From: "T. Eric Gillham PE" <teric(--nospam--at)gk2guam.com>
Date: Wed, 6 Jun 2001 14:07:52 +1000
A big THANKS to all that
contributed to this thread. The reponses were varied, but all are
I've got RISA3D, with
its moving load feature, so I think I am going to check 3 cases - H15, 100psf
distributed and possibly a line of golfcarts (I think 30 would do ;) ),
just to see how they compare.
T. Eric Gillham
-----Original Message----- From: T. Eric Gillham PE
[mailto:teric(--nospam--at)gk2guam.com] Sent: Tuesday, June 05, 2001 9:55
AM To: seaoc list Subject: Golf Course
I am designing two cart path bridges for a
golf course. First bridge is 3 span 70'+50'+50', second bridge has a
single span of 70'.
Wonder of wonders, the owner and the
contractor both want to minimize the cost on the structures, and are asking
that I use the minimum live loading possible.
The largest vehicle used on the golf
course is a mower/utility vehicle with a gross weight of about 2 tons, well
below H15 loading. The bridges themselves are to be 10 feet wide, and
the approaches are so hilly that it is unlikely that a truck could even
get to the bridges.
Soooo, my question is : Does anyone have
experience regarding the use of loads substantially less than those required
by AASHTO for the design of NON-highway bridges. If so, are there
standard loads? I was thinking of using 5 tons as a minimum, and having
the owner post a permanent sign showing the weight restriction.
Also, does the AASHTO manual govern the
design of the bridges? We are currently under UBC94, soon to switch to
the IBC, but I am not all that familiar with AASHTO requirements (not much
bridge work on Guam). I would prefer to use UBC94, LRFD 2nd Ed for the
girders, and refer to AASHTO for load distribution (based on 5 ton total
weight) and seismic design.