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Important Note – These are descriptions to changes implemented in WoodWorks Shearwalls for version 9.3.2 and may not reflect current program behaviour.
Released December 8, 2015 with Design Office 9, Service Release 3a.
Note that this service release also includes the change Bug 3094 made for version 9.3.1, which was a hot-fix version distributed only to the user who reported the problem.
The building masses created from interior shearlines composed entirely of non-shearwalls were not used to create seismic loads, nor was the mass included in the calculation of total mass of the structure for base shear calculations. This has been corrected.
The following problems with the boundary element stud sizes occurred when imperial units were selected, appeared in the Framing Materials table of the design summary output and affected the calculation of A in the equation for deflection from O86 11.7.1.2.
They also created problems in terms of identifying walls with similar attributes, so that duplicate standard walls and wall design groups were created. These problems have been corrected.
If a non-standard (custom) stud width or depth was entered, then a standard width or depth reselected, the program was using the nominal value of the standard width or depth (e.g. 6.0") when it should have been using the actual width (e.g. 5.5").
After saving a project with non-standard (custom) stud widths or depths, upon reloading the file the size of the width or depth was the value of the width or depth in mm. rather than inches.
The program was implementing O86 11.8.2, the increase in hold-down design force by 20% for high seismic zones, only if Shearwall capacity is selected for Hold-down force based on... in the Design settings. It is now implemented regardless of whether this setting is selected.
Starting with version 8.1, manually input area building masses were creating a point seismic load in the direction defined by the start and end of the building mass, as well as the line seismic load in the perpendicular direction representing the distributed area mass in that direction.
The point load does not correspond to the actual distribution of mass and has been removed. In its place, there is a line load representing an area mass originating at the location of the building mass, and extending the tributary width that was input for the building mass. The tributary width used to create this load is the length of the input mass.
If at any point in designing a shearwall, the program rejected a possible wall because it did not meet the ductility criterion, then if the wall finally selected failed because of insufficient shearwall capacity, it did not appear in the Design Summary page listing all failed shearwalls.
The ductility criterion, from O86 11.8.1, is that in order to ensure ductility, the critical failure mode for the wall is mode d, e, or g from O86 12.9.4.2.