×
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

How to model a tieback wall in a FEA program

How to model a tieback wall in a FEA program

How to model a tieback wall in a FEA program

(OP)
I am a new engineer at a structural engineering firm. My first 3 projects have all been walls. First a cantilever, Second a Tieback, Third a soil nail. The 60% design I submitted for the tieback needs to be updated for our next submittal. I did some rudimentary calcs for the tieback wall by hand but am wanting to run a more in depth analysis. The problem is that I'm not quite sure how to model it. At first, it seemed simple. Create a mesh of kirchoff plate elements, apply the loads on the backside (Earth, Water, LLS, Seismic, etc.) and then pin the structure where the anchor heads are located. But as I got to thinking about this, this is not correct. The anchors are post-tensioned to 60kips. I would somehow need to apply a 60 kip force at each of the anchor head locations. The question then is how do I support the structure? Where do I apply the restraints and how? Just to be clear, I am only interested in modeling the wall itself and have no interest in the soil interaction with the tiebacks. That configuration has already been chosen by the geotechnical engineer. I need to get my internal bending moments so that I can design the reinforcing in the wall. Any advice would be greatly appreciated.

RE: How to model a tieback wall in a FEA program

If you are going to go to that level of analysis, then you have to also consider the time sequence of loading based on multiple tiebacks and staged levels of excavation, treating the tieback as a spring support.

Mike McCann
MMC Engineering
http://mmcengineering.tripod.com

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