Version 5.0 of RISAConnection makes its library of bolted end plate moment connections available for code checking via the Canadian Code CSA S16-09.
RISAConnection uses the general design procedures given in the AISC design guides (Design Guides 4 and 16), even when the end plate connection code checking is performed via the Canadian standards. This is because similar Canadian design guides / provisions do not exist for the design of this type of connection.
How much these procedures are adjusted depends on whether an equivalent CSA provision exists. For example if the AISC and CSA phi factors for a given failure mode differ, then RISAConnection will use the AISC equation (because no equivalent CSA equation exists). However the program will use the CSA phi factors. Alternatively, if the failure mode being investigated (such as bolt shear) exists in the CSA provisions then those provisions will be used directly.
There are some failure modes where similar Canadian code provisions do exist (column web yielding, or web buckling for example), but where they are derived for different types of connections. In these cases, RISAConnection will use the CSA equations as the basis of the design checks.
These equations, however, may be adjusted to better fit the behavior seen for bolted end plate connections. An example would be the web yielding and buckling equations (CSA clause 21.3) which are based on the assumption of a bearing length equal to the flange thickness only. This is the equivalent to assuming a direct weld moment connection. RISAConnection, however, adjusts the equations slightly to account for the additional load spread that occurs through the thickness of the end plate.
- Refer to the Canadian Code Checks section of the help file or General Reference manual for a more generalized discussion of the Canadian Code implementation in RISAConnection.
- Refer to the Moment Connection Checks section of the help file or General Reference manual for a more general discussion of the Bolted End Plate connection design checks. Similarly, refer to the Column Checks section for a discussion of the column failure modes for concentrated flange forces.