From: "T. Eric Gillham PE" <teric(--nospam--at)gk2guam.com>
Date: Tue, 5 Jun 2001 09:55:22 +1000
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
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