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Golf Course Bridge

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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.
 
Any suggestions?
 
 
T. Eric R. Gillham PE
PO Box 3207 Agana Guam 96932
Ph:   (671) 477-9224
Fax: (671) 477-3456
Cel  (671) 687-7115
 
teric(--nospam--at)gk2guam.com