Consider the geometric and traffic characteristics shown below. Approach (Width) Peak hour Approach Volumes: Left Turn Through Movement Right Turn Conflicting Pedestrian Volumes PHF For the following saturation flows: Through lanes: Through-right lanes: Left lanes: Left-through lanes: Left-through-right lanes: The total cycle length was 277 s. Now Through lanes: Through-right lanes: Left lanes: Left-through lanes: Phase 3: E-W left turn North (56 ft) Phase 4: E-W through & through-right turn 165 442 162 900 0.95 1,600 veh/h/In 1,400 veh/h/In 1,100 veh/h/In 1,320 veh/h/In Left-through-right lanes: 1,210 veh/h/In Phase 2: N-S through & through-right turn Total cycle length 1,000 veh/h/In 1,200 veh/h/In 1,100 veh/h/In South (56 ft) 105 395 157 1,200 0.95 1110 East (68 ft) Determine a suitable signal phasing system and phase lengths (in s) for the intersection using the Webster method. (Enter the sum of green and yellow times for each phase, and afterwards the total cycle length. Ensure that enough green time is provided to allow for pedestrian movement. Assume each of the four approaches is divided into a left lane, a through lane, and a through-right lane. Assume the lost time due to acceleration and deceleration during each phase is 3.5 seconds, and the time lost due to the red clearance interval between each phase is 1.5 seconds. Also, assume the curb-to-curb distance is 56 ft when pedestrians travel during the N-S phases and 68 ft when pedestrians travel during the E-W phases. Finally, assume pedestrians walk at a speed of 3.5 ft/s through a crosswalk of width 10 ft.) Phase 1: N-S left turn. 200 585 191 1,200 0.95 assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates: 1,760) veh/h/In 1,540 veh/h/In West (68 ft) 166 538 200 900 0.95