×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

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

Elastomeric Bearing Forces for Single Span Zone 1 SDC?

Elastomeric Bearing Forces for Single Span Zone 1 SDC?

Elastomeric Bearing Forces for Single Span Zone 1 SDC?

(OP)
I am designing a single span bridge and the seismic zone is 1. This is a service bridge so it is only 16' wide (two girder). As per AASHTO (8th edition) sec 3.10.9.2, my As value is >0.05. If I use 0.25 times vertical reaction (dead + live) it is 54kips. I am really confused as to what to do with that number for an expansion, elastomeric bearing. Does this mean my expansion bearing needs anchor rods or a shear key to take the transverse load? Any help is really appreciated. Sorry if this is an easy question. This is my first bridge design.

RE: Elastomeric Bearing Forces for Single Span Zone 1 SDC?

Yes, you need anchor bolts or some other restraint system sufficient for the Extreme Event loading, unless the elastomeric bearing is fully restrained top and bottom (I believe only having the bearing vulcanized to top and bottom would qualify as being fully restrained).

I believe the commentary still suggests a value gamma LL of 0.5 (so a value of 1/2 the design live load, is typically considered appropriate).

If I may ask, was a integral abutment considered?

Rod Smith, P.E., The artist formerly known as HotRod10

RE: Elastomeric Bearing Forces for Single Span Zone 1 SDC?

Yes, shear key/creep blocks would be a simple and not very detail intensive option for addressing the minimum code prescribed lateral load. A creep block right between the two girder lines would be ideal. Just make sure your diaphragm above the creep block can drag the inertial load from one girder to the other side to engage the creep block.

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



News


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