Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!
  • Students Click Here

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here


Maximum Length of wood shear on Overturning forces calculations

Maximum Length of wood shear on Overturning forces calculations

Maximum Length of wood shear on Overturning forces calculations

Hey all,

Is there any limitation on the length of wall that could be utilized for overturning/holddown capacities calculation on wood shear walls? For example, if the shear wall is 50' long , would it be effective to take the full length of shear wall to calculate tension or compression forces to determine hold down requirement. I am not aware if there is any limitation for the length of shear wall to calculate chord forces at end per NDS? Personally, i think the use of 50' length for overturning calcs will be ineffective on wood shear walls. I will appreciate any suggestion.

RE: Maximum Length of wood shear on Overturning forces calculations

I don't have a definitive answer for you but I share the concern. I see this with unit demising walls a lot where they get quite long. I also wonder about unintended joints in shear walls. Often, when walls are prefabricated, I find that demising walls end up getting fabricated and shipped in as many as three or four pieces. You can stitch the segments together with fasteners easily enough but, at some point, I'd have to think that there would be performance penalties.

I find it a bit comforting to thing of wood shear walls not as giant rigid bodies but, rather, as rigid individual sheets of sheathing, each racking/rotating about it's own center of gravity. There is some validity to that model I believe and it gets me a bit closer to believing in long shear walls.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Maximum Length of wood shear on Overturning forces calculations

If you are concerned, then look to the code diaphragm limitations of 3.5 or 4 to 1. Provide additional hold downs at these locatons to break up the wall.

Mike McCann, PE, SE (WA)

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members!


White Paper – Your Construction ERP RFP Checklist
Selecting business software for a medium to enterprise-sized construction concern is extremely challenging in large part because most enterprise resource planning (ERP) suites originated in the world of repetitive manufacturing and are therefore a poor fit for a project and asset-centric business. However, midsize to large contractors need the predictable, auditable processes that ERP delivers. Download Now

Close Box

Join Eng-Tips® Today!

Join your peers on the Internet's largest technical engineering professional community.
It's easy to join and it's free.

Here's Why Members Love Eng-Tips Forums:

Register now while it's still free!

Already a member? Close this window and log in.

Join Us             Close