Contact US

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!

*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

Seismic Acceleration Coefficients for Segmental Retaining Walls

Seismic Acceleration Coefficients for Segmental Retaining Walls

Seismic Acceleration Coefficients for Segmental Retaining Walls

Reviewing the ASCE7 documents and IBC 2000, it appears that these codes are extremely vague when it comes to selecting seismic design parameters for segmental retaining walls.  The codes typicallys refer the designer to the spectral acceleration coefficients or say it is up to a geotechnical investigation.  However, I don't believe spectral acceleration coefficients are applicable to segmental retaining walls or free standing retaiing walls (not assciated with a building foundation wall) and typically geotechnical reports do not address seismic earth pressures.  How should one interpret the codes for seismic design of segmental retaining walls?  The state of practice seems to be to use the peak ground accelerations at either 10% probability of exceedence in 50 yrs or 10% exceedence in 250 years.  Based on the codes, what acceleration coefficients should be using in retaining wall design?  Any input would be appreciated.

RE: Seismic Acceleration Coefficients for Segmental Retaining Walls

All that Spain's standing code NCSR-02 on earthquake design has to say about walls is

Los empujes sobre muros se calcularán con un valor del coeficiente sísmico horizontal igual a la aceleración sísmica de cálculo.

That is use the peak ground acceleration of the ground, a enlarged by some factors in the code to become "that of calculation". Say 0.04g at the ground becomes 0.067g for some important building in weak soil etc or so.

Thinking that at some moments in the shakeout the retained soil is brought violently against the walls in general (and against segmental ones as well) this doesn't look unreasonable, and I bet that proper instrumentation should show transient push far bigger than that.

RE: Seismic Acceleration Coefficients for Segmental Retaining Walls

I meant, bigger than the push given when that acceleration is applied to only the active wedge.

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! Already a Member? Login


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