Wood Perforated Shear Wall Design
Wood Perforated Shear Wall Design
(OP)
I posted an Excel program for wood perforated shear wall design over at exelcalcs (h ttp://www. excelcalcs .com/repos itory/stre ngth/civil -engineeri ng/orderby ,2/page,3/). Let me know if you try it and find something that does not work or other ways it may be improved.






RE: Wood Perforated Shear Wall Design
RE: Wood Perforated Shear Wall Design
RE: Wood Perforated Shear Wall Design
RE: Wood Perforated Shear Wall Design
Thanks for you suggestion.
bylar-
The size an number of panels is unlimited. The only input for panel size is the sum of panel lengths and there is not an input for the number. The image is only presented as an example of the application.
RE: Wood Perforated Shear Wall Design
Also, it seems that you haven't addressed the shear in the panels above and below the openings (to transfer the holdown forces past the openings). The shear in these panels can be quite large if the opening is tall compared to the wall height.
I don't immediately see how you can address the above issues within the generalized format you've set out in your spreadsheet, as the calculations require specific opening sizes and panel lengths for each "collector" force calculation.
RE: Wood Perforated Shear Wall Design
Framing and connections around openings are not required to be desinged for force transfer for the perforated shear wall design method. The shear wall capacity is reduced based on the size of the openings for a perforated shear wall. If you design for force transfer around openings, you get the full capacity of the wall. (IBC 2305.3.7)
RE: Wood Perforated Shear Wall Design
RE: Wood Perforated Shear Wall Design
Question how do you address the Anchorage Force for Uplift in the construction of the wall? Nail withdrawal or hardware? I have been trying to figure out how to balance the labor and materials involved in this provision. Anny advice or insight on this topic would be great.
RE: Wood Perforated Shear Wall Design
It would be nice and fairly easy to add a distributed load on the wall. It may not be as straight forward as it seems though when you factor in all of the possible uplift forces. The gravity loads could be looked at to resist or counteract three types of uplift:
1. Uplift from roof bearing if there is any by the
time you get to the shear wall
2. Shear wall anchorage uplift between wall ends (t)
3. Shear wall anchorage uplift at wall ends (R)
I would start by using gravity forces to resist my roof uplift and then my uplift between walls (t) and then any remaining for wall end anchorage. I am not sure that the program would be the best place to figure this out. It is not a difficult calculation but it seems to me that there could be some confusion on whether the gravity loads have already been used to resist an uplift force or not. I welcome any further thoughts on this.
I have had the same struggles with trying to balance labor and materials for uplift anchorage. I tend to use hardware most often while keeping in mind some other modes of resistance (nails and sheathing lap). I like to use hardware because it makes it easier for me to verify the connection is there. As opposed to depending on nails that would be more difficult to check.
Take a look at this article from Structure Magazine (http:
Also, here is another document I found useful for this subject. h
I plan to include shear wall deflection calculations in the spreadsheet at some point.
RE: Wood Perforated Shear Wall Design
Anyone have thoughts otherwise?
RE: Wood Perforated Shear Wall Design
DaveAtkins
RE: Wood Perforated Shear Wall Design
RE: Wood Perforated Shear Wall Design
You can also argue that you are following AF&PA SDPWS as an approved alternative to 2305 (Section 2305.1.) In that case APA opinion is what counts.
M.Genidy
RE: Wood Perforated Shear Wall Design
Section 2305.3.8.2.4, Equation 23-3. Can net overturning moment (OM-RM) be used to calculate the uplift forces? The equation only uses OM and will give a very conservative result. Please clarify.
Response:
Perforated shear wall design in the IBC is an empirical method. The code refers to Section 2305.3.7 but explicitly requires a minimum uplift force T, given in equation 23-3. If the engineer doesn't agree with that then they should use the segmental shear wall method instead.
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Any thoughts? Any contact information for Ed Keith?
RE: Wood Perforated Shear Wall Design
Thanks.