your problem is simple. just use a distributed live load of 12kn/m2 as
recommended by ANSI for such cases. you don't have to check for AASHTO
loadings HS15 OR HS20, because the same doesn't apply here.
SYED FAIZ AHMAD
SENIOR STRUCTURAL ENGINEER
SAUDI OGER LTD
RIYADH, SAUDI ARABIA
From: "T. Eric Gillham PE" <teric(--nospam--at)gk2guam.com>
To: "seaoc list" <seaint(--nospam--at)seaint.org>
Subject: Golf Course Bridge
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
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.
T. Eric R. Gillham PE
PO Box 3207 Agana Guam 96932
Ph: (671) 477-9224
Fax: (671) 477-3456
Cel (671) 687-7115
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