Capacity at secondary diverge points
I am analysing the capacity of a freeway exit interchange that has been designed as a turning roadway (i.e. a secondary diverge occurs after drivers have left the mainline freeway segment – as per Section 3.3.2 of NCHRP Report 687).
What are the correct upstream and downstream capacities to use in the analysis of each diverge? For example, does the ramp capacity downstream of Diverge 1 become the upstream roadway capacity for Diverge 2?
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