Optimal Signal Control Design for Isolated Intersections Using Sample Travel-Time Data

Table 5

Percent comparison of relative to Webster’s design across different degrees of saturation.

v/c	Cycle	Optimal delay (veh-sec)	Webster’s delay (veh-sec)	Average delay reduction (%)	Optimal queue (m)	Webster’s queue (m)	Average queue reduction (%)
0.35	1	4034.3	7164.7	21.85	711.6	1158.5	17.47
	2	4734.5	5097.6		832.8	873.0
	3	3876.5	4546.2		676.2	745.1
0.65	1	4881.0	5898.7	6.81	838.3	990.5	5.82
	2	7820.1	7964.7		1314.1	1324.9
	3	7524.1	7626.9		1269.6	1286.1
0.85	1	9625.9	10263.0	9.50	1622.8	1706.1	7.99
	2	10609.3	10808.1		1782.8	1798.8
	3	6516.2	8190.6		1125.3	1375.7