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3.4 Rail Height <br />Top of rail shall be a minimum 2'-3" above the top of the wearing surface for vehicular <br />traffic only. <br />3.5 Camber <br />A single simple -span bridge shall have a vertical camber dimension at the mid -span <br />equal to 100% of the anticipated full dead load deflection. If beam mill camber is <br />adequate to accommodate full dead load deflection, then indicate so on drawings. <br />3.6 Elevation Difference <br />The top of the decks shall be at the same elevation at each end of the bridqe. <br />4.0 STRUCTURAL DESIGN LOADS <br />4.1 Dead Load <br />The bridge structure shall be designed for the total bridge weight plus an additional <br />allowance of 80 pounds per square foot total wearing surface. <br />4.2 Vehicle Load (VL) <br />Bridge shall be designed for one lane of traffic, supporting HL -93 vehicle plus Dynamic <br />Load Allowance. <br />4.3 Wind Load (WS) <br />Bridge shall be designed for a 50 pounds per square foot wind load applied horizontally <br />against the height of the stringer plus the side dam. <br />4.4 Fatigue Load (FL) <br />The fatigue loading shall be as specified in AASHTO LRFD Bridge Design Specifications, <br />current edition. <br />4.5 Railing Loads (RL) <br />Traffic rail shall be designed in accordance with AASHTO LRFD Bridge Design <br />Specifications, current edition, Appendix At 3.2. Traffic rail has not been physically <br />crash -tested. <br />Traffic rail shall meet the force requirements for a TL -1 rating. <br />4.6 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 />5.0 STRUCUTRAL DESIGN CRITERIA <br />5.1 Deflections <br />