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Extra resources for Structural steelwork : design to limit state theory
Where hw is the depth of the web (measured between the flanges) tw is the web thickness (taken as the minimum value if the web is not of constant thickness) 235 ε= fy kτ is a shear buckling coefficient (discussed in Chapter 5) η is the shear area factor. 0 is recommended). However, the National Annex will define the value of η. 0 for all cases The webs of all UBs and UCs in Grade 275 steel satisfy hw /tw ≤ 72(ε/η). 22 Effective shear area of the cross section: (a) rolled I- and H-section; (b) rolled channel section; (c) rolled T-section; (d) welded sections, load parallel to web; (e) welded sections, load parallel to flange; (f) rolled rectangular hollow section.
F y = yield strength. γM0 = the partial factor for resistance of cross section. 9 (a) Simplified stress-strain curve and (b) behaviour in bending. 10. In the elastic range, bending takes place about the centroidal axis and there are two values for the elastic modulus of section. Biaxial bending When a beam section is bent about both axes, the neutral axis will lie at an angle to the rectangular axes that depends on the section properties and values of the moments. Solutions have been obtained for various cases and a relationship e stablished between the ratios of the applied moments and the moment capacities about each axis.
However, deflections and local stresses are also important. 1a. The main uses of beams are to support floors and columns and carry roof sheeting as purlins and side cladding as sheeting rails. 1b. The universal beam (UB) where the material is concentrated in the flanges is the most efficient section to resist uniaxial bending. The universal column (UC) may be used where the depth is limited, but it is less efficient. The compound beam consisting of a UB and flange plates is used where the depth is limited and the UB itself is not strong enough to carry the load.