Abstract
A new structural typology of a hybrid purlin, made of type C cold steel and rectangular laminated wood (SWP), is presented in this paper. As a result, improvements on the most commonly used steel purlins are achieved, by substituting some of the steel sections for wooden sections. Although the wooden section is weaker and has a lower elastic modulus than the steel, the overall dimensions of the SWP are no larger than the type C steel purlin. In comparison with the steel ones, SWP purlins achieve a far better performance in terms of sustainability and are of lower weight, so less material will be needed for the main structure of the building. The behavior of each material in its position and the improvements in terms of sustainability and lower weight are analyzed as a function of span length, slope, and design load. To do so, the influence of both tensile stress and deformation design criteria in each section and the influence of those criteria on the choice of material and the lengths of each section are all examined. Finally, a design guide for the SWPs is presented that applies the proposed technical specifications.
Highlights
The construction industry is one of the principal drains on natural resources and energy; it is responsible for one-third of global greenhouse gases [1] and for the consumption of up to 40% of all energy [2]
Different models have been developed to analyze the sustainability of buildings and the different materials and components that compose them [9,10,11,12,13,14]
The study by Caruso et al stands out, in which they propose a methodology for the comparative evaluation of the environmental sustainability of building structures based on LCA [15]
Summary
The construction industry is one of the principal drains on natural resources and energy; it is responsible for one-third of global greenhouse gases [1] and for the consumption of up to 40% of all energy [2]. An analysis is firstly proposed of the behavior of the joint between the two materials (steel and wood) in the SWP purlins, as a function of the applied load, the distance between supports, and the slope of the roof. As soon as the profile or section has to be slightly increased in size, the differences between the main inertias of the type C profile and the rectangular section change considerably (with a very high increase in the case of the rectangular section) This implies the presence of wooden sections in the majority of sections where the design criterion is tensile stress. P1: as the span length increases, its values increase (longer steel sections), complying with the design criteria for deformation Those parameters are not so clear for the 8.5-m spans with high loads, because in those cases the design section A is defined by the tensile stress in the second support. P5: the design criterion is clearly and exclusively one of tensile stress and as the loading values and the span lengths increase, the tensile stress values decrease
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