|
|
|
|
|
Important Note – These are descriptions to changes implemented in WoodWorks Connections for version 8.2 and may not reflect current program behaviour.
For orthogonal lapped shear connections, and skew connections with negative loading, the calculation of splitting resistance using CSA O86 -09 10.4.4.7 used the loaded edge distance rather than the unloaded edge distance to determine the effective depth. This resulted in a splitting resistance that was much too large and has been corrected.
The effective depth used for splitting resistance for sloped beam to beam connections did not take into account the member slope. The effective depth was therefore incorrect in a way that depends on connection type, loading, slope and yielded unreliable results. The program now uses the same effective depth as used for the effective shear check, which is the average of the effective depths from the two fastener groups on each side of the supported beam.
The main member thickness used in lateral strength resistance for bolted wood to steel lapped shear connections with multi-ply main member was based on single ply regardless of the number of plies selected, so that the resistance calculated was too low by a factor equalling the number of plies when the main member yield modes govern.. This has been corrected.
For column to base connections, the program uses the member width rather than the member depth to determine the area deducted by the bolt holes to create the net section. This affects the calculations for net tension resistance required by 10.4.4.6.1. for bolts and which is also implemented for shear plates, using clauses 5.5.9 for sawn lumber, 6.5.11 for glulam, and 13.3.3.8 for SCL.
For members wider than they are deep, this can cause a message to appear stating that there is a net section failure due to less than 75% net area when there is not. The 75% limitation is due to 10.4.4.6.2 for bolts and 4.3.8.2. for wood members in general, which is applied for shear plates.
When structural composite lumber (SCL) members (i.e. PSL or LVL) were selected, the program could not design the connection, instead displaying a message about an error in the design routine. This has been corrected by assigning these members a density based upon the weight in kN/m3 from the database converted to specific gravity.
For timber rivets, which are not used for SCL members, the program shows a message referencing CSA O86 10.7.1.3.
A minimum plate thickness of 6 mm was imposed for bolt and shear plate Connections, even though there is no design code clause limiting it to that thickness in either the steel design code or the CSA O86. 1/4" is a very heavy steel plate to impose as the minimum. The minimum plate thickness of commercially available plate steel of the grades available for selection in Connections is 3/16" (0.1825" or 4.75 mm.) However, the program now allows for entry of even smaller thicknesses than that.
As the end distance in bolt diameters no longer affects the calculation via the JE factor, so the input has been removed from the program and the design loop iterations no longer cycle though them.
The RivetLength setting in Connect.ini under [FacePlate] and [SidePlate] which is to be applied as a starting length when the Rivet Length input is "unknown", was being ignored. This has been corrected.