The Solutions Centre provides SDS 2 - Bolt Groups Subjected to An Eccentric and Inclined Point Load as a convenient design aid for structural and connection design engineers in determining the resistance of bolt groups subjected to an eccentric and inclined point load. The resistances have been calculated using the instantaneous centre of rotation method, which [...]
The Research Council on Structural Connections (RCSC) Specification for Structural Joints Using High-Strength Bolts provides state-of-the-art criteria for design and installation of ASTM high-strength bolts and assemblies. These recommendations become mandatory if and when the local code adopts them. In Canada, structural design and inspection of bolted joints and installation of high-strength bolts should comply with [...]
For common knife‑edge simple beam shear connection as shown in the figure below, it appears that the shear resistance can be improved by welding across the top edge of the angles. However, beam shear connections must exhibit sufficient end rotation to allow the attainment of bending capacity of a simply supported beam, for example. Therefore, welding [...]
Bolted connections, used in seismic‑force‑resisting systems (SFRS) for which the seismic design loads are based on a ductility‑related force modification factor, Rd, greater than 1.5, must satisfy Clause 27.1.6 of S16‑14 as well as other pertinent requirements that apply to bolted connections. In accordance with Clause 27.1.6, these bolted connections shall: (a) have pretensioned [...]
More and more components in steel structures are lending themselves to steel castings, simply due to the numerous benefits offered. Steel castings not only provide a seamless finish, ideal for architecturally exposed structural steel (AESS) applications, but the benefits from a structural design standpoint are also of value. A cast steel node may be a junction [...]
Knife edge angle connection, commonly known as knife connection, is a very common type of beam shear connection. It features a pair of angles that are typically welded to the column in the shop and bolted to the beam web in the field (Figure 1). While knife connection serves as a popular beam shear connection, its [...]
The effect due to shear lag in a tension member is usually accounted for by means of an effective area method. For weld-connected members, Clause 12.3.3.3 of CSA S16-14 applies to members of various cross sections in general. When only one leg of an angle tension member is attached to its end supports, with longitudinal fillet [...]
Here is an example on how to apply the strength reduction factor, Mw for multi-orientation fillet welds. In the weld configuration shown in Figure 1, 8-millimetre fillet welds are used, Xu = 490 MPa and the plate is G40.21 350W steel. Note that the farside plate is thicker. In accordance with CSA S16-14 Clause 13.13.2.2: Vr = [...]
The discussion herein concerns ductile moment connections only and therefore does not apply to connections used in moment-resisting frames in ‘conventional construction’. Following the Northridge earthquake in 1994, North American standards mandated physical testing as the basis for design of beam-to-column connections in ductile steel moment-resisting frames. This requirement was adopted as an interim measure until [...]