January 8, 2014

Connection Design per Canadian Code (S16-2009)

With version 4.0 RISAConnection expands its code check abilities to include the 2009 Canadian steel code (S16).  This includes Shear Tab and Clip Angle shear connections as well as Direct Weld and Flange Plate moment connections. Canadian code check options will be added for additional connections with future releases.


When using the Canadian steel code, the available material lists will include most common Canadian material specs (G40.2).  This includes materials for members and plates (G40.2), welds, and bolts (A325M and A449M).

Bolts Sizes:

Canadian Connections1The effect of this eccentricity / moment is not considered in the design of vertical brace connections within the RISAConnection program.  However, the program does report the magnitude of this brace force in the Gusset/Brace portion of the design reports.

Added Design Provisions:

The CSA specification and CISC Handbook of Steel Construction suggest a number of design requirements without providing direct guidance on how to achieve them.  When this occurs, RISAConnection will use the parallel provisions from AISC whenever possible.  Cases where AISC criteria are used directly include the following:

Canadian Connections2

  1. Flexural Yielding or Buckling of coped members
  2. Rotational Ductility requirements per Clause 21.2
  3. Lateral Stability of extended shear tab connections for cases when torsional stability of the plate may be insufficient to provide connection stability
  4. Column Stiffener checks (Flange Bending and Web Crippling) close to the top of the column.  In this case the program uses the CSA formulas, but with the 50% capacity reduction recommended by AISC.

In addition to the above AISC provisions, the program also uses the Panel Zone Shear Capacity provisions from the CSA clause 27.2.4 which is intended only for seismic connections, and applies it to all moment connections.  This was done in order to provide results that were more comparable with similar AISC connections.



The program uses a conservative assumption regarding the Weld Strength Reduction Factor, Mw.  This will result in weld capacity values that are slightly lower than shown in the Handbook.

The program also uses an Electrode Strength Coefficient, C1, from the AISC provisions.  This was done to make the format of the weld capacity equations similar to what is presented for the AISC provisions.  This means that the weld capacity equations are based off the assumption of a 70 ksi weld and are then factored up or down based on this AISC coefficient.


This entry was posted by RISA News on Wednesday, January 8th, 2014 at 8:00 am and is filed under Technical Solutions. You can follow any responses to this entry through the RSS 2.0 feed. Both comments and pings are currently closed.

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