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RE: Traffic Railing post loads

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Thanks Bill,


That is kind of what I thought.  I haven’t looked at bridge railing for many (or as in your way “a L-O-O-O-O-O-O-NG Time”) years, but I couldn’t recall any sort of distribution.


How about criteria for concrete embedment design?  I don’t find anything in the AASHTO book unless I’m missing something.  My approach at this time will be to go with ACI 318 accept that that is a “building code”, but I don’t know where else to go for the moment.


Thanks again,



Joseph R. Grill, P.E. (Structural)

Shephard - Wesnitzer, Inc.

Civil Engineering and Surveying

P.O. Box 3924

Sedona, AZ  86340

PHONE (928) 282-1061

FAX (928) 282-2058



-----Original Message-----
From: Polhemus, Bill [mailto:BPolhemus(--nospam--at)]
Sent: Tuesday, March 28, 2006 1:58 PM
To: seaint(--nospam--at)
Subject: RE: Traffic Railing post loads


From: Joe Grill [mailto:jgrill(--nospam--at)]
Sent: Tuesday, March 28, 2006 2:01 PM
To: seaint
Subject: Traffic Railing post loads


I have just inherited a problem which is to check the post base connection at the post supporting traffic railing.  I’m not a bridge engineer and haven’t looked at this sort of thing for quite some time.  But, none the less it is now my problem.  Anyway, the way I read the ASHTO spec. (our version is 1996) you have to put the 10 kip vehicle load at each post.  My boss suggests that section would allow you to distribute 5 kips over 4 posts instead of the 10 kips to one post.


It’s been a L-O-O-O-O-O-NG time, but IIRC, that “distributed over several posts” thing is only for systems designed to act in concert, such as these fancy-schmancy “energy dissipation” systems they put on secondary highways here in Texas (what have the railroad ties ‘n such tied together wit’ a steel cable).