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Sizer was not considering the exception in NDS 2005 5.4.4 for the maximum notch depth for tapered glulam members.
Ordinarily the notch depth restriction for glulam is 2/5 of the member, but for tapered notches it is 2/3 of the member, as long as the notch is less than 3d long. When the program encounters a notch depth that violates the restrictions, it
When a tapered notch depth is between 2/5 and 2/3 of the member depth, version 9 was creating these error messages, when it should have allowed tapered notches of that depth, and did in previous versions of the program. This has been corrected.
NDS 2005 Table 4D provides size factors to be used when loads are applied to the wide face of timber beams and stringers, but Sizer did not implement these size factors. This resulted in capacities that are too high for select structural and No 1 materials, by app 15% and 25% respectively. They are now applied to these members, for all materials except Southern Pine and Redwood, which do not have “beam and stringer” categorisation.
For custom sections, the size factor from NDS 2005 Table 4D to be applied to timber sections 12" or greater for custom sections was being applied only for Southern Pine materials. Note that there are no greater than 12” members in the standard database files, so this problem applied to any such member created except those from custom database files. The factor is now applied for all members. Note that it is applied to Southern Pine, Mixed Southern Pine, Redwood and Baldcypress, even though they are not categorised as beam, stringer, post or timber, at the directive of the American Wood Council, which intends to modify the NDS wording to indicate this.
If a cantilever governs deflection design overall but the interior spans govern one or more of the deflection checks (permanent, live, total),
then in the output report the cantilever deflections were incorrectly reporting the interior span deflection values for those checks that were not governed by the cantilever. This has been corrected.
The span lengths used in the deflection limits and ratios calculations were using the wrong span length. They were using the span length based on whichever span type you had selected (clear span, full span, etc) instead of using the design span.
CB factor was not being applied to the minimum bearing length, resulting in the Lb and min Lb not being equal when designing for unknown bearing length.
CB factor for bearing lengths < 0.5” is now capped at 1.75, in the lowest value in Table 3.10.4. Use of the equation 3.10-2 results in a extremely high minimum bearing lengths as one approaches .375.
The fc/fcp sup value (Compressive strength fcp or fc value of supporting member) reported in bearing table was outputting incorrectly when Imperial units were selected in the settings due to an incorrect unit conversion when outputting the value.
When a floor or roof joist project with a material of I-joist, a left cantilever and a point load applied to the end of the cantilever (X=0) sometimes crashed upon running design. This did not occur all of the time. It no longer happens.
The default setting in the program was to ignore cantilever deflections when designing, however, since this was non-conservative, the default setting has been changed to not ignore cantilever deflections.
The additional data factors table now shows the Mr Vr, EI values for I-joists, and the “-“s in the table have been updated to better reflect factors applicable to I-joists.