×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

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

Jobs

Wind Force on a Braced Frame Footing

Wind Force on a Braced Frame Footing

Wind Force on a Braced Frame Footing

(OP)
I'm designing a footing for a 1 story building with interior braced frames and 4 shear walls at the exterior. With wind calculated from MWFRS, I have determined the wind force, at the roof level, for the braced frame (taking half of the total wind, because half is transferred to the ground). My question is: when designing the footings for the braced frame, would you only design for the lateral force from the braced frame model (i.e. only half of the total height wind force on the building), or does a slab on grade transfer the other half of the wind to the braced frame somehow? Or would you design the interior footings for half of the height wind load and then design the wall footings, which actually take the wind pressure, for that other half? Thanks.

RE: Wind Force on a Braced Frame Footing

You just need some path for the load that is transferred to the ground. Within the bounds of stiffness informed reasonableness, it's up to you to decide what that path ought to be. I can't recall a case where I've moved all the load back to the braced frame foundation as you've suggested.

Often you're dumping the load into the foundations at the bottom of the wall that you're looking at and running parallel to the wall that you're looking at. From there, it might be passive soil resistance against a frost wall or friction between the soil and the SOG. Frankly, in many instances, I think that this aspect of load path gets ignored altogether. And a lot of times that's fine. It's good that you're at least contemplating the load path though.

If your building is collecting these loads through girts and then delivering them locally as column base shears, then the path may warrant greater consideration with hairpins etc.

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.

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!


Resources