I am performing a load rating of a steel multi-girder bridge with a concrete deck - a fairly routine analysis. We have five girders, and the curb-curb width is 14 feet. To determine the LL distribution for the interior girders, we used Table 3. 23.1 which gave us S/7 for a single lane. For the fascia, it appears that we are limited by the provision of Section 3.23.2.3.1.5 giving us a minimum of S/5.5. There is no provision for fascia girder distribution under a single lane. If I go with a direct interpretation, my fascia girder would be subject to more load than the interior, even though a simple beam analysis would result in a significantly less load. Any thoughts?