Consider the geometric and traffic characteristics shown below.Approach(Width)North(56 ft)South(56 ft)East(68 ft)West(68 ft)Peak hour Approach Volumes: Left Turn15595190156 Through Movement442395585538 Right Turn172167201210Conflicting Pedestrian Volumes9001,2001,200900PHF0.950.950.950.95For the following saturation flows:Through lanes:1,600 veh/h/lnThrough-right lanes:1,400 veh/h/lnLeft lanes:1,000 veh/h/lnLeft-through lanes:1,200 veh/h/lnLeft-through-right lanes:1,100 veh/h/lnThe total cycle length was 262 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates:Through lanes:1,760 veh/h/lnThrough-right lanes:1,540 veh/h/lnLeft lanes:1,100 veh/h/lnLeft-through lanes:1,320 veh/h/lnLeft-through-right lanes:1,210 veh/h/lnDetermine 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.) Consider the geometric and traffic characteristics shown below.North(56 ft)Approach(Width)Peak hour Approach Volumes:Left TurnThrough MovementRight TurnConflicting Pedestrian VolumesPHFFor the following saturation flows:Through lanes:Through-right lanes:Left lanes:Left-through lanes:Left-through-right lanes:The total cycle length was 262 s. NowThrough lanes:Through-right lanes:Left lanes:Left-through lanes:Left-through-right lanes:Phase 4: E-W through1554421729000.951,600 veh/h/In1,400 veh/h/In1,000 veh/h/In1,200 veh/h/In1,100 veh/h/InTotal cycle lengthPhase 2: N-S through & through-right turn 49.8Phase 3: E-W left turnSouth(56 ft)through-right turn953951671,2000.95East(68 ft)1905852011,2000.95West(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 fourapproaches 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 1.5 seconds. Also, assume the curb-to-curb distance is 56 ft whenpedestrians 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 turn156538assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates:1,760 veh/h/In1,540 veh/h/In1,100 veh/h/In1,320 veh/h/In1,210 veh/h/In2109000.95What effect does the increase in saturation flow rates have on cycle length?By increasing saturation flow rates by 10%, the recommended total cycle length ---Select-- byShow a detailed layout of the phasing system and the intersection geometry used. (Submit a file with%.maximum size of 1 MB.)

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Consider the geometric and traffic characteristics shown below. Approach (Width) North (56 ft) South (56 ft) East (68 ft) West (68 ft) Peak hour Approach Volumes: Left Turn 155 95 190 156 Through Movement 442 395 585 538 Right Turn 172 167 201 210 Conflicting Pedestrian Volumes 900 1,200 1,200 900 PHF 0.95 0.95 0.95 0.95 For the following saturation flows: Through lanes: 1,600 veh/h/ln Through-right lanes: 1,400 veh/h/ln Left lanes: 1,000 veh/h/ln Left-through lanes: 1,200 veh/h/ln Left-through-right lanes: 1,100 veh/h/ln The total cycle length was 262 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates: Through lanes: 1,760 veh/h/ln Through-right lanes: 1,540 veh/h/ln Left lanes: 1,100 veh/h/ln Left-through lanes: 1,320 veh/h/ln Left-through-right lanes: 1,210 veh/h/ln 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.)

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Consider the geometric and traffic characteristics shown below.

Approach (Width)	North (56 ft)	South (56 ft)	East (68 ft)	West (68 ft)
Peak hour Approach Volumes:
Left Turn	155	95	190	156
Through Movement	442	395	585	538
Right Turn	172	167	201	210
Conflicting Pedestrian Volumes	900	1,200	1,200	900
PHF	0.95	0.95	0.95	0.95

For the following saturation flows:

Through lanes:

1,600 veh/h/ln

Through-right lanes:

1,400 veh/h/ln

Left lanes:

1,000 veh/h/ln

Left-through lanes:

1,200 veh/h/ln

Left-through-right lanes:

1,100 veh/h/ln

The total cycle length was 262 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates:

Through lanes:

1,760 veh/h/ln

Through-right lanes:

1,540 veh/h/ln

Left lanes:

1,100 veh/h/ln

Left-through lanes:

1,320 veh/h/ln

Left-through-right lanes:

1,210 veh/h/ln

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.)

Consider the geometric and traffic characteristics shown below.
North
(56 ft)
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 262 s. Now
Through lanes:
Through-right lanes:
Left lanes:
Left-through lanes:
Left-through-right lanes:
Phase 4: E-W through
155
442
172
900
0.95
1,600 veh/h/In
1,400 veh/h/In
1,000 veh/h/In
1,200 veh/h/In
1,100 veh/h/In
Total cycle length
Phase 2: N-S through & through-right turn 49.8
Phase 3: E-W left turn
South
(56 ft)
through-right turn
95
395
167
1,200
0.95
East
(68 ft)
190
585
201
1,200
0.95
West
(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 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
156
538
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
1,100 veh/h/In
1,320 veh/h/In
1,210 veh/h/In
210
900
0.95
What effect does the increase in saturation flow rates have on cycle length?
By increasing saturation flow rates by 10%, the recommended total cycle length ---Select-- by
Show a detailed layout of the phasing system and the intersection geometry used. (Submit a file with
%.
maximum size of 1 MB.)

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