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Important Note – These are descriptions to changes implemented in WoodWorks Shearwalls for version 10.0 and may not reflect current behavior
ASCE 7 1.4.3 requires that the structure be analysed for lateral forces comprising 1% of the dead load weight of each level. This is equivalent to the force required for seismic forces for Design Category A.
If seismic design is not performed, a note now appears below the Shear Design table suggesting seismic design for category A if you want to check for these forces. However, in most cases they will be much less than the minimum wind load requirements.
When the Shearwall Deflection method in the Design Settings is used as the method to distribute loads to shearlines for the rigid diaphragms, the rigidities used are those from calculated using the critical design case of all low-rise load cases or the all heights Case 1 or Case 2 loads, or for minimum loads. This has no effect on the ultimate shearwall design, but might cause a slight discrepancy between the loads shown on the screen and the forces created. For this reason a note has been added to the plan view legend and to the Torsional Analysis- Rigid Diaphragms section of the log file explaining that the rigidities used for all wind load cases are derived from the shearline force due to the critical case.
In the drag strut force table legend,
The line explaining the arrows has been indented to emphasize that it pertains to the shearline force explained above,
The sentence about the factoring of the force has been placed on a new line and also indented.
The phrasing “load due to force…” has been changed to “due to shearline force…
The non-word "dragstrut” has been changed to drag strut.