EK630
Shear buckling resistance may conveniently be improved by dividing the web into a series of panels by using intermediate vertical stiffeners.
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 […]
EK377
In cases of patch loading (loads applied between the stiffeners), an additional check is required to ensure that the specified compressive strength of the web for edge loading is not […]
EK370
Where vertical stiffeners are specified, they are spaced such that the panel aspect (width to dept) ratio is around 1,2 to 1,6. Where end panels are designed without utilizing the […]
EK369
The provision of vertical stiffeners enables the web to sustain shear stresses well in excess of its unstiffened elastic critical shear stress. Furthermore, additional strength is obtained as a consequence […]
EK175
A strength gain is possible with plates in shear where tension field action is considered. Thin unstiffened plates cannot carry much load after buckling. The critical buckling stress is increased […]