-weld spacings (ranging from 0 mm -continuous- to 900 mm). The length of the specimens was 1800 mm, with a cross-section of 220 mm × 160 mm; the base material thickness was 1.5 mm. The experimental and analytical evidence suggests that a maximum separation between seam welds (a_max), calculated as a mean value between the theoretical distortional buckling lengths for the single C-section (L_crd_S) and the box-section (L_crd_D), results in a reasonable parameter to guarantee the maximum capacity of the box section. It is imperative to continue performing tests and computational modeling for these profile configurations and, thus, suggest an improved formulation.    

Keywords: Built-up box section; Cold-formed steel; C-section; Bending; Welding

Evaluation of the slenderness ratio in built-up cold-formed box sections

Abstract: According to section D1.2 of AISI S100-2007 for compression members composed of two sections in contact whose buckling mode involves shear forces in the connectors, a reduction must be made, KL/r must be replaced by (KL/r)m. This new modified slenderness ratio takes into account the connection weld spacing and the minimum radius of gyration of an individual shape in the built-up member. Under the provisions of section D1.2 a reduction in load capacity must be made for built-up welded box members, which are the subject of this study. An experimental investigation on 48 samples was addressed to determine the comparative behaviour under compression load of box sections composed of two C-section members in contact by seam welds with different weld spacings (ranging from 100 to 900 mm). The studs were tested simulating rigid and flexible end support conditions. The length of the samples was 900 mm with a cross-section of 100 mm×100 mm. The base material thickness was 1.5 mm (gauge 16) for 24 samples and 2.0 mm (gauge 14) for the rest. The testing done on the samples did not show a statistical reduction in the ultimate compression load capacity for these members except for a weld spacing of 900 mm and a flexible end support condition. The reduction considered in AISI S100-2007is not applicable to determine the ultimate load capacity for the rest of the members.

Highlights: ► Revision of section D1.2 of AISI S100-2007 for built-up compression members. ► Studs tested simulating rigid and flexible end support conditions. ► The compression load capacity for members tested is analysed statistically. ► Increasing the value for “a”, the predictive capacity curve diminishes. ► The reduction considered in AISI S100-2007 is not applicable for members tested.