EK613
A rule used by some designers that has proved satisfactory is to design the brace for 2% of the axial load of columns, or 2% of the total compressive stress […]
EK590
Shear lag effect is minimal in rolled sections, which have narrow and thick flanges and more pronounced in plate girders or box sections having wide thin flanges when they are […]
EK589
Presence of shear strains causes the section to warp. Its effect in the flanges is to modify the bending stresses obtained by the simple theory, producing higher stresses near the […]
EK388
The reason for the high shear (which is the slope of the bending moment diagram) in the external columns of rigid frames is illustrated, where the bending moment diagram for […]
EK387
Where rigid beam-to-column connections are used, some kind of column stiffening is normally required. Horizontal stiffeners are used where the column web is overstressed by the concentrated load from the […]
EK386
Where the web and flanges are spliced, the axial load can be shared between the web and the flanges in proportion to their areas. However, in bolted connections it is […]
EK215
The discrepancies produced by shear lag are minimal in rolled sections, which have relatively narrow and thick flanges. However in plate girders, or box sections, having wide thin flanges the […]
EK214
The simple theory of bending is based on the assumption that plane sections remain plane after bending. In reality shear strains cause the section to warp. The effect in the […]
EK176
The internal panels tension fields an adjacent panels support each other. In the end panels, the end post must be designed as a vertical beam supported by the flanges to […]
EK85
The steel sheeting can also be utilized as a structural element itself. Correct detailing of connections between individual cladding sheets (and their connections to the support steelwork) will induce a […]