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Vehicle Load (VL) <br />Bridge shall be designed for one lane of traffic, supporting HL -93 vehicle plus Dynamic <br />Load Allowance. <br />The design ADTT (Average Daily Truck Traffic) shall be 600. <br />7.2 Wind Load (WS) <br />Bridge shall be designed for 50 pounds per square foot wind load applied horizontally <br />against the height of the stringer plus the side dam. <br />7.3 Fafigue Load (FL) <br />The fatigue loading shall be as specified in AASHTO LRFD Bridge Design eciflcations, <br />current edition. <br />7.4 Railing Loads (RL) <br />Traffic rail shall be designed in accordance with AASHTO LRFD Bridge resign <br />Specifications current edition. <br />Traffic rail shall meet the force requirements for a TL -3 rating. <br />7.5 Combination of Loads <br />The load combinations and load factors to be used shall be as per specified in AASHTO <br />LRFD Table 3.4.1-1. <br />8.0 STRUCUTRAL DESIGN CRITERIA <br />8.1 Deflections <br />Per AASHTO LRFD Bridge Desion Sppcifications, vehicle load deflection limits are not <br />required. However, the Bridge Manufacturer will provide an anticipated vehicle load <br />deflection of approximately L/500, expressed as the ratio of span length to deflection. <br />8.2 Fracture <br />The main beams shall meet CVN values of 20 ft -lbs @ 40 -degrees Fahrenheit. <br />8.3 Wheel Load Distribution <br />4.25 -inch Bridge deck shall be designed to support the maximum wheel load from the <br />design vehicle. <br />