78-ft-ish single span, steel girder bridge. 3 design lanes. Sidewalk on (1) fascia. Over (2) railroad tracks.
Locally-owned, municipal bridge with some DOT oversight.
Local "urban" area with low traffic volume.
NBIS report (2021):
Annual Avg Daily Traffic, AADT: ~8,300, 5% trucks
Future AADT (2041): ~12,300
Future Avg Daily Truck Traffic (2041): ~620
AASHTO 9ed. (2.5.2.6.2, optional) Criteria for Deflection
Vehicular Load L / 800 ~ 1.17 inch
Veh & Ped Load L / 1000 ~ 0.94 inch
State DOT Criteria L / 1200 ~ 0.78 inch
As calculated with current girder section (by software, not thoroughly back-checked yet):
HL-93 deflection ~ 0.64 inch
HL-93 with s/w defl ~ 1.24 inch
Girder depth is restricted because road engineers won't raise the profile and need to maintain clearance above the railroad.
Does anybody know of any semi-legitimate and documented arguments that soften or eliminate the pedestrian / sidewalk load deflection criteria (L/1000)?
Thanks!
Locally-owned, municipal bridge with some DOT oversight.
Local "urban" area with low traffic volume.
NBIS report (2021):
Annual Avg Daily Traffic, AADT: ~8,300, 5% trucks
Future AADT (2041): ~12,300
Future Avg Daily Truck Traffic (2041): ~620
AASHTO 9ed. (2.5.2.6.2, optional) Criteria for Deflection
Vehicular Load L / 800 ~ 1.17 inch
Veh & Ped Load L / 1000 ~ 0.94 inch
State DOT Criteria L / 1200 ~ 0.78 inch
As calculated with current girder section (by software, not thoroughly back-checked yet):
HL-93 deflection ~ 0.64 inch
HL-93 with s/w defl ~ 1.24 inch
Girder depth is restricted because road engineers won't raise the profile and need to maintain clearance above the railroad.
Does anybody know of any semi-legitimate and documented arguments that soften or eliminate the pedestrian / sidewalk load deflection criteria (L/1000)?
Thanks!
