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**Bridge Link roadway overtopping** can be represented as a Broad-crested weir with the following coefficient attributes based on the **FHWA Design Manual.**

**Figure 1: Roadway overtopping**

Roadway overtopping will begin when the headwater rises to the elevation of the roadway (Figure 1). The overtopping will usually occur at the low point of a sag vertical curve on the roadway. The flow will be similar to flow over a broad crested weir. Flow coefficients for flow overtopping roadway embankments are found in HDS No. 1, Hydraulics of Bridge Waterways, as well as in documentation of HY-7, the Bridge Waterways Analysis Model. Curves from the Bridge Waterways Analysis Model reference are shown in Figure 2 below. Figure 2-A is for deep ovetopping, Figure 2-B is for shallow overtopping, and Figure 2-C is a correction factor for downstream submergence. The equation below defines the flow across the roadway.

Q_{0}=C_{d}LHW_{r}^{1.5 }

Where:

Q_{0} = the overtopping flow rate in m^{3}/s (ft^{3}/s)

C_{d} = the overtopping discharge coefficient (for use in SI units, see note below)

L = the length of the roadway crest, in m or ft

HW_{r }= the upstream depth, measured from the roadway crest to the water surface upstream of the weir drawdown, in m or ft.

C_{d} is determined from Figure 2, and other English unit research must be corrected by a factor of 0.552 [C_{d }(SI) = 0.552 (C_{d} English)]

**Figure 2 - English Discharge Coefficients for Roadway Overtopping**

Other Bridge Link Data is discussed on the Bridge Link Help topic section.

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