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The following change has been made to the Design Settings table of the Design Results output.
In the line saying Deflection Equation in the Design Settings output, if Include deflection analysis is unchecked in Design Setting, No deflection analysis is shown rather than Never or Always.
This is because the deflection equation is irrelevant if there is no deflection analysis; also, the Include deflection analysis setting was not previously reported in the output.
The following change has been made to the Sheathing Materials table of the Design Results output.
In the Sheathing Materials table of the Design Results output for OSB materials, the number of plies last selected for plywood was shown. As plies are irrelevant to OSB, a dash now appears.
The following change has been made to the Seismic Information table of the Design Results output.
The section under the table called Seismic Zone Restrictions has been renamed to Seismic Design Category Restrictions in accordance with the terminology in the ASCE 7.
The following changes have been made to the Shear Design table of the Design Results output.
The legend entry for vmax, the shear force for collector and connection design, now refers to SDPWS Equation 4.3-9 instead of the incorrect reference to 4.3-8.
In the Shear Results table, the shear force and allowable shear force were shown in lbs when kips were selected as the imperial force unit setting even though the table header showed kips. This was only a display issue; design was not affected. The values are now shown in kips.
The following changes have been made to the Hold-down Design table of the Design Results output.
In some cases of segmented walls on the lower storey and perforated walls above where the openings did not line up vertically, for one of the openings on the lower level the table did not show the hold-down model number, although design results were shown for the hold-down. This has been corrected.
The first two notes under the table regarding ASCE 7 load combinations and seismic forces Eh and Ev have been combined into one note that makes the relation between the signs in the equations and the directions of the forces clearer. The ASCE 7 reference numbers have also been updated.
The note below the table giving anchor bolt washer size requirements has been changed to indicate that the design of the connection from wall to floor or foundation is not performed by Shearwalls, and that anchor bolt requirements are from SDPWS 4.3.6.4.3. The previous note sometimes misled users into thinking that the "shear" column in the table was for horizontal shear in the foundation anchors, and not the overturning force in the hold-down.
Furthermore, this note appeared for seismic design only, although the SDPWS requirements apply to both wind and seismic. The new note is output for both.
The following problems with the reporting of the uplift t force for perforated walls from SDPWS 4.3.6.4.2.1 in the Hold-down Design table were corrected. These forces occur when perforated walls and openings in them on upper levels do not line up walls on the levels below.
When an overturning force exists at the same location, the program did not report the t component, so that the combined forces did not equal the sum of the components. A new line is now shown below the existing line showing the t component in the Shear column (but not the Combined column), at a position labelled e.g. t @ Op 1.
When the t force was the only component of the hold-down force, the program previously output a line with the t force in the Combined column only at a position labelled e.g.I Op1. It is now in both the Shear column and Combined column at a position labelled t @ Op 1.
There was no explanation in the Legend of the t forces that sometimes contributed to the Combined force, or what was meant by I Op1, for isolated t forces. A legend entry for t @ Op n has been added, referring to SDPWS 4.3.6.4.2.1.
When there were segmented walls on the lower storey and perforated above, and openings do not line up vertically, openings on the lower level one of the ends did not have a hold-down model number listed in the Hold-down table when there should have been one when at the location of a tensile hold-down force. This has been corrected.
The reference in the note regarding the perforated wall force should has been changed to SDPWS Eqn. 4.3-8, from SDPWS 4.3-9.
The following change has been made to the Components and Cladding by Shearline table of the Design Results output.
The reference in the legend to SDPWS Table 3.21 for out-of-plane sheathing capacity has been corrected to 3.2.1.
The following changes have been made to the Wind Load Generation Details report (formerly part of the Load Generation Details report).
The choice of using side panel coefficients or using ASCE -7 Fig. C28.3-2 for low-rise hip roof generation now appears in the Site Information section.
The misspelling of Terrain in Terrain Exposure Constants, and the alignment of the epsilon-bar constant have been corrected.
The following changes have been made to the Seismic Load Generation Details report (formerly part of the Load Generation Details report).
In the Site Information section,
Two separate notes indicated that the response modification coefficient R and period T are shown in the base shear table. The first has been removed,
The symbol for the response modification coefficient factor was mistakenly shown as Rd, Ro. This has been changed to R.
Total Design Base Shear Table
Distribution of Base Shear to Levels Table
The value displayed in the Jy column of the Torsional Rigidity line in of the Torsional Analysis Details report had some extra digits after the number making it much too large. This was only a display issue and the erroneous value was not used in the calculation.