Cities Index.
31b. Draft Subsequent Environmental Impact Report No. 352 Volume 2

Anaheim City Council
April 16, 2024

Document
31b. Draft Subsequent Environmental Impact Report No. 352 Volume 2
Meeting
April 16, 2024
Body
Anaheim City Council
Pages
764
Original file
285.6 MB
Text extracted from the city's file for reading and search. Open the original on local.anaheim.net. That file is the official record.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 72.82 326.21 42.73 0.00 41.64 253.2 263.7 296.1 285.1 299.3 95th-Percentile Queue Length [veh/ln] 2.91 13.05 1.71 0.00 1.67 10.13 10.55 11.85 11.41 11.97 50th-Percentile Queue Length [ft/ln] 40.46 207.96 23.74 0.00 23.13 152.1 160.0 184.7 176.2 187.1 50th-Percentile Queue Length [veh/ln] 1.62 8.32 0.95 0.00 0.93 6.09 6.40 7.39 7.05 7.49 Critical Lane Group No Yes No No Yes No No No No Yes
Lane Group LOS E F F A F B B F A A
d, Delay for Lane Group [s/veh] 68.31 82.35 88.70 0.00 84.30 10.78 11.11 83.57 7.30 7.75 X, volume / capacity 0.19 0.86 0.37 0.00 0.36 0.32 0.32 0.84 0.42 0.42 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.43 10.10 4.26 0.00 3.78 0.35 0.67 9.27 0.48 0.92 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 67.87 72.24 84.44 0.00 80.51 10.44 10.44 74.31 6.82 6.82 c, Capacity [veh/h] 210 209 54 245 56 2459 1270 191 2729 1413 s, saturation flow rate [veh/h] 1417 1589 1204 1870 1781 3560 1838 1781 3560 1843 (v / s)_i Volume / Saturation Flow Rate 0.03 0.11 0.02 0.00 0.01 0.22 0.22 0.09 0.32 0.32 g / C, Green / Cycle 0.13 0.13 0.13 0.13 0.03 0.69 0.69 0.11 0.77 0.77 g_i, Effective Green Time [s] 22 22 22 22 5 117 117 18 130 130 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 Lane Group L C L C L C C L C C
Lane Group Calculations
11 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 68.31 82.35 82.35 88.70 0.00 0.00 84.30 10.89 11.11 83.57 7.44 7.75 Movement LOS E F F F A A F B B F A A
d_A, Approach Delay [s/veh] 79.79 88.70 12.10 13.86
Approach LOS E F B B
d_I, Intersection Delay [s/veh] 17.98
Intersection LOS B
Intersection V/C 0.481
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.29 74.29 74.29 74.29
I_p,int, Pedestrian LOS Score for Intersection 2.107 2.000 3.092 3.181 Crosswalk LOS B A C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 859 859 742 883 d_b, Bicycle Delay [s] 27.62 27.62 33.62 26.49
I_b,int, Bicycle LOS Score for Intersection 1.923 1.593 2.231 2.605 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
12 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.515
Level Of Service: A
Delay (sec / veh): 8.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Disneyland Dr & I-5 Off-ramps
Intersection Level Of Service Report
Crosswalk No No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 50.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Intersection Setup
13 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 910 0 0 460 720 50
Total 15-Minute Volume [veh/h] 228 0 0 115 180 13
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 910 0 0 460 720 50
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 910 0 0 460 720 50
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Volumes
14 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 0 0 0
Walk [s] 0 0 0 5 0 0
Vehicle Extension [s] 4.0 0.0 0.0 4.0 2.5 0.0
Split [s] 39 0 0 39 51 0
All red [s] 1.0 0.0 0.0 1.0 2.0 0.0
Amber [s] 3.6 0.0 0.0 3.6 3.6 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 7 0 0 7 10 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 2 0 0 6 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
15 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 75.75 32.00 42.85 8.15 95th-Percentile Queue Length [veh/ln] 3.03 1.28 1.71 0.33 50th-Percentile Queue Length [ft/ln] 42.08 17.78 23.80 4.53 50th-Percentile Queue Length [veh/ln] 1.68 0.71 0.95 0.18 Critical Lane Group Yes No Yes No
Lane Group LOS A A A A
d, Delay for Lane Group [s/veh] 8.13 6.64 8.73 7.72
X, volume / capacity 0.60 0.30 0.41 0.09
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.55 0.16 0.11 0.05
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.15 0.15 0.08 0.08
d1, Uniform Delay [s] 7.58 6.48 8.62 7.67
c, Capacity [veh/h] 1514 1514 1768 542
s, saturation flow rate [veh/h] 3560 3560 5188 1589
(v / s)_i Volume / Saturation Flow Rate 0.26 0.13 0.14 0.03 g / C, Green / Cycle 0.42 0.42 0.34 0.34
g_i, Effective Green Time [s] 14 14 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 34 34 34 34
Lane Group C C L R
Lane Group Calculations
16 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.13 0.00 0.00 6.64 8.73 7.72 Movement LOS A A A A
d_A, Approach Delay [s/veh] 8.13 6.64 8.67
Approach LOS A A A
d_I, Intersection Delay [s/veh] 8.01
Intersection LOS A
Intersection V/C 0.515
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1761 1761 1761 d_b, Bicycle Delay [s] 0.24 0.24 0.24
I_b,int, Bicycle LOS Score for Intersection 2.310 1.939 1.560 Bicycle LOS B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 - - - - - - - - - - - - - -
Ring 1 2 - - - - - - - - - - - - - - -
Sequence
17 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.004
Level Of Service: F
Delay (sec / veh): 96.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: Disneyland Dr & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 90.00 100.0 100.0 90.00 100.0 100.0 140.0 100.0 100.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Disneyland Drive Disneyland Drive Ball Road Ball Road Intersection Setup
18 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 210 610 590 340 540 170 230 1030 130 470 1500 490 Total 15-Minute Volume [veh/h] 53 153 148 85 135 43 58 258 33 118 375 123 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 210 610 590 340 540 170 230 1030 130 470 1500 490 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 210 610 590 340 540 170 230 1030 130 470 1500 490 Name Disneyland Drive Disneyland Drive Ball Road Ball Road Volumes
19 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 13 0 0 12 0 0 24 0 0 13 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 48 65 0 21 38 0 15 47 0 37 69 0
All red [s] 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 10 30 0 10 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
20 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 284. 837. 443. 469. 457. 469. 439. 404. 222.4 524.7 211.8 392.7 1338. 1462. 95th-Percentile Queue Length [veh/ln] 11.3 33.4 17.7 18.7 18.3 18.7 17.5 16.2 8.90 20.99 8.47 15.71 53.53 58.51 50th-Percentile Queue Length [ft/ln] 175. 631. 300. 322. 312. 322. 297. 270. 129.2 367.5 121.4 260.4 955.7 1020. 50th-Percentile Queue Length [veh/ln] 7.03 25.2 12.0 12.9 12.5 12.8 11.9 10.8 5.17 14.70 4.86 10.42 38.23 40.82 Critical Lane Group No Yes No No No No No Yes Yes No No No No Yes Lane Group LOS D E D D E E E E F E D E F F
d, Delay for Lane Group [s/veh] 45.0 71.6 52.4 52.4 77.6 77.1 77.7 79.8 81.24 65.83 54.41 74.97 144.7 181.0 X, volume / capacity 0.37 0.92 0.66 0.67 0.84 0.84 0.84 0.84 0.79 0.81 0.33 0.88 1.17 1.24 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.40 16.0 2.54 2.46 10.6 10.1 10.8 12.8 4.87 5.76 2.21 4.77 86.93 123.3 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.35 0.17 0.18 0.21 0.21 0.21 0.21 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 44.6 55.6 49.9 50.0 67.0 66.9 66.9 67.0 76.37 60.07 52.19 70.20 57.77 57.77 c, Capacity [veh/h] 568 597 476 507 326 338 311 276 290 1268 396 536 1139 528 s, saturation flow rate [veh/h] 178 187 149 158 178 184 170 150 3459 5094 1589 3459 3560 1652 (v / s)_i Volume / Saturation Flow Rate 0.12 0.29 0.21 0.21 0.15 0.15 0.15 0.15 0.07 0.20 0.08 0.14 0.37 0.40 g / C, Green / Cycle 0.32 0.32 0.32 0.32 0.18 0.18 0.18 0.18 0.08 0.25 0.25 0.16 0.32 0.32 g_i, Effective Green Time [s] 54 54 54 54 31 31 31 31 14 42 42 26 54 54 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C C R L C C C L C R L C C
Lane Group Calculations
21 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.04 69.68 52.47 77.55 77.76 79.89 81.24 65.83 54.41 74.97 148.7 181.0 Movement LOS D E D E E E F E D E F F
d_A, Approach Delay [s/veh] 58.81 78.04 67.31 141.07
Approach LOS E E E F
d_I, Intersection Delay [s/veh] 95.95
Intersection LOS F
Intersection V/C 1.004
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 76.21 76.21 76.21 76.21
I_p,int, Pedestrian LOS Score for Intersection 2.980 2.871 3.235 3.295 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 700 382 483 741 d_b, Bicycle Delay [s] 35.89 55.58 48.92 33.65
I_b,int, Bicycle LOS Score for Intersection 2.723 2.137 2.324 2.913 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
22 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.007
Level Of Service: E
Delay (sec / veh): 60.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: Disneyland Dr & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 240.0 100.0 180.0 300. 100. 100. 300. 260.0 100.0 300.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right U-tu Left Thru Righ Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Street Disneyland Drive Katella Ave Katella Avenue Intersection Setup
23 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 360 500 150 0 760 430 370 160 1080 160 130 2410 550 Total 15-Minute Volume [veh/h] 90 125 38 0 190 108 93 40 270 40 33 603 138 Other Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 360 500 150 0 760 430 370 160 1080 160 130 2410 550 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 2.00 2.00 0.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 360 500 150 0 760 430 370 160 1080 160 130 2410 550 Name West Street Disneyland Drive Katella Ave Katella Avenue Volumes
24 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 35 0 0 0 35 0 0 13 0 0 17 0
Walk [s] 0 5 0 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 0.0 3.0 3.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 17 45 0 0 28 56 0 9 38 0 9 38 0
All red [s] 1.0 1.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 5 0 0 5 5 0 5 10 0 5 10 0
Lead / Lag Lead - - - Lea - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Per Prot Per Per Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 119.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
25 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 241.2 296.6 190.1 544.1 228.3 416.8 109.2 252.7 264.3 91.79 1071. 535.7 95th-Percentile Queue Length [veh/ln] 9.65 11.87 7.61 21.77 9.13 16.67 4.37 10.11 10.57 3.67 42.87 21.43 50th-Percentile Queue Length [ft/ln] 143.1 185.1 105.8 365.6 133.5 279.7 60.70 151.7 160.4 51.00 775.0 376.5 50th-Percentile Queue Length [veh/ln] 5.73 7.40 4.23 14.63 5.34 11.19 2.43 6.07 6.42 2.04 31.00 15.06 Critical Lane Group No Yes No Yes No No Yes No No No Yes No Lane Group LOS E D D F D D E C C E F D
d, Delay for Lane Group [s/veh] 59.59 50.43 47.29 90.74 37.41 48.89 56.85 23.60 24.76 59.62 84.49 38.09 X, volume / capacity 0.96 0.81 0.55 1.08 0.45 0.87 0.72 0.41 0.42 0.67 1.09 0.79 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.37 2.57 1.74 42.72 0.34 6.52 1.65 0.57 1.69 4.02 50.41 8.76 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.11 0.11 0.11 0.12 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 53.22 47.87 45.55 48.02 37.07 42.38 55.20 23.04 23.07 55.60 34.08 29.33 c, Capacity [veh/h] 376 619 272 703 949 424 222 2240 754 193 2202 698 s, saturation flow rate [veh/h] 3459 3618 1589 3514 3618 1615 3514 5094 1716 3459 5094 1615 (v / s)_i Volume / Saturation Flow Rate 0.10 0.14 0.09 0.22 0.12 0.23 0.05 0.18 0.18 0.04 0.47 0.34 g / C, Green / Cycle 0.11 0.17 0.17 0.20 0.26 0.26 0.06 0.44 0.44 0.06 0.43 0.43 g_i, Effective Green Time [s] 13 21 21 24 31 31 8 53 53 7 52 52 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
26 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 59.59 50.43 47.29 90.7 90.7 37.4 48.8 56.85 23.77 24.76 59.62 84.49 38.09 Movement LOS E D D F F D D E C C E F D
d_A, Approach Delay [s/veh] 53.23 66.12 27.66 75.19
Approach LOS D E C E
d_I, Intersection Delay [s/veh] 60.62
Intersection LOS E
Intersection V/C 1.007
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.850 2.995 3.356 3.477 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 666 850 550 550 d_b, Bicycle Delay [s] 26.68 19.85 31.55 31.55
I_b,int, Bicycle LOS Score for Intersection 2.393 2.220 2.137 3.259 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
27 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.703
Level Of Service: C
Delay (sec / veh): 30.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ox Road-Cast Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 120.0 100.0 150.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cast Place Ox Road Ball Road Ball Road
Intersection Setup
28 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 230 10 450 40 0 60 20 2030 160 130 2340 50 Total 15-Minute Volume [veh/h] 58 3 113 10 0 15 5 508 40 33 585 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 230 10 450 40 0 60 20 2030 160 130 2340 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 230 10 450 40 0 60 20 2030 160 130 2340 50 Name Cast Place Ox Road Ball Road Ball Road
Volumes
29 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 6 0 0 7 0 0 4 0
Walk [s] 0 5 0 0 5 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.5 0.0 0.0 2.0 0.0 2.0 3.0 0.0 2.5 3.0 0.0 Split [s] 0 65 0 0 16 0 12 77 0 12 77 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.5 0.0 4.0 4.5 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
30 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 377.0 389.7 388.2 77.00 118.39 40.02 601.2 124.9 130.3 684.4 729.0 95th-Percentile Queue Length [veh/ln] 15.08 15.59 15.53 3.08 4.74 1.60 24.05 5.00 5.21 27.38 29.16 50th-Percentile Queue Length [ft/ln] 247.9 258.0 256.8 42.78 65.77 22.23 431.0 69.40 72.40 500.8 538.7 50th-Percentile Queue Length [veh/ln] 9.92 10.32 10.27 1.71 2.63 0.89 17.24 2.78 2.90 20.04 21.55 Critical Lane Group No No Yes No Yes Yes No No No No Yes Lane Group LOS E E E E E F C B F C C
d, Delay for Lane Group [s/veh] 71.28 75.70 75.79 76.76 79.27 82.08 21.44 14.01 81.67 20.88 22.54 X, volume / capacity 0.78 0.87 0.87 0.35 0.59 0.36 0.64 0.16 0.67 0.68 0.69 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.35 6.58 6.66 0.67 1.97 1.44 1.02 0.35 2.99 1.68 3.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.08 0.08 0.04 0.04 0.04 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 67.93 69.12 69.13 76.08 77.29 80.64 20.42 13.65 78.68 19.21 19.29 c, Capacity [veh/h] 295 265 263 115 102 56 3157 985 194 2295 1192 s, saturation flow rate [veh/h] 1781 1600 1589 1781 1589 1781 5094 1589 3459 3560 1850 (v / s)_i Volume / Saturation Flow Rate 0.13 0.14 0.14 0.02 0.04 0.01 0.40 0.10 0.04 0.44 0.44 g / C, Green / Cycle 0.17 0.17 0.17 0.06 0.06 0.03 0.62 0.62 0.06 0.64 0.64 g_i, Effective Green Time [s] 28 28 28 11 11 5 105 105 10 110 110 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C R L C L C R L C C
Lane Group Calculations
31 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 71.28 75.70 75.75 76.76 79.27 79.27 82.08 21.44 14.01 81.67 21.43 22.54 Movement LOS E E E E E E F C B F C C
d_A, Approach Delay [s/veh] 74.26 78.26 21.45 24.56
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 30.50
Intersection LOS C
Intersection V/C 0.703
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.34 74.34 76.22 76.22
I_p,int, Pedestrian LOS Score for Intersection 2.521 2.029 3.346 3.371 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 706 129 841 841 d_b, Bicycle Delay [s] 35.58 74.34 28.52 28.52
I_b,int, Bicycle LOS Score for Intersection 2.698 1.725 2.775 2.946 Bicycle LOS B A C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
32 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.400
Level Of Service: F
Delay (sec / veh): 112.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 7: Harbor Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 200.0 100.0 240.0 300.0 100.0 150.0 190.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Intersection Setup
33 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 790 2020 340 230 1230 330 640 1300 580 270 1530 140 Total 15-Minute Volume [veh/h] 198 505 85 58 308 83 160 325 145 68 383 35 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 790 2020 340 230 1230 330 640 1300 580 270 1530 140 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 790 2020 340 230 1230 330 640 1300 580 270 1530 140 Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Volumes
34 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.5 2.5 0.0 2.5 2.5 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 31 0 0 10 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 3.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Split [s] 36 64 0 32 49 0 18 64 0 10 56 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 5 5 0 5 5 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 5,7 2,7
Signal Group 5 2 0 1 6 0 13 10 0 9 14 0
Control Type Overla Overla Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
35 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 346.1 837.1 379.9 212.2 913.1 689.2 535.2 621.8 1399. 246.0 969.2 1059. 95th-Percentile Queue Length [veh/ln] 13.84 33.49 15.20 8.49 36.53 27.57 21.41 24.87 55.96 9.84 38.77 42.38 50th-Percentile Queue Length [ft/ln] 223.5 631.1 250.2 121.7 611.4 479.0 374.8 448.2 945.3 146.7 643.6 711.0 50th-Percentile Queue Length [veh/ln] 8.94 25.25 10.01 4.87 24.46 19.16 14.99 17.93 37.81 5.87 25.74 28.44 Critical Lane Group Yes Yes No No Yes No No No Yes Yes No No Lane Group LOS C D C E F F F E F E F F
d, Delay for Lane Group [s/veh] 21.34 43.96 33.87 76.43 188.0 143.6 85.99 61.52 222.8 78.89 212.3 230.3 X, volume / capacity 0.41 0.89 0.48 0.84 1.27 1.09 1.01 0.93 1.33 0.83 1.32 1.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.15 2.82 2.29 2.59 122.2 77.82 19.60 3.99 163.8 6.47 145.9 163.9 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.24 0.50 0.04 0.11 0.50 0.13 0.13 0.50 0.13 0.13 0.50 d1, Uniform Delay [s] 21.19 41.14 31.58 73.84 65.85 65.85 66.39 57.53 59.04 72.42 66.35 66.35 c, Capacity [veh/h] 1908 2280 711 275 970 303 636 1397 436 325 939 326 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1768 (v / s)_i Volume / Saturation Flow Rate 0.23 0.40 0.21 0.07 0.24 0.21 0.19 0.26 0.36 0.08 0.24 0.24 g / C, Green / Cycle 0.55 0.45 0.45 0.08 0.19 0.19 0.18 0.27 0.27 0.09 0.18 0.18 g_i, Effective Green Time [s] 90 73 73 13 31 31 30 45 45 15 30 30 l2, Clearance Lost Time [s] 0.00 0.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 C, Cycle Length [s] 163 163 163 163 163 163 163 163 163 163 163 163 Lane Group L C R L C R L C R L C C
Lane Group Calculations
36 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 21.34 43.96 33.87 76.43 188.0 143.6 85.99 61.52 222.8 78.89 215.7 230.3 Movement LOS C D C E F F F E F E F F
d_A, Approach Delay [s/veh] 37.20 165.53 104.87 197.75
Approach LOS D F F F
d_I, Intersection Delay [s/veh] 112.91
Intersection LOS F
Intersection V/C 1.400
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.64 72.64 70.76 70.76
I_p,int, Pedestrian LOS Score for Intersection 3.506 3.376 3.499 3.366 Crosswalk LOS D C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 737 541 731 633 d_b, Bicycle Delay [s] 32.45 43.33 32.76 38.04
I_b,int, Bicycle LOS Score for Intersection 3.292 2.544 2.946 2.360 Bicycle LOS C B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 13 14 - - - - - - - - - - -
Ring 1 1 2 - 9 10 - - - - - - - - - - -
Sequence
37 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.987
Level Of Service: C
Delay (sec / veh): 33.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 8: Harbor Blvd & I-5 NB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 1000.00 180.00 100.00 140.00 635.00 No. of Lanes in Entry Pocket 0 1 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Intersection Setup
38 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 2090 680 60 1930 100 910
Total 15-Minute Volume [veh/h] 523 170 15 483 25 228
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 2090 680 60 1930 100 910
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 2090 680 60 1930 100 910
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Volumes
39 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall Yes No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 12 0 0 0 0 0
Walk [s] 7 0 0 0 0 0
Vehicle Extension [s] 4.0 0.0 2.0 4.0 2.0 0.0
Split [s] 27 0 12 39 26 0
All red [s] 1.5 0.0 2.0 1.5 3.0 0.0
Amber [s] 4.0 0.0 3.2 4.0 3.5 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 15 0 6 15 7 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 2 0 1 6 7 0
Control Type Permissive Unsignalized Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 26.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
40 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 532.04 39.66 171.71 43.64 537.88 177.50 95th-Percentile Queue Length [veh/ln] 21.28 1.59 6.87 1.75 21.52 7.10 50th-Percentile Queue Length [ft/ln] 363.28 22.03 95.40 24.24 360.89 98.61 50th-Percentile Queue Length [veh/ln] 14.53 0.88 3.82 0.97 14.44 3.94 Critical Lane Group Yes Yes No No Yes No
Lane Group LOS F C B B F B
d, Delay for Lane Group [s/veh] 49.62 29.15 10.22 15.17 68.84 18.55 X, volume / capacity 1.04 0.41 0.53 0.17 1.07 0.63
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 29.95 0.70 0.55 0.05 47.28 0.45 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.04 0.50 0.04 0.26 0.04
d1, Uniform Delay [s] 19.67 28.45 9.67 15.12 21.56 18.10 c, Capacity [veh/h] 2018 145 3661 602 538 538
s, saturation flow rate [veh/h] 5094 1781 6792 1781 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.41 0.03 0.28 0.06 0.36 0.21 g / C, Green / Cycle 0.40 0.08 0.54 0.34 0.34 0.34
g_i, Effective Green Time [s] 26 5 35 22 22 22
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 65 65 65 65 65 65
Lane Group C L C L C R
Lane Group Calculations
41 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.62 0.00 29.15 10.22 15.17 50.24 Movement LOS F C B B D
d_A, Approach Delay [s/veh] 49.62 10.79 46.77
Approach LOS D B D
d_I, Intersection Delay [s/veh] 33.87
Intersection LOS C
Intersection V/C 0.987
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.374 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 661 1029 599 d_b, Bicycle Delay [s] 14.59 7.66 15.96
I_b,int, Bicycle LOS Score for Intersection 2.709 2.380 3.226 Bicycle LOS B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
42 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.563
Level Of Service: A
Delay (sec / veh): 7.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 9: Harbor Blvd & I-5 SB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 49.21 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 1 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 1000.00 650.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Intersection Setup
43 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 100 2550 1250 920 290 410 Total 15-Minute Volume [veh/h] 25 638 313 230 73 103
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 100 2550 1250 920 290 410
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 100 2550 1250 920 290 410
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Volumes
44 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 17 0 0 0
Walk [s] 0 0 7 0 0 0
Vehicle Extension [s] 2.0 4.0 4.0 0.0 2.0 0.0
Split [s] 10 39 29 0 26 0
All red [s] 1.5 1.0 1.0 0.0 2.0 0.0
Amber [s] 3.2 4.0 4.0 0.0 3.2 0.0
Maximum Green [s] 30 30 30 0 30 0
Minimum Green [s] 5 20 20 0 7 0
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups
Signal Group 5 2 6 0 3 0
Control Type Protected Permissive Permissive Unsignalized Permissive Unsignalized Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 22.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
45 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 68.86 86.63 113.92 92.43 95th-Percentile Queue Length [veh/ln] 2.75 3.47 4.56 3.70 50th-Percentile Queue Length [ft/ln] 38.26 48.13 63.29 51.35 50th-Percentile Queue Length [veh/ln] 1.53 1.93 2.53 2.05 Critical Lane Group No Yes No Yes
Lane Group LOS C A A C
d, Delay for Lane Group [s/veh] 30.88 3.82 7.42 27.13
X, volume / capacity 0.67 0.51 0.41 0.62
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 1.92 0.36 0.41 0.51
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.04 0.50 0.50 0.04
d1, Uniform Delay [s] 28.96 3.46 7.01 26.62
c, Capacity [veh/h] 150 5042 3041 466
s, saturation flow rate [veh/h] 1781 6792 5094 3459
(v / s)_i Volume / Saturation Flow Rate 0.06 0.38 0.25 0.08 g / C, Green / Cycle 0.08 0.74 0.60 0.13
g_i, Effective Green Time [s] 5 48 39 9
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 65 65 65 65
Lane Group L C C L
Lane Group Calculations
46 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.88 3.82 7.42 0.00 27.13 0.00 Movement LOS C A A C
d_A, Approach Delay [s/veh] 4.85 7.42 27.13
Approach LOS A A C
d_I, Intersection Delay [s/veh] 7.16
Intersection LOS A
Intersection V/C 0.563
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.208 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1045 738 639 d_b, Bicycle Delay [s] 7.42 12.96 15.06
I_b,int, Bicycle LOS Score for Intersection 2.653 2.247 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 3 - - - - - - - - - - - - -
Sequence
47 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.450
Level Of Service: C
Delay (sec / veh): 27.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 10: Harbor Blvd & Manchester Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 125.00 100.00 150.00 250.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-turn Thru Right Left Thru Left Right Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Intersection Setup
48 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 120 1220 40 110 960 50 480 Total 15-Minute Volume [veh/h] 30 305 10 28 240 13 120
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 120 1220 40 110 960 50 480
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 120 1220 40 110 960 50 480
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Volumes
49 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 28
Pedestrian Walk [s] 5
Pedestrian Signal Group 4
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 19 0 0 10 10 0
Walk [s] 0 7 0 0 5 5 0
Vehicle Extension [s] 3.0 4.0 0.0 2.5 4.0 3.0 0.0
Split [s] 14 37 0 11 34 72 0
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 4.8 0.0 3.0 4.8 3.0 0.0
Maximum Green [s] 30 30 0 30 30 30 0
Minimum Green [s] 7 26 0 7 10 10 0
Lead / Lag Lead - - Lead - Lead -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 7 0
Control Type Protecte Permissi Permissi Overlap Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 74.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
50 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 199.14 294.04 307.66 147.19 178.31 61.62 315.07 95th-Percentile Queue Length [veh/ln] 7.97 11.76 12.31 5.89 7.13 2.46 12.60 50th-Percentile Queue Length [ft/ln] 112.26 183.08 193.57 81.77 99.06 34.23 199.31 50th-Percentile Queue Length [veh/ln] 4.49 7.32 7.74 3.27 3.96 1.37 7.97 Critical Lane Group No No Yes Yes No No Yes
Lane Group LOS E B B D B D E
d, Delay for Lane Group [s/veh] 74.28 17.48 18.10 49.53 16.79 43.74 55.99 X, volume / capacity 0.87 0.42 0.42 0.39 0.27 0.15 0.88 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 14.95 0.66 1.28 0.64 0.18 0.19 4.95 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.08 0.50 0.11 0.11 d1, Uniform Delay [s] 59.33 16.82 16.82 48.90 16.61 43.55 51.03 c, Capacity [veh/h] 138 1975 1020 285 3611 344 543
s, saturation flow rate [veh/h] 1781 3560 1840 1781 6792 1781 2813 (v / s)_i Volume / Saturation Flow Rate 0.07 0.23 0.23 0.06 0.14 0.03 0.17 g / C, Green / Cycle 0.08 0.56 0.56 0.16 0.53 0.19 0.19 g_i, Effective Green Time [s] 10 72 72 21 69 25 25
l2, Clearance Lost Time [s] 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130
Lane Group L C C L C L R
Lane Group Calculations
51 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 74.28 17.68 18.10 49.53 16.79 43.74 55.99 Movement LOS E B B D B D E
d_A, Approach Delay [s/veh] 22.61 20.16 54.83
Approach LOS C C D
d_I, Intersection Delay [s/veh] 27.46
Intersection LOS C
Intersection V/C 0.450
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.32 0.00 56.32
I_p,int, Pedestrian LOS Score for Intersection 3.036 0.000 2.316 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 480 434 1046 d_b, Bicycle Delay [s] 37.55 39.87 14.79
I_b,int, Bicycle LOS Score for Intersection 2.319 2.001 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
52 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.746
Level Of Service: C
Delay (sec / veh): 33.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 11: Harbor Blvd & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 260.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Intersection Setup
53 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 1750 80 200 1320 40 40 50 10 630 80 400 Total 15-Minute Volume [veh/h] 13 438 20 50 330 10 10 13 3 158 20 100 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 50 1750 80 200 1320 40 40 50 10 630 80 400 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1750 80 200 1320 40 40 50 10 630 80 400 Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Volumes
54 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 28 0 0 28 0 0 30 0 0 30 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.5 5.0 0.0 2.0 3.0 0.0 0.0 4.0 0.0 2.0 3.0 0.0 Split [s] 11 47 0 12 48 0 0 43 0 28 71 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.8 0.0 3.0 4.8 0.0 0.0 4.8 0.0 4.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
55 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 37.45 503.9 530.9 158.6 339.3 355.9 67.99 77.32 407.5 80.10 429.7 95th-Percentile Queue Length [veh/ln] 1.50 20.16 21.24 6.34 13.58 14.24 2.72 3.09 16.30 3.20 17.19 50th-Percentile Queue Length [ft/ln] 20.80 350.4 372.6 88.12 218.2 231.2 37.77 42.95 272.2 44.50 290.0 50th-Percentile Queue Length [veh/ln] 0.83 14.02 14.90 3.52 8.73 9.25 1.51 1.72 10.89 1.78 11.60 Critical Lane Group No No Yes Yes No No Yes No Yes No No Lane Group LOS E C C E C C E D E C D
d, Delay for Lane Group [s/veh] 61.54 25.46 27.29 68.64 20.26 21.07 60.50 53.24 60.27 30.12 40.58 X, volume / capacity 0.32 0.66 0.67 0.94 0.48 0.48 0.36 0.28 0.99 0.13 0.75 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.41 1.93 3.74 7.90 0.87 1.68 2.48 1.10 7.43 0.09 2.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.50 0.50 0.04 0.50 0.50 0.15 0.15 0.04 0.11 0.11 d1, Uniform Delay [s] 60.13 23.53 23.55 60.74 19.39 19.39 58.02 52.14 52.84 30.03 38.42 c, Capacity [veh/h] 156 1819 934 213 1878 972 124 197 639 626 532 s, saturation flow rate [veh/h] 3459 3560 1828 3459 3560 1842 598 1649 3459 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.34 0.34 0.06 0.25 0.25 0.07 0.03 0.18 0.04 0.25 g / C, Green / Cycle 0.05 0.51 0.51 0.06 0.53 0.53 0.12 0.12 0.18 0.34 0.34 g_i, Effective Green Time [s] 6 66 66 8 69 69 16 16 24 44 44 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C C C L C R
Lane Group Calculations
56 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.54 26.02 27.29 68.64 20.52 21.07 60.50 53.90 53.24 60.27 30.12 40.58 Movement LOS E C C E C C E D D E C D
d_A, Approach Delay [s/veh] 27.02 26.71 56.47 51.00
Approach LOS C C E D
d_I, Intersection Delay [s/veh] 33.27
Intersection LOS C
Intersection V/C 0.746
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.211 3.257 2.215 2.919 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 634 649 572 1003 d_b, Bicycle Delay [s] 30.33 29.65 33.12 16.15
I_b,int, Bicycle LOS Score for Intersection 2.594 2.418 1.642 3.391 Bicycle LOS B B A C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
57 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.201
Level Of Service: F
Delay (sec / veh): 96.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 12: Harbor Blvd & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.2 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 1 0 0 1
Entry Pocket Length [ft] 300.0 100.0 300.0 300.0 100.0 300.0 300. 100. 100. 300. 300.0 100.0 360.0 No. of Lanes in Entry Pocket 2 0 1 2 0 1 2 0 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right U-tu Left Thru Righ Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Intersection Setup
58 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 631 1090 230 200 727 590 0 515 173 170 409 2338 170 Total 15-Minute Volume [veh/h] 158 273 58 50 182 148 0 129 434 43 102 585 43 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Total Hourly Volume [veh/h] 631 1090 230 200 727 590 0 515 173 170 409 2338 170 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Base Volume Input [veh/h] 631 1090 230 200 727 590 0 515 173 170 409 2338 170 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No Yes No Yes No Yes No Yes
Maximum Recall No Yes No Yes No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 34 34 0 33 33 0 0 21 33 0 33 21 Walk [s] 0 7 7 0 7 7 0 0 7 7 0 7 7
Vehicle Extension [s] 2.0 3.0 3.0 2.0 3.0 3.0 0.0 2.0 3.0 3.0 2.0 3.0 3.0 Split [s] 19 52 52 14 47 47 0 17 45 47 19 47 45
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 5.2 5.2 5.2 5.2 5.2 5.2 0.0 5.2 5.2 5.2 5.2 5.2 5.2 Maximum Green [s] 30 30 30 30 30 30 0 30 30 30 30 30 30 Minimum Green [s] 7 10 10 7 10 10 0 7 10 10 7 10 10
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups 5,8 1,4
Signal Group 5 2 2 1 6 6 0 7 4 8 3 8 4
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 51.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
60 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 822.9 361.5 239.4 148.1 255.2 963.6 634.8 538.5 606.0 303.1 899.2 1036. 95th-Percentile Queue Length [veh/ln] 32.92 14.46 9.58 5.92 10.21 38.55 25.39 21.54 24.24 12.12 35.97 41.46 50th-Percentile Queue Length [ft/ln] 520.2 235.6 141.7 82.29 153.5 687.4 396.9 378.9 435.0 188.6 644.1 750.3 50th-Percentile Queue Length [veh/ln] 20.81 9.43 5.67 3.29 6.14 27.50 15.88 15.16 17.40 7.55 25.77 30.01 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS F C C E C F F D E F F F
d, Delay for Lane Group [s/veh] 308.7 34.24 32.23 60.40 34.79 114.4 261.4 48.61 58.89 73.90 92.17 109.4 X, volume / capacity 1.56 0.58 0.39 0.75 0.43 1.11 1.45 0.87 0.87 1.01 1.08 1.10 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 251.2 1.31 1.97 1.62 0.81 70.98 202.9 6.58 16.80 16.47 48.60 65.88 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 d1, Uniform Delay [s] 57.50 32.93 30.26 58.78 33.98 43.52 58.42 42.03 42.08 57.42 43.56 43.56 c, Capacity [veh/h] 406 1880 587 266 1684 534 356 1627 563 403 1707 599 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1791 3459 5176 1817 (v / s)_i Volume / Saturation Flow Rate 0.18 0.21 0.14 0.06 0.14 0.37 0.15 0.27 0.27 0.12 0.36 0.36 g / C, Green / Cycle 0.12 0.37 0.37 0.08 0.33 0.33 0.10 0.31 0.31 0.12 0.33 0.33 g_i, Effective Green Time [s] 15 48 48 10 43 43 13 41 41 15 43 43 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C R L C R L C C L C C
Lane Group Calculations
61 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 308.7 34.24 32.23 60.40 34.79 114.4 261. 261. 50.5 58.8 73.90 95.77 109.4 Movement LOS F C C E C F F F D E F F F
d_A, Approach Delay [s/veh] 122.77 69.17 96.00 93.50
Approach LOS F E F F
d_I, Intersection Delay [s/veh] 96.48
Intersection LOS F
Intersection V/C 1.201
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.220 3.305 3.567 3.479 Crosswalk LOS C C D C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 705 628 597 628 d_b, Bicycle Delay [s] 27.27 30.60 31.99 30.60
I_b,int, Bicycle LOS Score for Intersection 2.633 2.394 2.345 2.763 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
62 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.796
Level Of Service: D
Delay (sec / veh): 42.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 13: Harbor Blvd & Convention Way / Toy Story Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 300.0 100.0 100.0 300.0 100.0 260.0 240.0 100.0 400.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Intersection Setup
63 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 121 1270 350 160 1240 115 190 633 104 480 313 470 Total 15-Minute Volume [veh/h] 30 318 88 40 310 29 48 158 26 120 78 118 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 121 1270 350 160 1240 115 190 633 104 480 313 470 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 121 1270 350 160 1240 115 190 633 104 480 313 470 Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Volumes
64 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 15 0
Walk [s] 0 7 0 0 7 0 0 10 0 0 10 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 13 43 0 12 42 0 20 27 0 48 55 0
All red [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Amber [s] 4.0 5.2 0.0 3.0 5.2 0.0 3.0 4.8 0.0 3.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 116.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
65 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 89.21 430.9 371.0 123.7 424.1 118.7 274.1 343.2 115.2 307.2 166.0 576.0 95th-Percentile Queue Length [veh/ln] 3.57 17.24 14.84 4.95 16.97 4.75 10.96 13.73 4.61 12.29 6.64 23.04 50th-Percentile Queue Length [ft/ln] 49.56 291.0 243.1 68.76 285.6 65.99 167.8 221.2 64.02 193.2 92.25 409.9 50th-Percentile Queue Length [veh/ln] 1.98 11.64 9.73 2.75 11.42 2.64 6.71 8.85 2.56 7.73 3.69 16.40 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS E D D E D C E D D D C E
d, Delay for Lane Group [s/veh] 60.03 36.95 38.18 64.99 37.46 29.67 65.63 40.54 35.56 54.26 32.43 56.37 X, volume / capacity 0.51 0.68 0.60 0.74 0.68 0.20 0.86 0.62 0.23 0.85 0.27 0.91 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.65 2.05 4.59 5.03 2.06 0.80 9.70 0.23 0.09 1.41 0.05 14.43 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.29 d1, Uniform Delay [s] 58.38 34.90 33.60 59.97 35.40 28.87 55.93 40.31 35.46 52.85 32.39 41.94 c, Capacity [veh/h] 239 1861 581 215 1825 569 220 1019 455 565 1161 518 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 1781 3560 1589 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.25 0.22 0.05 0.24 0.07 0.11 0.18 0.07 0.14 0.09 0.30 g / C, Green / Cycle 0.07 0.37 0.37 0.06 0.36 0.36 0.12 0.29 0.29 0.16 0.33 0.33 g_i, Effective Green Time [s] 9 48 48 8 47 47 16 37 37 21 42 42 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C R L C R L C R L C R
Lane Group Calculations
66 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.03 36.95 38.18 64.99 37.46 29.67 65.63 40.54 35.56 54.26 32.43 56.37 Movement LOS E D D E D C E D D D C E
d_A, Approach Delay [s/veh] 38.80 39.78 45.12 49.64
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.66
Intersection LOS D
Intersection V/C 0.796
Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.77 51.77 54.48 54.48
I_p,int, Pedestrian LOS Score for Intersection 3.251 3.238 2.710 2.947 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 551 535 311 741 d_b, Bicycle Delay [s] 34.14 34.87 46.38 25.75
I_b,int, Bicycle LOS Score for Intersection 2.517 2.393 2.324 2.602 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
67 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.930
Level Of Service: D
Delay (sec / veh): 50.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 14: Harbor Blvd & Orangewood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 240.0 100.0 100.0 210.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Intersection Setup
68 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 250 1580 190 100 1400 290 130 450 110 330 1000 100 Total 15-Minute Volume [veh/h] 63 395 48 25 350 73 33 113 28 83 250 25 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 250 1580 190 100 1400 290 130 450 110 330 1000 100 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 250 1580 190 100 1400 290 130 450 110 330 1000 100 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
69 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 18 0 0 8 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 24 51 0 22 49 0 14 27 0 30 43 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 5.2 0.0 3.0 5.2 0.0 3.5 5.2 0.0 3.5 5.2 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 36.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
70 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 344.8 575.0 601.7 153.6 669.8 699.2 206.9 383.6 367.4 461.3 560.6 108.1 95th-Percentile Queue Length [veh/ln] 13.79 23.00 24.07 6.15 26.80 27.97 8.28 15.35 14.70 18.45 22.42 4.33 50th-Percentile Queue Length [ft/ln] 222.5 409.2 431.4 85.37 488.6 513.4 117.9 253.1 240.3 315.6 397.1 60.09 50th-Percentile Queue Length [veh/ln] 8.90 16.37 17.26 3.41 19.55 20.54 4.72 10.13 9.61 12.63 15.89 2.40 Critical Lane Group Yes No No No No Yes Yes No No No Yes No Lane Group LOS E D D E D E E E E E D C
d, Delay for Lane Group [s/veh] 65.33 35.19 39.10 64.26 53.52 63.58 71.35 62.59 63.87 72.20 46.48 34.22 X, volume / capacity 0.91 0.77 0.77 0.81 0.92 0.93 0.94 0.88 0.88 0.93 0.94 0.21 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 11.17 3.75 7.53 4.62 12.73 22.71 11.66 10.39 11.61 21.13 2.00 0.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.10 0.50 0.50 0.04 0.50 0.50 0.04 0.16 0.16 0.27 0.04 0.04 d1, Uniform Delay [s] 54.15 31.45 31.57 59.64 40.79 40.87 59.69 52.21 52.26 51.07 44.48 34.13 c, Capacity [veh/h] 274 1535 763 124 1235 594 138 329 307 356 1063 475 s, saturation flow rate [veh/h] 1781 3560 1770 1781 3560 1711 1781 1870 1745 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.14 0.33 0.33 0.06 0.32 0.32 0.07 0.15 0.16 0.19 0.28 0.06 g / C, Green / Cycle 0.15 0.43 0.43 0.07 0.35 0.35 0.08 0.18 0.18 0.20 0.30 0.30 g_i, Effective Green Time [s] 20 56 56 9 45 45 10 23 23 26 39 39 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C L C C L C R
Lane Group Calculations
71 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.33 36.18 39.10 64.26 55.39 63.58 71.35 63.05 63.87 72.20 46.48 34.22 Movement LOS E D D E E E E E E E D C
d_A, Approach Delay [s/veh] 40.06 57.21 64.75 51.56
Approach LOS D E E D
d_I, Intersection Delay [s/veh] 50.88
Intersection LOS D
Intersection V/C 0.930
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.48 54.48 54.48 54.48
I_p,int, Pedestrian LOS Score for Intersection 3.149 3.182 2.752 2.823 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 658 320 566 d_b, Bicycle Delay [s] 27.93 29.26 45.87 33.42
I_b,int, Bicycle LOS Score for Intersection 2.671 2.544 2.129 2.739 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
72 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.768
Level Of Service: D
Delay (sec / veh): 42.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 15: Clementine St & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 120.0 100.0 100.0 150.0 100.0 100.0 250.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Clementine Street Clementine Street Disney Way Disney Way Intersection Setup
73 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 80 130 50 620 110 310 90 150 70 130 580 610 Total 15-Minute Volume [veh/h] 20 33 13 155 28 78 23 38 18 33 145 153 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 80 130 50 620 110 310 90 150 70 130 580 610 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 80 130 50 620 110 310 90 150 70 130 580 610 Name Clementine Street Clementine Street Disney Way Disney Way Volumes
74 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 7 0 0 18 0 0 19 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 1.5 2.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 12 22 0 28 38 0 12 30 0 40 58 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
75 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 53.68 111.8 107.9 352.8 106.6 320.7 134.3 41.63 59.35 177.5 246.7 692.2 95th-Percentile Queue Length [veh/ln] 2.15 4.47 4.32 14.11 4.27 12.83 5.37 1.67 2.37 7.10 9.87 27.69 50th-Percentile Queue Length [ft/ln] 29.82 62.11 59.97 228.8 59.25 203.6 74.64 23.13 32.97 98.64 147.2 507.5 50th-Percentile Queue Length [veh/ln] 1.19 2.48 2.40 9.15 2.37 8.15 2.99 0.93 1.32 3.95 5.89 20.30 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E D D D C D E C C E C D
d, Delay for Lane Group [s/veh] 55.01 42.48 42.88 48.56 29.00 37.89 64.43 24.14 24.54 55.51 25.49 54.20 X, volume / capacity 0.37 0.25 0.26 0.90 0.18 0.59 0.76 0.08 0.12 0.76 0.40 0.95 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.04 1.65 1.94 1.75 0.62 4.70 9.39 0.01 0.03 2.61 0.07 19.66 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.04 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.35 d1, Uniform Delay [s] 53.96 40.83 40.94 46.81 28.38 33.19 55.04 24.14 24.51 52.89 25.42 34.54 c, Capacity [veh/h] 217 366 332 691 622 529 119 1911 596 171 1440 643 s, saturation flow rate [veh/h] 3459 1870 1699 3459 1870 1589 1781 5094 1589 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.05 0.05 0.18 0.06 0.20 0.05 0.03 0.04 0.07 0.16 0.38 g / C, Green / Cycle 0.06 0.20 0.20 0.20 0.33 0.33 0.07 0.38 0.38 0.10 0.40 0.40 g_i, Effective Green Time [s] 8 23 23 24 40 40 8 45 45 12 49 49 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C R L C C
Lane Group Calculations
76 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.01 42.60 42.88 48.56 29.00 37.89 64.43 24.14 24.54 55.51 25.49 54.20 Movement LOS E D D D C D E C C E C D
d_A, Approach Delay [s/veh] 46.47 43.31 35.93 41.71
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.09
Intersection LOS D
Intersection V/C 0.768
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.51 49.51 49.51 49.51
I_p,int, Pedestrian LOS Score for Intersection 2.559 2.771 2.895 2.906 Crosswalk LOS B C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 283 550 417 883 d_b, Bicycle Delay [s] 44.21 31.54 37.61 18.71
I_b,int, Bicycle LOS Score for Intersection 1.774 2.418 1.730 2.286 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
77 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.016
Level Of Service: E
Delay (sec / veh): 62.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 16: Clementine St & Katella Avenue
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 1
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 150.0 100.0 200.0 180.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name KCML Clementine Street Katella Avenue Katella Avenue Intersection Setup
78 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 120 120 430 300 140 110 90 1940 70 160 2910 80 Total 15-Minute Volume [veh/h] 30 30 108 75 35 28 23 485 18 40 728 20 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 120 120 430 300 140 110 90 1940 70 160 2910 80 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 120 120 430 300 140 110 90 1940 70 160 2910 80 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
79 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 9 0 0 13 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 7 0
Vehicle Extension [s] 3.0 5.0 0.0 1.5 3.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Split [s] 40 37 0 25 22 0 11 40 0 28 57 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 113.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
80 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 192.9 142.5 718.1 484.6 137.7 121.8 67.50 497.3 555.1 118.5 929.8 1094. 95th-Percentile Queue Length [veh/ln] 7.72 5.70 28.73 19.39 5.51 4.87 2.70 19.89 22.20 4.74 37.19 43.80 50th-Percentile Queue Length [ft/ln] 107.7 79.18 505.1 326.7 76.52 67.71 37.50 345.0 392.6 65.87 692.5 827.8 50th-Percentile Queue Length [veh/ln] 4.31 3.17 20.20 13.07 3.06 2.71 1.50 13.80 15.71 2.63 27.70 33.11 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E D F F C C E D D E F F
d, Delay for Lane Group [s/veh] 68.94 39.41 113.7 100.2 31.34 31.44 62.00 36.87 41.14 60.24 66.58 81.31 X, volume / capacity 0.81 0.25 1.07 1.04 0.21 0.22 0.49 0.74 0.74 0.60 1.03 1.04 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.22 0.60 65.16 45.78 0.17 0.20 2.05 2.52 6.80 2.17 28.27 43.00 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.23 0.50 0.21 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 58.73 38.81 48.59 54.50 31.17 31.23 59.96 34.34 34.35 58.07 38.31 38.31 c, Capacity [veh/h] 148 472 401 288 622 534 183 1996 716 266 2126 767 s, saturation flow rate [veh/h] 1810 1870 1589 1781 1870 1604 3514 5176 1857 3459 5176 1867 (v / s)_i Volume / Saturation Flow Rate 0.07 0.06 0.27 0.17 0.07 0.07 0.03 0.29 0.29 0.05 0.42 0.43 g / C, Green / Cycle 0.08 0.25 0.25 0.16 0.33 0.33 0.05 0.39 0.39 0.08 0.41 0.41 g_i, Effective Green Time [s] 11 33 33 21 43 43 7 50 50 10 53 53 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C L C C L C C
Lane Group Calculations
81 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 68.94 39.41 113.7 100.2 31.34 31.44 62.00 37.88 41.14 60.24 70.20 81.31 Movement LOS E D F F C C E D D E F F
d_A, Approach Delay [s/veh] 92.41 68.96 39.03 69.98
Approach LOS F E D E
d_I, Intersection Delay [s/veh] 62.17
Intersection LOS E
Intersection V/C 1.016
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.32 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 2.522 2.607 3.495 3.552 Crosswalk LOS B B C D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 492 262 538 800 d_b, Bicycle Delay [s] 36.94 49.12 34.72 23.40
I_b,int, Bicycle LOS Score for Intersection 2.112 2.013 2.426 2.859 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
82 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.558
Level Of Service: B
Delay (sec / veh): 18.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 17: I-5 SB Off-ramp & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 125.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 Disney Way Disney Way
Intersection Setup
83 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 0 130 450 20 120 0 670 10 90 1250 0 Total 15-Minute Volume [veh/h] 5 0 33 113 5 30 0 168 3 23 313 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 20 0 130 450 20 120 0 670 10 90 1250 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 20 0 130 450 20 120 0 670 10 90 1250 0 Name I-5 Disney Way Disney Way
Volumes
84 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 5 0
Walk [s] 0 0 0 0 0 0 0 10 0 0 10 0
Vehicle Extension [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Split [s] 20 0 0 0 24 0 0 37 0 9 46 0
All red [s] 1.5 0.0 0.0 0.0 2.5 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.2 0.0 0.0 0.0 3.6 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 0 30 30 0
Minimum Green [s] 5 0 0 0 7 0 0 15 0 5 15 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 0 0 0 6 0 0 8 0 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
85 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 17.89 129.00 213.2 213.8 104.7 105.53 108.07 38.22 193.17 95th-Percentile Queue Length [veh/ln] 0.72 5.16 8.53 8.55 4.19 4.22 4.32 1.53 7.73 50th-Percentile Queue Length [ft/ln] 9.94 71.66 122.4 122.9 58.21 58.63 60.04 21.23 107.97 50th-Percentile Queue Length [veh/ln] 0.40 2.87 4.90 4.92 2.33 2.35 2.40 0.85 4.32 Critical Lane Group No Yes Yes No No No No No Yes
Lane Group LOS D D D D C B B A B
d, Delay for Lane Group [s/veh] 36.27 41.38 36.44 36.43 33.38 11.49 11.67 9.80 10.98 X, volume / capacity 0.10 0.75 0.74 0.74 0.43 0.24 0.23 0.17 0.42 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.08 2.42 1.30 1.29 0.38 0.30 0.54 0.70 0.45 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.04 0.04 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.18 38.96 35.14 35.14 33.00 11.20 11.13 9.10 10.54 c, Capacity [veh/h] 195 174 316 317 282 1903 992 528 2955 s, saturation flow rate [veh/h] 1781 1589 1781 1788 1589 3560 1856 801 5094 (v / s)_i Volume / Saturation Flow Rate 0.01 0.08 0.13 0.13 0.08 0.13 0.12 0.11 0.25 g / C, Green / Cycle 0.11 0.11 0.18 0.18 0.18 0.54 0.54 0.58 0.58 g_i, Effective Green Time [s] 10 10 16 16 16 48 48 52 52 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L R L C R C C L C
Lane Group Calculations
86 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.27 0.00 41.38 36.43 36.43 33.38 0.00 11.55 11.67 9.80 10.98 0.00 Movement LOS D D D D C B B A B
d_A, Approach Delay [s/veh] 40.70 35.81 11.55 10.90
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 18.01
Intersection LOS B
Intersection V/C 0.558
Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 32.14 32.14 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.096 2.128 0.000 0.000 Crosswalk LOS B B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 340 397 710 910 d_b, Bicycle Delay [s] 31.05 28.93 18.73 13.38
I_b,int, Bicycle LOS Score for Intersection 1.560 2.533 1.934 2.297 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
87 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.994
Level Of Service: D
Delay (sec / veh): 52.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 18: Anaheim Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 220.0 100.0 150.0 350.0 100.0 100.0 200.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Intersection Setup
88 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 300 1800 160 430 880 140 240 920 300 180 1550 500 Total 15-Minute Volume [veh/h] 75 450 40 108 220 35 60 230 75 45 388 125 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 300 1800 160 430 880 140 240 920 300 180 1550 500 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 300 1800 160 430 880 140 240 920 300 180 1550 500 Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Volumes
89 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 14 0 0 10 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 17 46 0 19 48 0 14 27 0 28 41 0
All red [s] 1.5 1.0 0.0 1.5 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 11.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
90 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 202.7 674.1 152.9 296.8 266.4 127.4 167.8 308.5 322.5 121.2 621.7 710.5 95th-Percentile Queue Length [veh/ln] 8.11 26.96 6.12 11.87 10.66 5.10 6.71 12.34 12.90 4.85 24.87 28.42 50th-Percentile Queue Length [ft/ln] 114.8 486.8 84.98 185.2 162.0 70.79 93.25 194.2 205.1 67.35 448.1 514.4 50th-Percentile Queue Length [veh/ln] 4.59 19.47 3.40 7.41 6.48 2.83 3.73 7.77 8.21 2.69 17.93 20.58 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS E F C E C C E D D D E F
d, Delay for Lane Group [s/veh] 55.89 53.60 28.66 68.38 29.23 26.57 58.07 36.48 40.78 54.85 61.48 87.88 X, volume / capacity 0.82 1.01 0.29 0.99 0.47 0.24 0.81 0.58 0.61 0.62 0.99 1.02 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.39 14.50 0.34 15.93 0.22 0.25 4.11 1.58 5.53 1.65 20.15 46.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.13 0.13 0.08 0.13 0.13 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 52.51 39.09 28.32 52.46 29.01 26.32 53.97 34.90 35.25 53.20 41.32 41.54 c, Capacity [veh/h] 367 1776 554 433 1872 584 295 1578 492 288 1568 489 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.35 0.10 0.12 0.17 0.09 0.07 0.18 0.19 0.05 0.30 0.31 g / C, Green / Cycle 0.11 0.35 0.35 0.13 0.37 0.37 0.08 0.31 0.31 0.08 0.31 0.31 g_i, Effective Green Time [s] 13 42 42 15 44 44 10 37 37 10 37 37 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C R L C R
Lane Group Calculations
91 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.89 53.60 28.66 68.38 29.23 26.57 58.07 36.48 40.78 54.85 61.48 87.88 Movement LOS E F C E C C E D D D E F
d_A, Approach Delay [s/veh] 52.14 40.59 40.91 66.86
Approach LOS D D D E
d_I, Intersection Delay [s/veh] 52.10
Intersection LOS D
Intersection V/C 0.994
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.257 3.297 3.238 3.270 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 677 710 360 593 d_b, Bicycle Delay [s] 26.27 24.97 40.35 29.68
I_b,int, Bicycle LOS Score for Intersection 2.803 2.357 2.363 2.786 Bicycle LOS C B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
92 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.981
Level Of Service: D
Delay (sec / veh): 39.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 19: Anaheim Blvd & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 200.0 120.0 100.0 100.0 5.00 100.0 100.0 150.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 2 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Intersection Setup
93 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 130 1880 500 330 1280 70 80 70 170 680 100 530 Total 15-Minute Volume [veh/h] 33 470 125 83 320 18 20 18 43 170 25 133 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 130 1880 500 330 1280 70 80 70 170 680 100 530 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 130 1880 500 330 1280 70 80 70 170 680 100 530 Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Volumes
94 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 4 0 0 4 0 0 3 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.0 3.0 0.0 1.0 3.0 0.0 0.0 2.0 0.0 1.0 2.0 0.0 Split [s] 11 38 0 13 40 0 0 17 0 94 22 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
95 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 146.3 541.0 420.7 174.9 303.6 322.1 70.58 259.44 317.0 302.8 337.1 95th-Percentile Queue Length [veh/ln] 5.86 21.64 16.83 7.00 12.15 12.89 2.82 10.38 12.68 12.11 13.48 50th-Percentile Queue Length [ft/ln] 81.32 381.0 282.8 97.18 190.5 204.8 39.21 156.77 200.8 189.8 216.4 50th-Percentile Queue Length [veh/ln] 3.25 15.24 11.31 3.89 7.62 8.19 1.57 6.27 8.03 7.60 8.66 Critical Lane Group No Yes No Yes No No No Yes No No Yes Lane Group LOS D D D D C C C D D D F
d, Delay for Lane Group [s/veh] 52.27 42.41 37.74 46.71 23.58 25.52 34.75 54.67 44.20 45.89 58.10 X, volume / capacity 0.94 0.97 0.83 0.95 0.62 0.62 0.31 1.00 0.99 0.95 1.00 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.98 14.94 12.45 6.41 2.07 4.00 0.25 16.16 8.17 10.20 21.99 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.04 0.07 0.09 d1, Uniform Delay [s] 41.29 27.48 25.29 40.30 21.51 21.52 34.50 38.51 36.04 35.69 36.10 c, Capacity [veh/h] 139 1933 603 346 1430 731 257 240 685 331 315 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1821 1781 1662 3459 1669 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.37 0.31 0.10 0.25 0.25 0.04 0.14 0.20 0.19 0.20 g / C, Green / Cycle 0.08 0.38 0.38 0.10 0.40 0.40 0.14 0.14 0.20 0.20 0.20 g_i, Effective Green Time [s] 7 34 34 9 36 36 13 13 18 18 18 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90
Lane Group L C R L C C L C L C R
Lane Group Calculations
96 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.27 42.41 37.74 46.71 24.17 25.52 34.75 54.67 54.67 44.20 45.89 53.15 Movement LOS D D D D C C C D D D D D
d_A, Approach Delay [s/veh] 41.99 28.65 49.69 47.95
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 39.91
Intersection LOS D
Intersection V/C 0.981
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 3.351 3.300 2.282 2.812 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 778 267 378 d_b, Bicycle Delay [s] 18.06 16.82 33.81 29.62
I_b,int, Bicycle LOS Score for Intersection 2.940 2.484 2.088 3.721 Bicycle LOS C B B D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
97 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.935
Level Of Service: D
Delay (sec / veh): 42.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 20: Anaheim Blvd & I-5 NB On-ramp / Anaheim Way Intersection Level Of Service Report
Crosswalk No Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Intersection Setup
98 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 250 1770 0 0 2080 380 0 0 0 80 660 1400 Total 15-Minute Volume [veh/h] 63 443 0 0 520 95 0 0 0 20 165 350 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 250 1770 0 0 2080 380 0 0 0 80 660 1400 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 250 1770 0 0 2080 380 0 0 0 80 660 1400 Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Volumes
99 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 7 0 0 0 0 0 6 0
Walk [s] 0 0 0 0 7 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 4.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 14 56 0 0 42 0 0 0 0 0 64 0
All red [s] 1.5 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Amber [s] 3.2 3.9 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 4.3 0.0 Maximum Green [s] 30 30 0 0 30 0 0 0 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 0 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 6 0 0 0 0 0 4 0
Control Type Protec Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
100
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 181.05 528.28 570.96 414.24 636.0 726.8 782.3 95th-Percentile Queue Length [veh/ln] 7.24 21.13 22.84 16.57 25.44 29.07 31.29 50th-Percentile Queue Length [ft/ln] 100.58 370.45 405.78 277.61 460.1 536.8 584.1 50th-Percentile Queue Length [veh/ln] 4.02 14.82 16.23 11.10 18.41 21.47 23.37 Critical Lane Group Yes No Yes No No No Yes
Lane Group LOS E C D D C D D
d, Delay for Lane Group [s/veh] 61.60 31.51 49.40 45.08 30.82 48.99 47.90 X, volume / capacity 0.86 0.79 0.94 0.74 0.80 0.94 0.94 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.37 2.87 9.93 9.09 5.18 20.17 19.05 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.50 0.34 0.44 0.44 d1, Uniform Delay [s] 54.24 28.65 39.47 35.99 25.64 28.82 28.85 c, Capacity [veh/h] 291 2250 2203 515 914 712 781
s, saturation flow rate [veh/h] 3459 5094 6792 1589 1860 1448 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.35 0.31 0.24 0.40 0.46 0.46 g / C, Green / Cycle 0.08 0.44 0.32 0.32 0.49 0.49 0.49 g_i, Effective Green Time [s] 10 53 39 39 59 59 59
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120
Lane Group L C C R C C R
Lane Group Calculations
101
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.60 31.51 0.00 0.00 49.40 45.08 0.00 0.00 0.00 30.82 30.94 48.41 Movement LOS E C D D C C D
d_A, Approach Delay [s/veh] 35.24 48.73 0.00 42.37
Approach LOS D D A D
d_I, Intersection Delay [s/veh] 42.56
Intersection LOS D
Intersection V/C 0.935
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 51.32 49.49 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.427 2.358 0.000 Crosswalk LOS F C B F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 835 602 0 962 d_b, Bicycle Delay [s] 20.35 29.32 59.99 16.16
I_b,int, Bicycle LOS Score for Intersection 2.671 2.574 4.132 3.325 Bicycle LOS B B D C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 4 - - - - - - - - - - - - -
Sequence
102
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.874
Level Of Service: D
Delay (sec / veh): 53.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 21: Anaheim Blvd & Disney Way / Manchester / I-5 Ramps Intersection Level Of Service Report
Crosswalk Yes No Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 230.0 100.0 100.0 300.0 100.0 100.0 150.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 2 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Intersection Setup
103
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 260 1540 10 560 1400 230 550 680 180 0 840 0 Total 15-Minute Volume [veh/h] 65 385 3 140 350 58 138 170 45 0 210 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 260 1540 10 560 1400 230 550 680 180 0 840 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 260 1540 10 560 1400 230 550 680 180 0 840 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Volumes
104
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 10 0 0 43 0 0 0 0
Walk [s] 0 0 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 Split [s] 40 45 0 43 48 0 34 62 0 0 28 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.2 4.0 0.0 3.2 4.0 0.0 3.2 4.0 0.0 0.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 0 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 0 10 0
Lead / Lag Lead - - Lead - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 3 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 150
Signal Coordination Group -
Located in CBD No
Intersection Settings
105
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 410.0 628.7 679.7 405.1 661.2 695.0 403.0 239.5 235.0 406.91 95th-Percentile Queue Length [veh/ln] 16.40 25.15 27.19 16.21 26.45 27.80 16.12 9.58 9.40 16.28 50th-Percentile Queue Length [ft/ln] 274.2 454.0 496.9 270.3 481.3 509.8 268.6 141.8 138.5 271.74 50th-Percentile Queue Length [veh/ln] 10.97 18.16 19.88 10.81 19.25 20.40 10.74 5.67 5.54 10.87 Critical Lane Group Yes No No No No Yes Yes No No Yes
Lane Group LOS E D D E D D E C C E
d, Delay for Lane Group [s/veh] 76.96 49.76 54.46 64.35 48.07 54.62 66.02 32.62 32.98 64.85 X, volume / capacity 0.91 0.81 0.81 0.89 0.82 0.83 0.91 0.33 0.33 0.90 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 15.17 5.75 10.45 4.52 5.70 11.91 5.43 0.14 0.45 4.90 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.17 0.50 0.50 0.11 0.50 0.50 0.11 0.15 0.15 0.15 d1, Uniform Delay [s] 61.79 44.01 44.01 59.83 42.37 42.71 60.59 32.48 32.53 59.94 c, Capacity [veh/h] 287 1255 657 630 1330 650 607 1962 626 932 s, saturation flow rate [veh/h] 1781 3560 1864 3459 3560 1740 3459 5094 1624 5094 (v / s)_i Volume / Saturation Flow Rate 0.15 0.29 0.29 0.16 0.31 0.31 0.16 0.13 0.13 0.16 g / C, Green / Cycle 0.16 0.35 0.35 0.18 0.37 0.37 0.18 0.39 0.39 0.18 g_i, Effective Green Time [s] 24 53 53 27 56 56 26 58 58 27 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group L C C L C C L C C C
Lane Group Calculations
106
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 76.96 51.35 54.46 64.35 49.53 54.62 66.02 32.64 32.98 0.00 64.85 0.00 Movement LOS E D D E D D E C C E
d_A, Approach Delay [s/veh] 55.05 53.85 45.70 64.85
Approach LOS E D D E
d_I, Intersection Delay [s/veh] 53.84
Intersection LOS D
Intersection V/C 0.874
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 66.26 0.00 66.26 0.00
I_p,int, Pedestrian LOS Score for Intersection 3.092 0.000 3.172 0.000 Crosswalk LOS C F C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 573 760 307 d_b, Bicycle Delay [s] 40.32 38.15 28.82 53.75
I_b,int, Bicycle LOS Score for Intersection 2.555 2.764 2.141 2.022 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
107
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.983
Level Of Service: E
Delay (sec / veh): 55.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 22: Anaheim Blvd / Haster St & Katella Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.2 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 220.0 100.0 220.0 230.0 100.0 160.0 300. 100. 100. 320. 270.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 1 2 0 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right U-tu Left Thru Righ Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Intersection Setup
108
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 340 1160 360 430 540 300 0 490 204 150 580 2390 120 Total 15-Minute Volume [veh/h] 85 290 90 108 135 75 0 123 510 38 145 598 30 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Total Hourly Volume [veh/h] 340 1160 360 430 540 300 0 490 204 150 580 2390 120 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Base Volume Input [veh/h] 340 1160 360 430 540 300 0 490 204 150 580 2390 120 Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Volumes
109
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 11 0 0 0 13 0 0 16 0
Walk [s] 0 5 0 0 5 0 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 2.0 3.0 2.0 2.0 0.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 Split [s] 17 32 25 19 34 0 0 21 44 0 25 48 0
All red [s] 1.0 1.0 2.0 1.0 1.0 0.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 3.0 4.0 3.0 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 30 30 30 0 0 30 30 0 30 30 0
Minimum Green [s] 7 10 7 7 10 0 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 3 1 6 0 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 29.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
110
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 223.7 435.1 503.2 287.2 198.2 340.4 323.9 595.8 697.1 357.6 689.9 825.8 95th-Percentile Queue Length [veh/ln] 8.95 17.40 20.13 11.49 7.93 13.62 12.96 23.83 27.88 14.31 27.60 33.03 50th-Percentile Queue Length [ft/ln] 130.2 294.4 349.9 177.9 111.6 219.1 206.1 426.5 511.6 232.6 505.5 621.4 50th-Percentile Queue Length [veh/ln] 5.21 11.78 14.00 7.12 4.46 8.76 8.25 17.06 20.47 9.30 20.22 24.86 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS E D E E D D E D E E D E
d, Delay for Lane Group [s/veh] 55.79 49.55 79.09 63.49 37.88 46.97 64.50 50.63 64.83 57.58 53.34 69.39 X, volume / capacity 0.89 0.98 0.97 0.99 0.42 0.74 0.97 0.94 0.95 0.95 0.98 0.99 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.98 3.84 33.45 11.04 0.08 5.48 13.33 11.68 25.77 8.70 15.78 31.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.36 0.04 0.04 0.22 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 52.81 45.71 45.64 52.46 37.79 41.49 51.18 38.94 39.06 48.88 37.56 37.79 c, Capacity [veh/h] 381 1187 370 432 1272 403 503 1719 603 611 1891 673 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1816 3459 5176 1841 (v / s)_i Volume / Saturation Flow Rate 0.10 0.23 0.23 0.12 0.11 0.19 0.14 0.31 0.31 0.17 0.36 0.36 g / C, Green / Cycle 0.11 0.23 0.23 0.13 0.25 0.25 0.14 0.33 0.33 0.18 0.37 0.37 g_i, Effective Green Time [s] 13 28 28 15 30 30 17 40 40 21 44 44 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C C
Lane Group Calculations
111
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.79 49.55 79.09 63.49 37.88 46.97 64.5 64.5 53.5 64.8 57.58 56.99 69.39 Movement LOS E D E E D D E E D E E E E
d_A, Approach Delay [s/veh] 56.41 48.70 56.19 57.58
Approach LOS E D E E
d_I, Intersection Delay [s/veh] 55.65
Intersection LOS E
Intersection V/C 0.983
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.371 3.194 3.538 3.681 Crosswalk LOS C C D D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 450 483 650 717 d_b, Bicycle Delay [s] 36.04 34.51 27.34 24.71
I_b,int, Bicycle LOS Score for Intersection 2.583 2.258 2.463 2.834 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
112
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.957
Level Of Service: D
Delay (sec / veh): 51.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 23: Haster St & Gene Autry Way
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 110.0 190.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster St Haster Street Gene Autry Way
Intersection Setup
113
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 260 1530 410 250 1020 250 350 1000 200 740 1170 110 Total 15-Minute Volume [veh/h] 65 383 103 63 255 63 88 250 50 185 293 28 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 260 1530 410 250 1020 250 350 1000 200 740 1170 110 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 260 1530 410 250 1020 250 350 1000 200 740 1170 110 Name Haster St Haster Street Gene Autry Way
Volumes
114
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 14 0 10 0 0 0 8 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 5 0
Vehicle Extension [s] 2.0 3.0 2.0 2.0 3.0 0.0 2.0 3.0 0.0 2.0 3.0 2.0 Split [s] 22 44 31 13 35 0 20 32 0 31 43 13
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.7 4.1 3.7 4.7 4.1 0.0 3.7 4.1 0.0 3.7 4.1 4.7 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 30
Minimum Green [s] 7 10 7 7 10 0 7 10 0 7 10 7
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 1,7
Signal Group 5 2 3 1 6 0 7 4 0 3 8 1
Control Type Protec Permi Overla Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 81.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
115
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 347.6 544.8 264.4 183.0 522.6 543.5 224.4 475.7 543.3 415.5 407.8 428.6 95th-Percentile Queue Length [veh/ln] 13.91 21.79 10.58 7.32 20.90 21.74 8.98 19.03 21.74 16.62 16.31 17.15 50th-Percentile Queue Length [ft/ln] 224.7 384.1 160.5 101.6 365.7 383.0 130.7 327.3 382.9 278.7 272.4 289.2 50th-Percentile Queue Length [veh/ln] 8.99 15.37 6.42 4.07 14.63 15.32 5.23 13.10 15.32 11.15 10.90 11.57 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS E D B E E E D E F D D D
d, Delay for Lane Group [s/veh] 67.45 46.16 15.36 63.60 60.84 72.76 52.99 56.24 80.62 49.04 35.73 38.95 X, volume / capacity 0.97 0.90 0.44 0.96 0.93 0.93 0.82 0.98 0.98 0.95 0.71 0.72 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 16.69 8.07 1.51 8.31 17.37 29.29 1.57 10.43 34.81 3.16 0.81 3.96 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.50 0.50 0.04 0.50 0.50 0.04 0.11 0.39 0.04 0.11 0.27 d1, Uniform Delay [s] 50.76 38.09 13.85 55.29 43.47 43.47 51.42 45.80 45.81 45.88 34.92 34.99 c, Capacity [veh/h] 268 1700 932 262 923 437 424 827 398 778 1191 599 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1688 3459 3560 1715 3459 3560 1789 (v / s)_i Volume / Saturation Flow Rate 0.15 0.30 0.26 0.07 0.24 0.24 0.10 0.23 0.23 0.21 0.24 0.24 g / C, Green / Cycle 0.15 0.33 0.59 0.08 0.26 0.26 0.12 0.23 0.23 0.22 0.34 0.34 g_i, Effective Green Time [s] 18 40 71 9 31 31 15 28 28 27 40 40 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C C L C C L C C
Lane Group Calculations
116
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 67.45 46.16 15.36 63.60 62.69 72.76 52.99 60.87 80.62 49.04 36.61 38.95 Movement LOS E D B E E E D E F D D D
d_A, Approach Delay [s/veh] 42.93 64.50 61.64 41.29
Approach LOS D E E D
d_I, Intersection Delay [s/veh] 50.95
Intersection LOS D
Intersection V/C 0.957
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 51.36 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.245 3.134 3.189 Crosswalk LOS F C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 648 498 448 631 d_b, Bicycle Delay [s] 27.42 33.84 36.13 28.10
I_b,int, Bicycle LOS Score for Intersection 2.770 2.396 2.412 2.671 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
117
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.917
Level Of Service: D
Delay (sec / veh): 43.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 24: Haster St & Orangewood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster St Haster St Orangewood Ave Orangewood Ave
Intersection Setup
118
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 260 1830 100 220 1650 120 130 410 120 190 790 370 Total 15-Minute Volume [veh/h] 65 458 25 55 413 30 33 103 30 48 198 93 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 260 1830 100 220 1650 120 130 410 120 190 790 370 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 260 1830 100 220 1650 120 130 410 120 190 790 370 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
119
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 5 0 0 9 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 4.5 0.0 2.0 4.5 0.0 2.0 3.0 0.0 Split [s] 18 37 0 16 35 0 11 26 0 11 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 21.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
120
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 251.9 572.9 648.7 221.3 465.2 85.05 62.45 231.2 219.5 93.53 333.8 376.3 95th-Percentile Queue Length [veh/ln] 10.08 22.92 25.95 8.85 18.61 3.40 2.50 9.25 8.78 3.74 13.35 15.06 50th-Percentile Queue Length [ft/ln] 151.1 407.4 470.7 128.4 318.8 47.25 34.69 135.7 127.1 51.96 213.9 247.4 50th-Percentile Queue Length [veh/ln] 6.04 16.30 18.83 5.14 12.75 1.89 1.39 5.43 5.08 2.08 8.56 9.90 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D D E D D C D C C D D D
d, Delay for Lane Group [s/veh] 44.01 47.05 58.03 44.96 39.41 21.75 40.59 32.38 32.64 41.88 36.67 53.64 X, volume / capacity 0.94 0.97 0.98 0.93 0.94 0.22 0.50 0.60 0.61 0.71 0.90 0.95 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.43 19.06 29.93 6.39 10.92 0.91 0.56 2.19 2.42 1.32 3.77 20.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.19 0.19 0.04 0.11 0.23 d1, Uniform Delay [s] 37.58 27.99 28.10 38.57 28.49 20.83 40.03 30.18 30.22 40.56 32.89 33.36 c, Capacity [veh/h] 277 1310 670 238 1762 550 259 456 421 267 876 391 s, saturation flow rate [veh/h] 1781 3560 1821 1781 5094 1589 3459 1870 1727 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.15 0.36 0.36 0.12 0.32 0.08 0.04 0.15 0.15 0.05 0.22 0.23 g / C, Green / Cycle 0.16 0.37 0.37 0.13 0.35 0.35 0.07 0.24 0.24 0.08 0.25 0.25 g_i, Effective Green Time [s] 14 33 33 12 31 31 7 22 22 7 22 22 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C R L C C L C R
Lane Group Calculations
121
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.01 50.39 58.03 44.96 39.41 21.75 40.59 32.46 32.64 41.88 36.67 53.64 Movement LOS D D E D D C D C C D D D
d_A, Approach Delay [s/veh] 49.98 38.96 34.10 42.05
Approach LOS D D C D
d_I, Intersection Delay [s/veh] 43.01
Intersection LOS D
Intersection V/C 0.917
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 3.171 3.251 2.848 2.883 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 700 655 455 455 d_b, Bicycle Delay [s] 19.02 20.34 26.84 26.84
I_b,int, Bicycle LOS Score for Intersection 2.764 2.654 2.104 2.673 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
122
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.917
Level Of Service: C
Delay (sec / veh): 33.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 25: Manchester Ave / I-5 SB Ramps & Katella Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 90.00 100.0 100.0 100.0 100.0 100.0 160.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 Manchester Avenue Katella Avenue Katella Avenue Intersection Setup
123
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 200 0 210 520 150 0 0 1910 1110 770 2440 0 Total 15-Minute Volume [veh/h] 50 0 53 130 38 0 0 478 278 193 610 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 200 0 210 520 150 0 0 1910 1110 770 2440 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 200 0 210 520 150 0 0 1910 1110 770 2440 0 Name I-5 Manchester Avenue Katella Avenue Katella Avenue Volumes
124
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 1 0 0 5 5 0 4 0
Walk [s] 0 0 0 0 5 0 0 7 7 0 7 0
Vehicle Extension [s] 3.0 0.0 0.0 0.0 3.0 0.0 0.0 4.0 4.0 3.0 4.0 0.0 Split [s] 18 0 0 0 26 0 0 42 42 34 76 0
All red [s] 1.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 0.0 0.0 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 0 0 5 0 0 10 10 5 10 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups 5,8
Signal Group 5 0 0 0 6 0 0 8 8 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 2.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
125
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 198.3 185.6 178.3 312.5 87.76 0.00 493.88 514.00 419.39 370.93 95th-Percentile Queue Length [veh/ln] 7.93 7.43 7.13 12.50 3.51 0.00 19.76 20.56 16.78 14.84 50th-Percentile Queue Length [ft/ln] 111.6 103.1 99.09 197.3 48.76 0.00 342.20 358.69 281.75 243.08 50th-Percentile Queue Length [veh/ln] 4.47 4.13 3.96 7.90 1.95 0.00 13.69 14.35 11.27 9.72 Critical Lane Group No No Yes Yes No No No Yes Yes No
Lane Group LOS D E E D D A D C D B
d, Delay for Lane Group [s/veh] 54.90 55.27 55.48 52.49 43.12 0.00 42.47 32.14 46.06 14.69 X, volume / capacity 0.69 0.69 0.69 0.87 0.24 0.00 0.86 0.84 0.88 0.58 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.98 4.35 4.55 4.12 0.20 0.00 4.47 3.85 3.03 0.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.29 0.11 0.50 d1, Uniform Delay [s] 50.91 50.92 50.93 48.38 42.91 0.00 38.00 28.29 43.03 14.10 c, Capacity [veh/h] 212 195 186 597 614 279 2232 1324 877 4212 s, saturation flow rate [veh/h] 1810 1661 1589 3459 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.08 0.08 0.08 0.15 0.04 0.00 0.28 0.39 0.22 0.35 g / C, Green / Cycle 0.12 0.12 0.12 0.17 0.17 0.17 0.32 0.47 0.25 0.61 g_i, Effective Green Time [s] 14 14 14 21 21 21 39 57 30 73 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R C R L C
Lane Group Calculations
126
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.01 0.00 55.41 52.49 43.12 0.00 0.00 42.47 32.14 46.06 14.69 0.00 Movement LOS E E D D A D C D B
d_A, Approach Delay [s/veh] 55.20 50.39 38.67 22.21
Approach LOS E D D C
d_I, Intersection Delay [s/veh] 33.45
Intersection LOS C
Intersection V/C 0.917
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.52 49.52 51.36 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.789 2.444 3.534 0.000 Crosswalk LOS C B D F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 212 352 616 1183 d_b, Bicycle Delay [s] 47.99 40.77 28.72 10.02
I_b,int, Bicycle LOS Score for Intersection 2.236 2.112 2.805 2.884 Bicycle LOS B B C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
127
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.848
Level Of Service: C
Delay (sec / veh): 33.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 26: Anaheim Way & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Intersection Setup
128
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 860 1680 360 0 0 0 50 2580 0 0 2830 950 Total 15-Minute Volume [veh/h] 215 420 90 0 0 0 13 645 0 0 708 238 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 860 1680 360 0 0 0 50 2580 0 0 2830 950 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 860 1680 360 0 0 0 50 2580 0 0 2830 950 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 1 0 0 0 0 0 4 0 0 3 0
Walk [s] 0 5 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 55 0 0 0 0 10 65 0 0 55 0
All red [s] 0.0 2.0 0.0 0.0 0.0 0.0 1.5 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 4.3 0.0 0.0 0.0 0.0 3.2 3.9 0.0 0.0 3.9 0.0 Maximum Green [s] 0 30 0 0 0 0 30 30 0 0 30 0
Minimum Green [s] 0 5 0 0 0 0 5 10 0 0 10 0
Lead / Lag - - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 0 0 3 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 64.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
130
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 621. 628. 522. 565. 34.57 494.00 560.1 646.0 646.0 95th-Percentile Queue Length [veh/ln] 24.8 25.1 20.9 22.6 1.38 19.76 22.41 25.84 25.84 50th-Percentile Queue Length [ft/ln] 447. 453. 365. 401. 19.21 342.29 396.7 468.5 468.5 50th-Percentile Queue Length [veh/ln] 17.9 18.1 14.6 16.0 0.77 13.69 15.87 18.74 18.74 Critical Lane Group No No No Yes Yes No No Yes No
Lane Group LOS D D C D E C C D D
d, Delay for Lane Group [s/veh] 41.8 41.0 33.8 44.6 57.57 22.85 30.97 43.45 43.45 X, volume / capacity 0.86 0.85 0.85 0.87 0.36 0.72 0.82 0.87 0.87 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.36 8.67 1.60 11.8 1.54 1.28 2.53 13.82 13.82 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.36 0.36 0.11 0.37 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 32.4 32.3 32.2 32.7 56.03 21.57 28.43 29.62 29.62 c, Capacity [veh/h] 722 744 131 617 140 3584 3083 722 722 s, saturation flow rate [veh/h] 178 183 324 152 3459 6792 6792 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.35 0.34 0.34 0.35 0.01 0.38 0.37 0.40 0.40 g / C, Green / Cycle 0.41 0.41 0.41 0.41 0.04 0.53 0.45 0.45 0.45 g_i, Effective Green Time [s] 49 49 49 49 5 63 54 54 54 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C C C L C C C R
Lane Group Calculations
131
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 41.56 36.66 44.61 0.00 0.00 0.00 57.57 22.85 0.00 0.00 30.97 43.45 Movement LOS D D D E C C D
d_A, Approach Delay [s/veh] 39.11 0.00 23.51 35.13
Approach LOS D A C D
d_I, Intersection Delay [s/veh] 33.09
Intersection LOS C
Intersection V/C 0.848
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.49 49.49 0.00 51.32
I_p,int, Pedestrian LOS Score for Intersection 2.879 2.798 0.000 3.637 Crosswalk LOS C C F D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 812 0 985 819 d_b, Bicycle Delay [s] 21.17 59.99 15.44 20.93
I_b,int, Bicycle LOS Score for Intersection 2.756 4.132 2.644 2.807 Bicycle LOS C D B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
132
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.926
Level Of Service: E
Delay (sec / veh): 75.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 27: I-5 HOV Ramps & Gene Autry Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Intersection Setup
133
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 0 110 400 0 50 200 620 160 170 1670 730 Total 15-Minute Volume [veh/h] 13 0 28 100 0 13 50 155 40 43 418 183 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 50 0 110 400 0 50 200 620 160 170 1670 730 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 0 110 400 0 50 200 620 160 170 1670 730 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 7 0
Walk [s] 0 0 0 0 0 0 0 4 0 0 4 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Split [s] 19 19 0 19 19 0 0 0 0 41 71 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.7 4.7 0.0 4.7 4.7 0.0 3.2 4.3 0.0 3.2 4.3 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 5 0 1 1 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
135
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 41.15 46.05 46.05 169.4 169.4 37.63 182.4 135.0 131.0 73.25 930.7 1214. 95th-Percentile Queue Length [veh/ln] 1.65 1.84 1.84 6.78 6.78 1.51 7.30 5.40 5.24 2.93 37.23 48.57 50th-Percentile Queue Length [ft/ln] 22.86 25.58 25.58 94.12 94.12 20.91 101.3 75.03 72.81 40.69 643.1 821.7 50th-Percentile Queue Length [veh/ln] 0.91 1.02 1.02 3.76 3.76 0.84 4.05 3.00 2.91 1.63 25.73 32.87 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS C C C C C C D B B D F F
d, Delay for Lane Group [s/veh] 33.76 34.40 34.40 34.21 34.21 29.21 38.95 14.93 15.15 36.78 93.09 147.6 X, volume / capacity 0.26 0.33 0.33 0.68 0.68 0.19 0.79 0.33 0.33 0.56 1.14 1.24 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.71 1.11 1.11 2.69 2.69 0.33 5.48 0.17 0.37 1.59 68.50 123.0 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.15 0.15 0.11 0.20 0.50 d1, Uniform Delay [s] 33.05 33.29 33.29 31.52 31.52 28.88 33.48 14.75 14.78 35.19 24.60 24.60 c, Capacity [veh/h] 192 169 169 296 296 268 253 1593 753 305 1407 635 s, saturation flow rate [veh/h] 1810 1589 1589 1781 1781 1615 1810 3618 1709 3459 3618 1634 (v / s)_i Volume / Saturation Flow Rate 0.03 0.03 0.03 0.11 0.11 0.03 0.11 0.15 0.15 0.05 0.44 0.48 g / C, Green / Cycle 0.11 0.11 0.11 0.17 0.17 0.17 0.14 0.44 0.44 0.09 0.39 0.39 g_i, Effective Green Time [s] 9 9 9 13 13 13 11 35 35 7 31 31 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 80 80 80 80 80 80 80 80 80 80 80 80 Lane Group L C R L C R L C C L C C
Lane Group Calculations
136
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 33.76 34.40 34.40 34.21 34.21 29.21 38.95 14.96 15.15 36.78 95.08 147.6 Movement LOS C C C C C C D B B D F F
d_A, Approach Delay [s/veh] 34.20 33.66 19.89 106.16
Approach LOS C C B F
d_I, Intersection Delay [s/veh] 75.23
Intersection LOS E
Intersection V/C 0.926
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 32.55 32.55 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.392 2.464 0.000 0.000 Crosswalk LOS B B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 747 747 747 747 d_b, Bicycle Delay [s] 15.75 15.75 15.75 15.75
I_b,int, Bicycle LOS Score for Intersection 1.824 2.302 2.099 2.973 Bicycle LOS A B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 5 7 8 - - - - - - - - - - - -
Ring 1 1 - 3 4 - - - - - - - - - - - -
Sequence
137
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.724
Level Of Service: D
Delay (sec / veh): 40.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 28: Walnut St & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 120.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Walnut St Walnut St Cerritos Ave
Intersection Setup
138
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 470 320 380 310 310 110
Total 15-Minute Volume [veh/h] 118 80 95 78 78 28
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 470 320 380 310 310 110
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 470 320 380 310 310 110
Name Walnut St Walnut St Cerritos Ave
Volumes
139
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 1 0 1 0
Walk [s] 0 0 7 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 0 32 27 0 61 0
All red [s] 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 0.0 4.0 4.0 0.0 4.0 0.0
Maximum Green [s] 0 30 30 0 30 0
Minimum Green [s] 0 6 6 0 4 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 0 2 6 0 8 0
Control Type Split Split Split Split Split Split
Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
140
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 485.99 315.22 331.99 348.29 364.89 128.64 95th-Percentile Queue Length [veh/ln] 19.44 12.61 13.28 13.93 14.60 5.15 50th-Percentile Queue Length [ft/ln] 335.74 199.42 212.47 225.23 238.30 71.47 50th-Percentile Queue Length [veh/ln] 13.43 7.98 8.50 9.01 9.53 2.86 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D C C D D D
d, Delay for Lane Group [s/veh] 42.73 34.68 34.12 37.13 52.66 41.72 X, volume / capacity 0.76 0.54 0.53 0.61 0.87 0.34
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.30 3.47 3.04 4.89 6.36 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 34.43 31.21 31.08 32.24 46.29 41.08 c, Capacity [veh/h] 622 595 653 564 358 319
s, saturation flow rate [veh/h] 1781 1702 1870 1614 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.26 0.19 0.18 0.21 0.17 0.07 g / C, Green / Cycle 0.35 0.35 0.35 0.35 0.20 0.20
g_i, Effective Green Time [s] 42 42 42 42 24 24
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120
Lane Group C C C C L R
Lane Group Calculations
141
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.73 34.68 34.39 37.13 52.66 41.72 Movement LOS D C C D D D
d_A, Approach Delay [s/veh] 39.47 35.62 49.79
Approach LOS D D D
d_I, Intersection Delay [s/veh] 40.35
Intersection LOS D
Intersection V/C 0.724
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.45 0.00 49.45
I_p,int, Pedestrian LOS Score for Intersection 2.457 0.000 2.437 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 450 367 934 d_b, Bicycle Delay [s] 35.98 39.96 17.02
I_b,int, Bicycle LOS Score for Intersection 2.211 2.129 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - - - - - - - - - - - - - -
Ring 1 2 6 8 - - - - - - - - - - - - -
Sequence
142
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.091
Level Of Service: F
Delay (sec / veh): 88.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 29: Walnut St & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 150.0 100.0 150.0 200.0 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Katella Ave Katella Ave
Intersection Setup
143
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 10 0 0 270 10 260 200 1200 10 50 2290 870 Total 15-Minute Volume [veh/h] 3 0 0 68 3 65 50 300 3 13 573 218 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 10 0 0 270 10 260 200 1200 10 50 2290 870 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 10 0 0 270 10 260 200 1200 10 50 2290 870 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 0 0 0 3 0 0 5 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 20 0 0 17 0 13 22 0 61 70 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 4.4 0.0 4.4 4.4 0.0 4.4 4.4 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 109.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
145
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 13.78 165.6 166.1 319.6 250.3 240.7 254.3 70.23 1488. 2077. 95th-Percentile Queue Length [veh/ln] 0.55 6.63 6.65 12.78 10.01 9.63 10.17 2.81 59.53 83.11 50th-Percentile Queue Length [ft/ln] 7.65 92.02 92.33 202.8 149.9 142.7 152.9 39.02 1074. 1418. 50th-Percentile Queue Length [veh/ln] 0.31 3.68 3.69 8.11 6.00 5.71 6.12 1.56 42.96 56.73 Critical Lane Group Yes No No Yes Yes No No No No Yes
Lane Group LOS E D D D D B B E F F
d, Delay for Lane Group [s/veh] 57.56 42.91 42.90 54.37 52.75 13.70 14.18 57.88 101.5 175.7 X, volume / capacity 0.19 0.41 0.41 0.86 0.81 0.38 0.38 0.47 1.14 1.31 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.66 0.30 0.29 7.42 2.50 0.53 1.01 3.25 72.05 146.2 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.12 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 56.90 42.61 42.61 46.95 50.25 13.18 13.18 54.63 29.50 29.50 c, Capacity [veh/h] 52 340 342 304 246 2090 1093 106 1811 833 s, saturation flow rate [veh/h] 1781 1781 1787 1589 1781 3560 1862 1781 3560 1639 (v / s)_i Volume / Saturation Flow Rate 0.01 0.08 0.08 0.16 0.11 0.22 0.22 0.03 0.58 0.66 g / C, Green / Cycle 0.03 0.19 0.19 0.19 0.14 0.59 0.59 0.06 0.51 0.51 g_i, Effective Green Time [s] 3 23 23 23 17 71 71 7 61 61 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group C L C R L C C L C C
Lane Group Calculations
146
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.56 57.56 57.56 42.91 42.90 54.37 52.75 13.86 14.18 57.88 108.6 175.7 Movement LOS E E E D D D D B B E F F
d_A, Approach Delay [s/veh] 57.56 48.42 19.38 126.03
Approach LOS E D B F
d_I, Intersection Delay [s/veh] 88.70
Intersection LOS F
Intersection V/C 1.091
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.51 49.51 0.00 49.51
I_p,int, Pedestrian LOS Score for Intersection 1.768 2.628 0.000 3.260 Crosswalk LOS A B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 257 193 277 1076 d_b, Bicycle Delay [s] 45.60 48.97 44.56 12.80
I_b,int, Bicycle LOS Score for Intersection 1.576 2.451 2.335 3.325 Bicycle LOS A B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 2 - 3 4 - - - - - - - - - - - -
Sequence
147
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.834
Level Of Service: D
Delay (sec / veh): 42.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 30: Euclid St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 190.0 100.0 100.0 190.0 100.0 100.0 185.0 100.0 100.0 200.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 0 2 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Euclid St Euclid St Ball Rd Ball Rd
Intersection Setup
148
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 150 1700 100 410 1490 300 240 770 270 100 930 130 Total 15-Minute Volume [veh/h] 38 425 25 103 373 75 60 193 68 25 233 33 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 150 1700 100 410 1490 300 240 770 270 100 930 130 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 150 1700 100 410 1490 300 240 770 270 100 930 130 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 11 0 0 12 0 0 14 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 43 0 25 53 0 15 29 0 23 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 48.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
150
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 98.94 581.8 626.6 257.0 523.9 546.2 165.3 387.8 390.7 64.93 388.8 416.2 95th-Percentile Queue Length [veh/ln] 3.96 23.28 25.07 10.28 20.96 21.85 6.61 15.52 15.63 2.60 15.55 16.65 50th-Percentile Queue Length [ft/ln] 54.97 414.8 452.2 154.9 366.8 385.3 91.87 256.5 258.8 36.07 257.2 279.2 50th-Percentile Queue Length [veh/ln] 2.20 16.59 18.09 6.20 14.67 15.41 3.67 10.26 10.35 1.44 10.29 11.17 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D D D D C C E D D D D D
d, Delay for Lane Group [s/veh] 53.13 38.92 44.33 53.29 30.59 34.72 56.47 45.62 54.03 52.20 46.30 54.86 X, volume / capacity 0.49 0.84 0.84 0.84 0.75 0.76 0.77 0.83 0.83 0.34 0.84 0.84 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.91 6.18 11.53 3.00 3.23 7.06 3.02 2.50 10.89 0.49 2.74 11.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.50 0.50 0.08 0.50 0.50 0.08 0.13 0.28 0.08 0.13 0.29 d1, Uniform Delay [s] 52.22 32.74 32.80 50.29 27.35 27.66 53.45 43.12 43.14 51.70 43.56 43.58 c, Capacity [veh/h] 305 1416 723 488 1604 773 312 863 396 297 848 418 s, saturation flow rate [veh/h] 3459 3560 1817 3459 3560 1716 3459 3560 1632 3459 3560 1755 (v / s)_i Volume / Saturation Flow Rate 0.04 0.33 0.34 0.12 0.34 0.34 0.07 0.20 0.20 0.03 0.20 0.20 g / C, Green / Cycle 0.09 0.40 0.40 0.14 0.45 0.45 0.09 0.24 0.24 0.09 0.24 0.24 g_i, Effective Green Time [s] 11 48 48 17 54 54 11 29 29 10 29 29 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
151
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.13 40.54 44.33 53.29 31.39 34.72 56.47 46.25 54.03 52.20 48.33 54.86 Movement LOS D D D D C C E D D D D D
d_A, Approach Delay [s/veh] 41.71 35.93 49.80 49.39
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.70
Intersection LOS D
Intersection V/C 0.834
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.54 49.54 49.54 49.54
I_p,int, Pedestrian LOS Score for Intersection 3.204 3.260 3.063 3.037 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 625 791 391 525 d_b, Bicycle Delay [s] 28.39 21.93 38.84 32.67
I_b,int, Bicycle LOS Score for Intersection 2.632 2.770 2.264 2.198 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
152
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.021
Level Of Service: D
Delay (sec / veh): 50.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 31: Euclid St & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Euclid St Euclid St Katella Ave Katella Ave
Intersection Setup
153
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 240 1450 140 290 1110 90 320 820 240 240 2160 370 Total 15-Minute Volume [veh/h] 60 363 35 73 278 23 80 205 60 60 540 93 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 240 1450 140 290 1110 90 320 820 240 240 2160 370 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 240 1450 140 290 1110 90 320 820 240 240 2160 370 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 12 0 0 11 0 0 12 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 13 37 0 14 38 0 15 55 0 14 54 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 107.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
155
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 171.5 635.9 157.4 217.2 394.0 95.69 234.6 296.8 281.4 164.8 763.3 319.2 95th-Percentile Queue Length [veh/ln] 6.86 25.44 6.30 8.69 15.76 3.83 9.38 11.87 11.26 6.60 30.53 12.77 50th-Percentile Queue Length [ft/ln] 95.31 449.8 87.45 125.1 261.4 53.16 137.6 185.2 173.4 91.60 558.3 202.5 50th-Percentile Queue Length [veh/ln] 3.81 17.99 3.50 5.01 10.46 2.13 5.51 7.41 6.94 3.66 22.33 8.10 Critical Lane Group No Yes No Yes No No Yes No No No Yes No Lane Group LOS E F D F D C F C C E F C
d, Delay for Lane Group [s/veh] 60.94 75.98 36.41 71.25 43.24 33.57 70.90 25.07 25.17 56.57 46.86 27.29 X, volume / capacity 0.92 1.03 0.32 1.01 0.77 0.20 1.01 0.48 0.48 0.83 1.02 0.56 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.78 32.53 1.91 16.25 3.94 0.99 16.40 0.09 0.19 2.39 11.79 0.58 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.04 0.04 0.04 0.08 d1, Uniform Delay [s] 55.16 43.45 34.50 55.00 39.31 32.59 54.50 24.98 24.99 54.17 35.07 26.71 c, Capacity [veh/h] 260 1405 439 288 1448 452 317 1509 704 288 2117 661 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 3560 1661 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.28 0.09 0.08 0.22 0.06 0.09 0.20 0.20 0.07 0.42 0.23 g / C, Green / Cycle 0.08 0.28 0.28 0.08 0.28 0.28 0.09 0.42 0.42 0.08 0.42 0.42 g_i, Effective Green Time [s] 9 33 33 10 34 34 11 51 51 10 50 50 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
156
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.94 75.98 36.41 71.25 43.24 33.57 70.90 25.08 25.17 56.57 46.86 27.29 Movement LOS E F D F D C F C C E F C
d_A, Approach Delay [s/veh] 70.98 48.11 35.72 45.09
Approach LOS E D D D
d_I, Intersection Delay [s/veh] 50.30
Intersection LOS D
Intersection V/C 1.021
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.235 3.258 3.212 3.300 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 533 550 833 817 d_b, Bicycle Delay [s] 32.27 31.54 20.42 21.01
I_b,int, Bicycle LOS Score for Intersection 2.566 2.379 2.319 3.083 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
157
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.677
Level Of Service: C
Delay (sec / veh): 23.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 32: Harbor Blvd & Vermont Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 135.0 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Intersection Setup
158
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 130 2430 140 60 890 30 20 50 100 180 100 60 Total 15-Minute Volume [veh/h] 33 608 35 15 223 8 5 13 25 45 25 15 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 130 2430 140 60 890 30 20 50 100 180 100 60 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 130 2430 140 60 890 30 20 50 100 180 100 60 Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Volumes
159
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 5 0 0 29 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 3.0 0.0 1.5 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 15 65 0 12 62 0 0 43 0 0 43 0
All red [s] 1.0 2.0 0.0 1.0 2.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 4.0 4.8 0.0 4.0 4.8 0.0 0.0 4.4 0.0 0.0 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 22.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
160
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 179.6 545.7 596.8 82.00 172.6 182.9 25.19 179.74 277.74 191.29 95th-Percentile Queue Length [veh/ln] 7.19 21.83 23.87 3.28 6.90 7.32 1.01 7.19 11.11 7.65 50th-Percentile Queue Length [ft/ln] 99.81 384.8 427.2 45.56 95.90 101.6 13.99 99.86 166.41 106.62 50th-Percentile Queue Length [veh/ln] 3.99 15.39 17.09 1.82 3.84 4.07 0.56 3.99 6.66 4.26 Critical Lane Group No No Yes Yes No No No No No Yes
Lane Group LOS E B B E B B D D F D
d, Delay for Lane Group [s/veh] 56.73 17.16 19.84 56.84 11.57 11.88 48.89 42.81 98.23 42.87 X, volume / capacity 0.80 0.74 0.76 0.57 0.28 0.28 0.10 0.44 1.04 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.33 2.25 4.66 1.83 0.33 0.63 0.24 0.91 43.84 0.89 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 53.40 14.91 15.19 55.01 11.24 11.25 48.65 41.91 54.39 41.98 c, Capacity [veh/h] 163 2274 1162 105 2157 1114 191 339 172 355 s, saturation flow rate [veh/h] 1781 3560 1819 1781 3560 1839 1226 1673 1313 1754 (v / s)_i Volume / Saturation Flow Rate 0.07 0.47 0.48 0.03 0.17 0.17 0.02 0.09 0.14 0.09 g / C, Green / Cycle 0.09 0.64 0.64 0.06 0.61 0.61 0.20 0.20 0.20 0.20 g_i, Effective Green Time [s] 11 77 77 7 73 73 24 24 24 24 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C L C
Lane Group Calculations
161
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.73 17.98 19.84 56.84 11.67 11.88 48.89 42.81 42.81 98.23 42.87 42.87 Movement LOS E B B E B B D D D F D D
d_A, Approach Delay [s/veh] 19.94 14.44 43.53 72.18
Approach LOS B B D E
d_I, Intersection Delay [s/veh] 23.85
Intersection LOS C
Intersection V/C 0.677
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.50 49.50 49.50 49.50
I_p,int, Pedestrian LOS Score for Intersection 3.373 3.122 2.094 2.146 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 970 920 627 642 d_b, Bicycle Delay [s] 15.91 17.50 28.29 27.68
I_b,int, Bicycle LOS Score for Intersection 3.045 2.099 1.840 2.121 Bicycle LOS C B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 4 - - - - - - - - - - - - -
Sequence
162
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Future with Project Conditions
Volume to Capacity (v/c): 0.874
Level Of Service: D
Delay (sec / veh): 42.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Walnut St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Ball Rd Ball Road
Intersection Setup
3 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 110 150 420 140 230 60 70 1426 130 220 663 50 Total 15-Minute Volume [veh/h] 28 38 105 35 58 15 18 357 33 55 166 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 110 150 420 140 230 60 70 1426 130 220 663 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 110 150 420 140 230 60 70 1426 130 220 663 50 Name Walnut St Walnut St Ball Rd Ball Road
Volumes
4 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No Yes No Yes
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 6 0 0 9 0 0 6 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 23 43 0 16 36 0 16 46 0 15 45 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 60.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
5 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 160.0 155.4 513.9 204.3 150.7 143.8 96.40 523.2 554.6 290.1 203.4 210.4 95th-Percentile Queue Length [veh/ln] 6.40 6.22 20.56 8.17 6.03 5.75 3.86 20.93 22.19 11.60 8.14 8.42 50th-Percentile Queue Length [ft/ln] 88.90 86.35 358.6 116.0 83.76 79.90 53.55 366.3 392.2 180.0 115.4 120.4 50th-Percentile Queue Length [veh/ln] 3.56 3.45 14.35 4.64 3.35 3.20 2.14 14.65 15.69 7.20 4.62 4.82 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E C E E C C E D D E C C
d, Delay for Lane Group [s/veh] 61.91 33.50 60.63 64.43 32.30 32.39 56.57 41.29 46.60 61.54 24.02 24.59 X, volume / capacity 0.80 0.28 0.92 0.87 0.27 0.27 0.55 0.82 0.82 0.92 0.32 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.49 0.34 19.18 10.48 0.30 0.33 2.72 6.04 11.34 10.28 0.56 1.11 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.13 0.32 0.08 0.13 0.13 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 54.43 33.16 41.45 53.95 32.00 32.06 53.86 35.25 35.26 51.26 23.46 23.47 c, Capacity [veh/h] 138 537 457 160 560 521 128 1263 635 240 1488 754 s, saturation flow rate [veh/h] 1781 1870 1589 1781 1870 1740 1781 3560 1791 1781 3560 1804 (v / s)_i Volume / Saturation Flow Rate 0.06 0.08 0.26 0.08 0.08 0.08 0.04 0.29 0.29 0.12 0.13 0.13 g / C, Green / Cycle 0.08 0.29 0.29 0.09 0.30 0.30 0.07 0.35 0.35 0.13 0.42 0.42 g_i, Effective Green Time [s] 9 35 35 11 36 36 9 43 43 16 50 50 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
6 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.91 33.50 60.63 64.43 32.33 32.39 56.57 42.75 46.60 61.54 24.18 24.59 Movement LOS E C E E C C E D D E C C
d_A, Approach Delay [s/veh] 54.85 42.79 43.65 33.01
Approach LOS D D D C
d_I, Intersection Delay [s/veh] 42.92
Intersection LOS D
Intersection V/C 0.874
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.561 2.452 2.952 3.016 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 641 525 691 675 d_b, Bicycle Delay [s] 27.69 32.65 25.69 26.35
I_b,int, Bicycle LOS Score for Intersection 2.121 1.914 2.454 2.073 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
7 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.623
Level Of Service: C
Delay (sec / veh): 22.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Flore St / West Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 50.00 100.0 100.0 100.0 100.0 100.0 180.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Place Flore Street Ball Road Ball Road
Intersection Setup
8 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 21 0 126 50 10 10 10 1874 71 247 752 20 Total 15-Minute Volume [veh/h] 5 0 32 13 3 3 3 469 18 62 188 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 21 0 126 50 10 10 10 1874 71 247 752 20 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 21 0 126 50 10 10 10 1874 71 247 752 20 Name West Place Flore Street Ball Road Ball Road
Volumes
9 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 4 0 0 7 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 2.0 0.0 3.0 2.0 0.0 Split [s] 0 21 0 0 21 0 12 70 0 79 137 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
10 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 39.75 243.51 120.90 36.69 21.29 469.2 491.3 420.5 84.97 90.53 95th-Percentile Queue Length [veh/ln] 1.59 9.74 4.84 1.47 0.85 18.77 19.65 16.82 3.40 3.62 50th-Percentile Queue Length [ft/ln] 22.09 144.83 67.17 20.38 11.83 322.0 340.1 282.6 47.21 50.29 50th-Percentile Queue Length [veh/ln] 0.88 5.79 2.69 0.82 0.47 12.88 13.60 11.31 1.89 2.01 Critical Lane Group No Yes No No No No Yes Yes No No
Lane Group LOS E F F E F B B E A A
d, Delay for Lane Group [s/veh] 73.64 83.15 113.98 69.87 85.30 15.08 15.91 79.44 3.80 3.93 X, volume / capacity 0.14 0.79 0.87 0.12 0.26 0.54 0.54 0.89 0.18 0.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.41 8.47 29.36 0.30 3.53 0.86 1.67 9.26 0.13 0.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 73.23 74.68 84.62 69.57 81.77 14.22 14.24 70.18 3.67 3.67 c, Capacity [veh/h] 152 159 58 172 38 2395 1235 279 2875 1490 s, saturation flow rate [veh/h] 1392 1589 1264 1718 1781 3560 1835 1781 3560 1845 (v / s)_i Volume / Saturation Flow Rate 0.02 0.08 0.04 0.01 0.01 0.36 0.36 0.14 0.14 0.14 g / C, Green / Cycle 0.10 0.10 0.10 0.10 0.02 0.67 0.67 0.16 0.81 0.81 g_i, Effective Green Time [s] 17 17 17 17 4 114 114 27 137 137 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 Lane Group L C L C L C C L C C
Lane Group Calculations
11 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 73.64 83.15 83.15 113.9 69.87 69.87 85.30 15.34 15.91 79.44 3.84 3.93 Movement LOS E F F F E E F B B E A A
d_A, Approach Delay [s/veh] 81.79 101.38 15.72 22.17
Approach LOS F F B C
d_I, Intersection Delay [s/veh] 22.70
Intersection LOS C
Intersection V/C 0.623
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.32 74.32 74.32 74.32
I_p,int, Pedestrian LOS Score for Intersection 2.125 2.003 3.035 3.201 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 188 188 765 1554 d_b, Bicycle Delay [s] 69.72 69.72 32.40 4.23
I_b,int, Bicycle LOS Score for Intersection 1.802 1.675 2.635 2.120 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
12 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.578
Level Of Service: A
Delay (sec / veh): 8.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Disneyland Dr & I-5 Off-ramps
Intersection Level Of Service Report
Crosswalk No No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 50.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Intersection Setup
13 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 123 0 0 1066 799 10
Total 15-Minute Volume [veh/h] 31 0 0 267 200 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 123 0 0 1066 799 10
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 0 0 1066 799 10
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Volumes
14 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 0 0 0
Walk [s] 0 0 0 5 0 0
Vehicle Extension [s] 4.0 0.0 0.0 4.0 2.5 0.0
Split [s] 61 0 0 61 29 0
All red [s] 1.0 0.0 0.0 1.0 2.0 0.0
Amber [s] 3.6 0.0 0.0 3.6 3.6 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 7 0 0 7 10 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 2 0 0 6 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
15 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 7.63 93.81 60.99 1.99 95th-Percentile Queue Length [veh/ln] 0.31 3.75 2.44 0.08 50th-Percentile Queue Length [ft/ln] 4.24 52.12 33.88 1.10 50th-Percentile Queue Length [veh/ln] 0.17 2.08 1.36 0.04 Critical Lane Group No Yes Yes No
Lane Group LOS A A B A
d, Delay for Lane Group [s/veh] 5.38 7.95 10.61 8.90
X, volume / capacity 0.07 0.63 0.49 0.02
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.03 0.56 0.17 0.01
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.15 0.15 0.08 0.08
d1, Uniform Delay [s] 5.36 7.38 10.44 8.89
c, Capacity [veh/h] 1686 1686 1619 496
s, saturation flow rate [veh/h] 3560 3560 5188 1589
(v / s)_i Volume / Saturation Flow Rate 0.03 0.30 0.15 0.01 g / C, Green / Cycle 0.47 0.47 0.31 0.31
g_i, Effective Green Time [s] 18 18 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 37 37 37 37
Lane Group C C L R
Lane Group Calculations
16 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.38 0.00 0.00 7.95 10.61 8.90 Movement LOS A A B A
d_A, Approach Delay [s/veh] 5.38 7.95 10.59
Approach LOS A A B
d_I, Intersection Delay [s/veh] 8.86
Intersection LOS A
Intersection V/C 0.578
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1613 1613 1613 d_b, Bicycle Delay [s] 0.70 0.70 0.70
I_b,int, Bicycle LOS Score for Intersection 1.661 2.439 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 - - - - - - - - - - - - - -
Ring 1 2 - - - - - - - - - - - - - - -
Sequence
17 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.771
Level Of Service: E
Delay (sec / veh): 60.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: Disneyland Dr & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 90.00 100.0 100.0 90.00 100.0 100.0 140.0 100.0 100.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Disneyland Drive Disneyland Drive Ball Road Ball Road Intersection Setup
18 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 147 181 281 703 592 130 329 1390 132 419 851 87 Total 15-Minute Volume [veh/h] 37 45 70 176 148 33 82 348 33 105 213 22 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 147 181 281 703 592 130 329 1390 132 419 851 87 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 147 181 281 703 592 130 329 1390 132 419 851 87 Name Disneyland Drive Disneyland Drive Ball Road Ball Road Volumes
19 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 13 0 0 12 0 0 24 0 0 13 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 54 24 0 77 47 0 23 47 0 22 46 0
All red [s] 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 10 30 0 10 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
20 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 266. 326. 269. 260. 611. 613. 589. 559. 294.8 553.1 161.4 374.3 349.7 355.3 95th-Percentile Queue Length [veh/ln] 10.6 13.0 10.7 10.4 24.4 24.5 23.5 22.4 11.79 22.12 6.46 14.97 13.99 14.22 50th-Percentile Queue Length [ft/ln] 162. 207. 164. 157. 439. 441. 421. 396. 183.6 390.9 89.69 245.7 226.3 230.8 50th-Percentile Queue Length [veh/ln] 6.48 8.32 6.58 6.31 17.5 17.6 16.8 15.8 7.35 15.64 3.59 9.83 9.06 9.23 Critical Lane Group No No Yes No No No No Yes No Yes No Yes No No Lane Group LOS E F F E F F F F E D C F C C
d, Delay for Lane Group [s/veh] 76.8 82.3 84.9 79.1 80.5 80.4 81.1 82.1 78.61 39.63 30.92 84.93 32.82 33.56 X, volume / capacity 0.71 0.83 0.84 0.76 0.89 0.89 0.89 0.89 0.84 0.64 0.19 0.95 0.40 0.40 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.47 8.85 11.4 6.35 17.5 17.5 18.2 19.2 4.80 1.44 0.63 11.30 0.75 1.50 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.12 0.12 0.11 0.35 0.35 0.35 0.35 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 72.3 73.5 73.5 72.8 62.9 62.9 62.9 62.9 73.80 38.19 30.28 73.63 32.07 32.07 c, Capacity [veh/h] 207 217 168 185 417 419 398 372 393 2182 681 441 1575 788 s, saturation flow rate [veh/h] 178 187 144 158 178 179 170 159 3459 5094 1589 3459 3560 1783 (v / s)_i Volume / Saturation Flow Rate 0.08 0.10 0.10 0.09 0.21 0.21 0.21 0.21 0.10 0.27 0.08 0.12 0.18 0.18 g / C, Green / Cycle 0.12 0.12 0.12 0.12 0.23 0.23 0.23 0.23 0.11 0.43 0.43 0.13 0.44 0.44 g_i, Effective Green Time [s] 20 20 20 20 40 40 40 40 19 73 73 22 75 75 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C C R L C C C L C R L C C
Lane Group Calculations
21 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 76.84 82.37 81.81 80.48 81.45 82.15 78.61 39.63 30.92 84.93 33.02 33.56 Movement LOS E F F F F F E D C F C C
d_A, Approach Delay [s/veh] 80.91 81.04 45.93 49.08
Approach LOS F F D D
d_I, Intersection Delay [s/veh] 60.35
Intersection LOS E
Intersection V/C 0.771
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 76.23 76.23 76.23 76.23
I_p,int, Pedestrian LOS Score for Intersection 2.869 2.813 3.203 3.211 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 218 488 482 471 d_b, Bicycle Delay [s] 67.50 48.56 48.94 49.70
I_b,int, Bicycle LOS Score for Intersection 2.062 2.343 2.578 2.306 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
22 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.933
Level Of Service: D
Delay (sec / veh): 46.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: Disneyland Dr & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 240.0 100.0 180.0 300. 100. 100. 300. 260.0 100.0 300.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right U-tu Left Thru Righ Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Street Disneyland Drive Katella Ave Katella Avenue Intersection Setup
23 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 230 403 230 0 471 266 323 276 3014 210 180 927 419 Total 15-Minute Volume [veh/h] 58 101 58 0 118 67 81 69 754 53 45 232 105 Other Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 230 403 230 0 471 266 323 276 3014 210 180 927 419 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 2.00 2.00 0.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 230 403 230 0 471 266 323 276 3014 210 180 927 419 Name West Street Disneyland Drive Katella Ave Katella Avenue Volumes
24 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 35 0 0 0 35 0 0 13 0 0 17 0
Walk [s] 0 5 0 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 0.0 3.0 3.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 11 45 0 0 18 52 0 12 48 0 9 45 0
All red [s] 1.0 1.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 5 0 0 5 5 0 5 10 0 5 10 0
Lead / Lag Lead - - - Lea - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Per Prot Per Per Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 119.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
25 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 214.4 239.1 285.2 407.6 147.3 370.4 187.3 743.7 908.7 126.2 237.6 343.3 95th-Percentile Queue Length [veh/ln] 8.58 9.56 11.41 16.31 5.89 14.82 7.49 29.75 36.35 5.05 9.50 13.73 50th-Percentile Queue Length [ft/ln] 119.1 141.5 176.3 255.7 81.83 242.6 104.0 551.2 692.8 70.14 140.4 221.3 50th-Percentile Queue Length [veh/ln] 4.77 5.66 7.06 10.23 3.27 9.71 4.16 22.05 27.72 2.81 5.62 8.85 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS F D D F D D D D D E C C
d, Delay for Lane Group [s/veh] 113.3 46.78 53.27 122.9 38.14 49.34 54.89 35.54 49.57 58.63 20.71 25.16 X, volume / capacity 1.11 0.63 0.82 1.14 0.31 0.85 0.81 0.93 0.95 0.73 0.38 0.55 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 56.91 1.02 5.73 69.91 0.21 5.40 1.75 7.51 20.86 4.03 0.46 2.79 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.11 0.11 0.11 0.11 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 56.48 45.76 47.54 53.01 37.94 43.93 53.14 28.03 28.71 54.61 20.25 22.37 c, Capacity [veh/h] 207 641 282 413 850 380 341 2548 897 248 2419 767 s, saturation flow rate [veh/h] 3459 3618 1589 3514 3618 1615 3514 5094 1792 3459 5094 1615 (v / s)_i Volume / Saturation Flow Rate 0.07 0.11 0.14 0.13 0.07 0.20 0.08 0.46 0.48 0.05 0.18 0.26 g / C, Green / Cycle 0.06 0.18 0.18 0.12 0.24 0.24 0.10 0.50 0.50 0.07 0.48 0.48 g_i, Effective Green Time [s] 7 21 21 14 28 28 12 60 60 9 57 57 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
26 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 113.3 46.78 53.27 122. 122. 38.1 49.3 54.89 38.54 49.57 58.63 20.71 25.16 Movement LOS F D D F F D D D D D E C C
d_A, Approach Delay [s/veh] 66.26 79.22 40.49 26.41
Approach LOS E E D C
d_I, Intersection Delay [s/veh] 46.51
Intersection LOS D
Intersection V/C 0.933
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.37 51.37 51.37 51.37
I_p,int, Pedestrian LOS Score for Intersection 2.821 2.910 3.404 3.493 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 666 783 716 666 d_b, Bicycle Delay [s] 26.70 22.23 24.73 26.70
I_b,int, Bicycle LOS Score for Intersection 2.272 2.046 3.003 2.399 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
27 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.831
Level Of Service: C
Delay (sec / veh): 30.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ox Road-Cast Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 120.0 100.0 150.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cast Place Ox Road Ball Road Ball Road
Intersection Setup
28 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 109 0 129 40 10 20 60 2797 307 466 1578 40 Total 15-Minute Volume [veh/h] 27 0 32 10 3 5 15 699 77 117 395 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 109 0 129 40 10 20 60 2797 307 466 1578 40 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 109 0 129 40 10 20 60 2797 307 466 1578 40 Name Cast Place Ox Road Ball Road Ball Road
Volumes
29 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 6 0 0 7 0 0 4 0
Walk [s] 0 5 0 0 5 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.5 0.0 0.0 2.0 0.0 2.0 3.0 0.0 2.5 3.0 0.0 Split [s] 0 16 0 0 16 0 12 104 0 34 126 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.5 0.0 4.0 4.5 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
30 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 170.8 162.2 158.3 67.84 66.93 121.4 1025. 245.7 388.1 305.3 320.7 95th-Percentile Queue Length [veh/ln] 6.83 6.49 6.34 2.71 2.68 4.86 41.00 9.83 15.52 12.21 12.83 50th-Percentile Queue Length [ft/ln] 94.89 90.13 88.00 37.69 37.18 67.49 793.9 146.5 256.7 191.7 203.7 50th-Percentile Queue Length [veh/ln] 3.80 3.61 3.52 1.51 1.49 2.70 31.76 5.86 10.27 7.67 8.15 Critical Lane Group No No Yes No Yes No Yes No Yes No No Lane Group LOS F F F E E F C B E A A
d, Delay for Lane Group [s/veh] 83.94 84.90 85.38 76.81 76.94 83.33 30.26 15.59 74.26 9.33 9.79 X, volume / capacity 0.72 0.73 0.74 0.32 0.33 0.69 0.88 0.31 0.88 0.41 0.41 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 6.03 6.91 7.36 0.60 0.67 3.71 3.80 0.81 3.78 0.48 0.93 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.08 0.08 0.04 0.04 0.04 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 77.91 77.99 78.02 76.21 76.27 79.63 26.45 14.78 70.48 8.85 8.86 c, Capacity [veh/h] 116 107 104 111 105 86 3186 994 529 2598 1347 s, saturation flow rate [veh/h] 1781 1648 1589 1781 1687 1781 5094 1589 3459 3560 1846 (v / s)_i Volume / Saturation Flow Rate 0.05 0.05 0.05 0.02 0.02 0.03 0.55 0.19 0.13 0.30 0.30 g / C, Green / Cycle 0.07 0.07 0.07 0.06 0.06 0.05 0.63 0.63 0.15 0.73 0.73 g_i, Effective Green Time [s] 11 11 11 11 11 8 106 106 26 124 124 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C R L C L C R L C C
Lane Group Calculations
31 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 84.19 84.90 85.19 76.83 76.94 76.94 83.33 30.26 15.59 74.26 9.48 9.79 Movement LOS F F F E E E F C B E A A
d_A, Approach Delay [s/veh] 84.72 76.88 29.84 23.97
Approach LOS F E C C
d_I, Intersection Delay [s/veh] 30.58
Intersection LOS C
Intersection V/C 0.831
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.35 74.35 76.23 76.23
I_p,int, Pedestrian LOS Score for Intersection 2.529 2.026 3.350 3.372 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 129 129 1159 1418 d_b, Bicycle Delay [s] 74.35 74.35 15.03 7.20
I_b,int, Bicycle LOS Score for Intersection 1.952 1.675 3.300 2.706 Bicycle LOS A A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
32 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.726
Level Of Service: F
Delay (sec / veh): 193.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 7: Harbor Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 200.0 100.0 240.0 300.0 100.0 150.0 190.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Intersection Setup
33 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 666 1165 372 230 2254 445 418 1704 915 290 1195 185 Total 15-Minute Volume [veh/h] 167 291 93 58 564 111 105 426 229 73 299 46 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 666 1165 372 230 2254 445 418 1704 915 290 1195 185 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 666 1165 372 230 2254 445 418 1704 915 290 1195 185 Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Volumes
34 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.5 2.5 0.0 2.5 2.5 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 31 0 0 10 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 3.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Split [s] 25 32 0 55 51 0 18 69 0 14 65 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 5 5 0 5 5 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 5,7 2,7
Signal Group 5 2 0 1 6 0 13 10 0 9 14 0
Control Type Overla Overla Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
35 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 238.2 345.8 352.8 161.6 2099. 763.8 270.0 1030. 2957. 203.9 394.1 445.4 95th-Percentile Queue Length [veh/ln] 9.53 13.83 14.11 6.46 84.00 30.55 10.80 41.20 118.2 8.16 15.76 17.82 50th-Percentile Queue Length [ft/ln] 140.9 223.2 228.8 89.78 1346. 527.7 164.7 697.1 1868. 115.7 261.5 302.7 50th-Percentile Queue Length [veh/ln] 5.64 8.93 9.15 3.59 53.87 21.11 6.59 27.88 74.73 4.63 10.46 12.11 Critical Lane Group Yes Yes No No Yes No No No Yes Yes No No Lane Group LOS B C C E F F E F F E D E
d, Delay for Lane Group [s/veh] 17.83 28.98 32.23 57.40 393.0 127.7 55.70 154.9 563.2 58.40 48.72 62.96 X, volume / capacity 0.37 0.57 0.58 0.79 1.77 1.12 0.83 1.24 2.13 0.79 0.88 0.88 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.05 0.25 3.29 1.80 346.6 81.36 4.29 109.7 518.0 4.46 2.75 16.97 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.43 0.04 0.16 0.50 0.13 0.13 0.50 0.13 0.13 0.33 d1, Uniform Delay [s] 17.78 28.73 28.93 55.61 46.43 46.43 51.41 45.22 45.22 53.94 45.96 45.98 c, Capacity [veh/h] 1793 2047 639 292 1275 398 504 1374 429 369 1176 394 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1709 (v / s)_i Volume / Saturation Flow Rate 0.19 0.23 0.23 0.07 0.44 0.28 0.12 0.33 0.58 0.08 0.20 0.20 g / C, Green / Cycle 0.52 0.41 0.40 0.08 0.25 0.25 0.15 0.27 0.27 0.11 0.23 0.23 g_i, Effective Green Time [s] 64 50 50 10 31 31 18 33 33 13 29 29 l2, Clearance Lost Time [s] 0.00 0.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 C, Cycle Length [s] 124 124 124 124 124 124 124 124 124 124 124 124 Lane Group L C R L C R L C R L C C
Lane Group Calculations
36 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 17.83 28.98 32.23 57.40 393.0 127.7 55.70 154.9 563.2 58.40 50.65 62.96 Movement LOS B C C E F F E F F E D E
d_A, Approach Delay [s/veh] 26.16 326.41 264.30 53.36
Approach LOS C F F D
d_I, Intersection Delay [s/veh] 193.66
Intersection LOS F
Intersection V/C 1.726
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 53.13 53.13 51.29 51.29
I_p,int, Pedestrian LOS Score for Intersection 3.535 3.375 3.503 3.369 Crosswalk LOS D C D C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 453 744 1044 979 d_b, Bicycle Delay [s] 36.97 24.36 14.13 16.11
I_b,int, Bicycle LOS Score for Intersection 2.771 3.171 3.230 2.248 Bicycle LOS C C C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 13 14 - - - - - - - - - - -
Ring 1 1 2 - 9 10 - - - - - - - - - - -
Sequence
37 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.919
Level Of Service: B
Delay (sec / veh): 16.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 8: Harbor Blvd & I-5 NB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 1000.00 180.00 100.00 140.00 635.00 No. of Lanes in Entry Pocket 0 1 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Intersection Setup
38 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 1261 481 106 3333 70 822
Total 15-Minute Volume [veh/h] 315 120 27 833 18 206
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 1261 481 106 3333 70 822
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 1261 481 106 3333 70 822
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Volumes
39 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall Yes No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 12 0 0 0 0 0
Walk [s] 7 0 0 0 0 0
Vehicle Extension [s] 4.0 0.0 2.0 4.0 2.0 0.0
Split [s] 29 0 12 41 24 0
All red [s] 1.5 0.0 2.0 1.5 3.0 0.0
Amber [s] 4.0 0.0 3.2 4.0 3.5 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 15 0 6 15 7 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 2 0 1 6 7 0
Control Type Permissive Unsignalized Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 14.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
40 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 202.98 70.79 340.44 31.85 239.32 239.32 95th-Percentile Queue Length [veh/ln] 8.12 2.83 13.62 1.27 9.57 9.57 50th-Percentile Queue Length [ft/ln] 115.04 39.33 219.07 17.69 141.71 141.71 50th-Percentile Queue Length [veh/ln] 4.60 1.57 8.76 0.71 5.67 5.67 Critical Lane Group No No Yes No Yes No
Lane Group LOS B C B B C C
d, Delay for Lane Group [s/veh] 16.42 29.37 14.63 16.30 23.49 23.49 X, volume / capacity 0.60 0.60 0.86 0.13 0.84 0.84
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.31 1.23 2.77 0.04 2.42 2.42 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.04 0.50 0.04 0.06 0.06
d1, Uniform Delay [s] 15.11 28.13 11.85 16.26 21.06 21.06 c, Capacity [veh/h] 2085 176 3868 548 489 489
s, saturation flow rate [veh/h] 5094 1781 6792 1781 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.25 0.06 0.49 0.04 0.26 0.26 g / C, Green / Cycle 0.41 0.10 0.57 0.31 0.31 0.31
g_i, Effective Green Time [s] 27 6 37 20 20 20
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 65 65 65 65 65 65
Lane Group C L C L C R
Lane Group Calculations
41 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.42 0.00 29.37 14.63 16.30 23.49 Movement LOS B C B B C
d_A, Approach Delay [s/veh] 16.42 15.08 22.92
Approach LOS B B C
d_I, Intersection Delay [s/veh] 16.63
Intersection LOS B
Intersection V/C 0.919
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.356 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 722 1091 538 d_b, Bicycle Delay [s] 13.28 6.72 17.39
I_b,int, Bicycle LOS Score for Intersection 2.253 2.978 3.031 Bicycle LOS B C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
42 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.773
Level Of Service: B
Delay (sec / veh): 13.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 9: Harbor Blvd & I-5 SB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 49.21 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 1 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 1000.00 650.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Intersection Setup
43 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 70 1192 2141 1221 590 410 Total 15-Minute Volume [veh/h] 18 298 535 305 148 103
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 70 1192 2141 1221 590 410
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 1192 2141 1221 590 410
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Volumes
44 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 17 0 0 0
Walk [s] 0 0 7 0 0 0
Vehicle Extension [s] 2.0 4.0 4.0 0.0 2.0 0.0
Split [s] 10 45 35 0 20 0
All red [s] 1.5 1.0 1.0 0.0 2.0 0.0
Amber [s] 3.2 4.0 4.0 0.0 3.2 0.0
Maximum Green [s] 30 30 30 0 30 0
Minimum Green [s] 5 20 20 0 7 0
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups
Signal Group 5 2 6 0 3 0
Control Type Protected Permissive Permissive Unsignalized Permissive Unsignalized Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 2.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
45 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 48.32 54.81 298.73 183.95 95th-Percentile Queue Length [veh/ln] 1.93 2.19 11.95 7.36 50th-Percentile Queue Length [ft/ln] 26.84 30.45 186.69 102.19 50th-Percentile Queue Length [veh/ln] 1.07 1.22 7.47 4.09 Critical Lane Group Yes No Yes Yes
Lane Group LOS C A B C
d, Delay for Lane Group [s/veh] 31.10 4.70 14.81 24.80
X, volume / capacity 0.58 0.27 0.79 0.79
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 1.63 0.15 2.46 0.71
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.04 0.50 0.50 0.04
d1, Uniform Delay [s] 29.47 4.56 12.35 24.09
c, Capacity [veh/h] 121 4485 2706 750
s, saturation flow rate [veh/h] 1781 6792 5094 3459
(v / s)_i Volume / Saturation Flow Rate 0.04 0.18 0.42 0.17 g / C, Green / Cycle 0.07 0.66 0.53 0.22
g_i, Effective Green Time [s] 4 43 35 14
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 65 65 65 65
Lane Group L C C L
Lane Group Calculations
46 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.10 4.70 14.81 0.00 24.80 0.00 Movement LOS C A B C
d_A, Approach Delay [s/veh] 6.17 14.81 24.80
Approach LOS A B C
d_I, Intersection Delay [s/veh] 13.55
Intersection LOS B
Intersection V/C 0.773
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.274 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1229 922 455 d_b, Bicycle Delay [s] 4.83 9.45 19.42
I_b,int, Bicycle LOS Score for Intersection 2.080 2.737 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 3 - - - - - - - - - - - - -
Sequence
47 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.349
Level Of Service: C
Delay (sec / veh): 21.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 10: Harbor Blvd & Manchester Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 125.00 100.00 150.00 250.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-turn Thru Right Left Thru Left Right Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Intersection Setup
48 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 110 1161 40 332 980 30 71 Total 15-Minute Volume [veh/h] 28 290 10 83 245 8 18
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 110 1161 40 332 980 30 71
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 110 1161 40 332 980 30 71
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Volumes
49 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 28
Pedestrian Walk [s] 5
Pedestrian Signal Group 4
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 19 0 0 10 10 0
Walk [s] 0 7 0 0 5 5 0
Vehicle Extension [s] 3.0 4.0 0.0 2.5 4.0 3.0 0.0
Split [s] 85 59 0 42 16 19 0
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 4.8 0.0 3.0 4.8 3.0 0.0
Maximum Green [s] 30 30 0 30 30 30 0
Minimum Green [s] 7 26 0 7 10 10 0
Lead / Lag Lead - - Lead - Lead -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 7 0
Control Type Protecte Permissi Permissi Overlap Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 95.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
50 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 178.72 254.86 266.30 399.71 132.50 43.32 51.25 95th-Percentile Queue Length [veh/ln] 7.15 10.19 10.65 15.99 5.30 1.73 2.05 50th-Percentile Queue Length [ft/ln] 99.29 153.32 161.94 265.98 73.61 24.06 28.47 50th-Percentile Queue Length [veh/ln] 3.97 6.13 6.48 10.64 2.94 0.96 1.14 Critical Lane Group No No Yes Yes No No Yes
Lane Group LOS E B B D B E E
d, Delay for Lane Group [s/veh] 69.63 14.20 14.67 51.46 10.02 57.42 58.00 X, volume / capacity 0.81 0.37 0.37 0.79 0.23 0.22 0.34 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.56 0.51 0.98 5.00 0.12 0.84 0.93 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.17 0.50 0.11 0.11 d1, Uniform Delay [s] 59.07 13.69 13.69 46.46 9.90 56.58 57.06 c, Capacity [veh/h] 136 2120 1094 423 4340 133 211
s, saturation flow rate [veh/h] 1781 3560 1838 1781 6792 1781 2813 (v / s)_i Volume / Saturation Flow Rate 0.06 0.22 0.22 0.19 0.14 0.02 0.03 g / C, Green / Cycle 0.08 0.59 0.59 0.24 0.64 0.07 0.07 g_i, Effective Green Time [s] 10 77 77 31 83 10 10
l2, Clearance Lost Time [s] 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130
Lane Group L C C L C L R
Lane Group Calculations
51 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.63 14.35 14.67 51.46 10.02 57.42 58.00 Movement LOS E B B D B E E
d_A, Approach Delay [s/veh] 18.99 20.51 57.83
Approach LOS B C E
d_I, Intersection Delay [s/veh] 21.16
Intersection LOS C
Intersection V/C 0.349
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.31 0.00 56.31
I_p,int, Pedestrian LOS Score for Intersection 3.027 0.000 2.265 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 818 157 231 d_b, Bicycle Delay [s] 22.69 55.20 50.87
I_b,int, Bicycle LOS Score for Intersection 2.281 2.101 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
52 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.736
Level Of Service: C
Delay (sec / veh): 28.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 11: Harbor Blvd & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 260.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Intersection Setup
53 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 180 1068 411 440 1250 120 10 10 10 286 150 193 Total 15-Minute Volume [veh/h] 45 267 103 110 313 30 3 3 3 72 38 48 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 180 1068 411 440 1250 120 10 10 10 286 150 193 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 180 1068 411 440 1250 120 10 10 10 286 150 193 Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Volumes
54 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 28 0 0 28 0 0 30 0 0 30 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.5 5.0 0.0 2.0 3.0 0.0 0.0 4.0 0.0 2.0 3.0 0.0 Split [s] 19 41 0 29 51 0 0 43 0 17 60 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.8 0.0 3.0 4.8 0.0 0.0 4.8 0.0 4.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
55 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 140.0 375.6 357.3 290.6 276.5 283.9 16.30 28.61 206.7 188.9 240.5 95th-Percentile Queue Length [veh/ln] 5.60 15.03 14.29 11.63 11.06 11.36 0.65 1.14 8.27 7.56 9.62 50th-Percentile Queue Length [ft/ln] 77.81 246.8 232.3 180.4 169.7 175.3 9.05 15.90 117.7 104.9 142.6 50th-Percentile Queue Length [veh/ln] 3.11 9.87 9.29 7.22 6.79 7.01 0.36 0.64 4.71 4.20 5.71 Critical Lane Group No No Yes Yes No No Yes No Yes No No Lane Group LOS E B C E B B E E E D D
d, Delay for Lane Group [s/veh] 65.32 19.72 20.95 56.81 13.10 13.68 66.55 55.58 59.34 43.80 46.67 X, volume / capacity 0.76 0.52 0.52 0.89 0.41 0.41 0.16 0.15 0.83 0.37 0.56 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.85 1.01 2.22 2.18 0.57 1.14 1.76 0.70 1.95 0.56 1.41 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.13 0.50 0.50 0.04 0.50 0.50 0.15 0.15 0.04 0.11 0.11 d1, Uniform Delay [s] 59.47 18.72 18.74 54.63 12.54 12.55 64.79 54.88 57.40 43.24 45.27 c, Capacity [veh/h] 238 1945 883 496 2212 1110 61 136 346 407 346 s, saturation flow rate [veh/h] 3459 3560 1617 3459 3560 1787 67 1564 3459 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.29 0.29 0.13 0.26 0.26 0.15 0.01 0.08 0.08 0.12 g / C, Green / Cycle 0.07 0.55 0.55 0.14 0.62 0.62 0.09 0.09 0.10 0.22 0.22 g_i, Effective Green Time [s] 9 71 71 19 81 81 11 11 13 28 28 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C C C L C R
Lane Group Calculations
56 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.32 19.78 20.95 56.81 13.26 13.68 66.55 55.58 55.58 59.34 43.80 46.67 Movement LOS E B C E B B E E E E D D
d_A, Approach Delay [s/veh] 25.02 23.88 59.24 51.75
Approach LOS C C E D
d_I, Intersection Delay [s/veh] 28.84
Intersection LOS C
Intersection V/C 0.736
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.134 3.133 2.266 2.925 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 542 695 572 834 d_b, Bicycle Delay [s] 34.57 27.66 33.12 22.10
I_b,int, Bicycle LOS Score for Intersection 2.472 2.555 1.584 2.597 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
57 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.918
Level Of Service: E
Delay (sec / veh): 71.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 12: Harbor Blvd & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.2 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 1 0 0 1
Entry Pocket Length [ft] 300.0 100.0 300.0 300.0 100.0 300.0 300. 100. 100. 300. 300.0 100.0 360.0 No. of Lanes in Entry Pocket 2 0 1 2 0 1 2 0 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right U-tu Left Thru Righ Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Intersection Setup
58 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 278 905 354 211 966 212 0 477 262 66 476 1189 153 Total 15-Minute Volume [veh/h] 70 226 89 53 242 53 0 119 656 17 119 297 38 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Total Hourly Volume [veh/h] 278 905 354 211 966 212 0 477 262 66 476 1189 153 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Base Volume Input [veh/h] 278 905 354 211 966 212 0 477 262 66 476 1189 153 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No Yes No Yes No Yes No Yes
Maximum Recall No Yes No Yes No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 34 34 0 33 33 0 0 21 33 0 33 21 Walk [s] 0 7 7 0 7 7 0 0 7 7 0 7 7
Vehicle Extension [s] 2.0 3.0 3.0 2.0 3.0 3.0 0.0 2.0 3.0 3.0 2.0 3.0 3.0 Split [s] 15 48 48 14 47 47 0 21 48 47 20 47 48
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 5.2 5.2 5.2 5.2 5.2 5.2 0.0 5.2 5.2 5.2 5.2 5.2 5.2 Maximum Green [s] 30 30 30 30 30 30 0 30 30 30 30 30 30 Minimum Green [s] 7 10 10 7 10 10 0 7 10 10 7 10 10
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups 5,8 1,4
Signal Group 5 2 2 1 6 6 0 7 4 8 3 8 4
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 100.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
60 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 209.6 312.4 395.2 157.3 337.8 234.3 348.1 1031. 1187. 399.2 349.6 370.0 95th-Percentile Queue Length [veh/ln] 8.38 12.50 15.81 6.29 13.51 9.38 13.93 41.27 47.50 15.97 13.99 14.80 50th-Percentile Queue Length [ft/ln] 119.8 197.2 262.3 87.41 217.0 138.0 221.9 730.8 851.4 252.6 226.3 242.4 50th-Percentile Queue Length [veh/ln] 4.79 7.89 10.50 3.50 8.68 5.52 8.88 29.23 34.06 10.10 9.05 9.70 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D D E D D F F F F D D
d, Delay for Lane Group [s/veh] 64.95 35.77 42.84 61.01 37.38 35.74 75.90 109.6 123.2 107.6 37.71 40.53 X, volume / capacity 0.93 0.53 0.66 0.79 0.57 0.40 1.03 1.13 1.14 1.11 0.59 0.59 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.81 1.15 6.21 2.03 1.43 2.20 19.49 66.62 80.19 50.72 1.49 4.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 d1, Uniform Delay [s] 59.14 34.62 36.63 58.98 35.95 33.54 56.41 43.08 43.08 56.91 36.22 36.22 c, Capacity [veh/h] 297 1723 538 266 1683 534 464 1746 631 431 1706 580 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1870 3459 5176 1760 (v / s)_i Volume / Saturation Flow Rate 0.08 0.18 0.22 0.06 0.19 0.13 0.14 0.38 0.38 0.14 0.19 0.19 g / C, Green / Cycle 0.08 0.34 0.34 0.08 0.33 0.33 0.13 0.34 0.34 0.12 0.33 0.33 g_i, Effective Green Time [s] 11 44 44 10 43 43 17 44 44 16 43 43 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C R L C R L C C L C C
Lane Group Calculations
61 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 64.95 35.77 42.84 61.01 37.38 35.74 75.9 75.9 113. 123. 107.6 38.15 40.53 Movement LOS E D D E D D E F F F F D D
d_A, Approach Delay [s/veh] 42.68 40.72 107.68 56.54
Approach LOS D D F E
d_I, Intersection Delay [s/veh] 71.55
Intersection LOS E
Intersection V/C 0.918
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.197 3.269 3.457 3.472 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 643 628 643 628 d_b, Bicycle Delay [s] 29.92 30.60 29.92 30.60
I_b,int, Bicycle LOS Score for Intersection 2.405 2.324 2.670 2.310 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
62 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.540
Level Of Service: C
Delay (sec / veh): 28.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 13: Harbor Blvd & Convention Way / Toy Story Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 300.0 100.0 100.0 300.0 100.0 260.0 240.0 100.0 400.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Intersection Setup
63 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 244 1369 379 69 1190 369 357 181 201 100 116 71 Total 15-Minute Volume [veh/h] 61 342 95 17 298 92 89 45 50 25 29 18 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 244 1369 379 69 1190 369 357 181 201 100 116 71 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 244 1369 379 69 1190 369 357 181 201 100 116 71 Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Volumes
64 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 15 0
Walk [s] 0 7 0 0 7 0 0 10 0 0 10 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 15 46 0 13 44 0 39 58 0 13 32 0
All red [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Amber [s] 4.0 5.2 0.0 3.0 5.2 0.0 3.0 4.8 0.0 3.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 28.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
65 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 189.0 302.3 259.4 50.64 276.9 268.8 246.0 260.2 240.2 153.5 168.1 100.7 95th-Percentile Queue Length [veh/ln] 7.56 12.09 10.38 2.03 11.08 10.75 9.84 10.41 9.61 6.14 6.73 4.03 50th-Percentile Queue Length [ft/ln] 105.0 189.4 156.7 28.13 170.0 163.8 146.7 157.4 142.3 85.28 93.41 55.95 50th-Percentile Queue Length [veh/ln] 4.20 7.58 6.27 1.13 6.80 6.56 5.87 6.30 5.69 3.41 3.74 2.24 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS E B B E B B E D D E E E
d, Delay for Lane Group [s/veh] 64.45 15.50 15.70 59.93 16.73 17.66 57.87 52.59 53.15 64.13 57.59 56.02 X, volume / capacity 0.83 0.46 0.40 0.35 0.42 0.41 0.79 0.68 0.71 0.80 0.63 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.90 0.50 1.30 1.02 0.45 1.41 3.10 1.06 1.38 4.52 1.30 0.75 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.04 d1, Uniform Delay [s] 58.55 15.00 14.40 58.90 16.28 16.25 54.77 51.53 51.77 59.61 56.29 55.27 c, Capacity [veh/h] 295 3002 937 200 2862 893 453 294 254 124 185 157 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 1837 1589 1781 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.27 0.24 0.02 0.23 0.23 0.10 0.11 0.11 0.06 0.06 0.04 g / C, Green / Cycle 0.08 0.59 0.59 0.06 0.56 0.56 0.13 0.16 0.16 0.07 0.10 0.10 g_i, Effective Green Time [s] 11 77 77 7 73 73 17 21 21 9 13 13 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C R L C R L C R L C R
Lane Group Calculations
66 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 64.45 15.50 15.70 59.93 16.73 17.66 57.87 52.59 53.12 64.13 57.59 56.02 Movement LOS E B B E B B E D D E E E
d_A, Approach Delay [s/veh] 21.53 18.77 55.28 59.48
Approach LOS C B E E
d_I, Intersection Delay [s/veh] 28.28
Intersection LOS C
Intersection V/C 0.540
Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.77 51.77 54.48 54.48
I_p,int, Pedestrian LOS Score for Intersection 3.242 3.236 2.709 2.496 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 597 566 788 388 d_b, Bicycle Delay [s] 32.00 33.42 23.89 42.26
I_b,int, Bicycle LOS Score for Intersection 2.655 2.455 2.779 2.033 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
67 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.985
Level Of Service: E
Delay (sec / veh): 61.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 14: Harbor Blvd & Orangewood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 240.0 100.0 100.0 210.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Intersection Setup
68 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 80 1313 125 177 1039 80 245 1145 220 206 300 277 Total 15-Minute Volume [veh/h] 20 328 31 44 260 20 61 286 55 52 75 69 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 80 1313 125 177 1039 80 245 1145 220 206 300 277 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 80 1313 125 177 1039 80 245 1145 220 206 300 277 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
69 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 18 0 0 8 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 13 39 0 17 43 0 38 54 0 20 36 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 5.2 0.0 3.0 5.2 0.0 3.5 5.2 0.0 3.5 5.2 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 74.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
70 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 124.1 656.4 706.2 273.2 403.8 422.6 321.4 871.5 887.8 289.5 151.4 280.8 95th-Percentile Queue Length [veh/ln] 4.97 26.26 28.25 10.93 16.15 16.90 12.86 34.86 35.51 11.58 6.06 11.23 50th-Percentile Queue Length [ft/ln] 68.97 477.2 519.3 167.2 269.2 284.3 204.2 660.7 674.8 179.6 84.14 172.9 50th-Percentile Queue Length [veh/ln] 2.76 19.09 20.77 6.69 10.77 11.37 8.17 26.43 26.99 7.19 3.37 6.92 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E E F E D D E E E E C C
d, Delay for Lane Group [s/veh] 65.82 75.15 87.06 76.01 41.81 44.76 57.99 64.81 71.88 64.42 29.87 33.34 X, volume / capacity 0.79 0.99 0.99 0.99 0.66 0.67 0.89 0.97 0.99 0.94 0.24 0.50 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.24 27.81 39.72 17.55 3.13 6.08 4.16 25.54 32.04 7.90 0.04 0.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.47 0.49 0.04 0.04 0.04 d1, Uniform Delay [s] 60.58 47.35 47.35 58.45 38.68 38.68 53.83 39.27 39.84 56.52 29.83 33.08 c, Capacity [veh/h] 101 962 483 178 1117 566 276 717 678 219 1252 559 s, saturation flow rate [veh/h] 1781 3560 1788 1781 3560 1802 1781 1870 1768 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.27 0.27 0.10 0.21 0.21 0.14 0.37 0.38 0.12 0.08 0.17 g / C, Green / Cycle 0.06 0.27 0.27 0.10 0.31 0.31 0.15 0.38 0.38 0.12 0.35 0.35 g_i, Effective Green Time [s] 7 35 35 13 41 41 20 50 50 16 46 46 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C L C C L C R
Lane Group Calculations
71 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.82 78.38 87.06 76.01 42.65 44.76 57.99 67.60 71.88 64.42 29.87 33.34 Movement LOS E E F E D D E E E E C C
d_A, Approach Delay [s/veh] 78.43 47.34 66.72 40.19
Approach LOS E D E D
d_I, Intersection Delay [s/veh] 61.32
Intersection LOS E
Intersection V/C 0.985
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.027 3.125 2.721 2.833 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 505 566 735 458 d_b, Bicycle Delay [s] 36.34 33.41 25.99 38.62
I_b,int, Bicycle LOS Score for Intersection 2.395 2.272 2.888 2.206 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
72 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.744
Level Of Service: D
Delay (sec / veh): 42.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 15: Clementine St & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 120.0 100.0 100.0 150.0 100.0 100.0 250.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Clementine Street Clementine Street Disney Way Disney Way Intersection Setup
73 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 59 71 38 560 102 70 220 429 82 162 680 520 Total 15-Minute Volume [veh/h] 15 18 10 140 26 18 55 107 21 41 170 130 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 59 71 38 560 102 70 220 429 82 162 680 520 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 59 71 38 560 102 70 220 429 82 162 680 520 Name Clementine Street Clementine Street Disney Way Disney Way Volumes
74 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 7 0 0 18 0 0 19 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 1.5 2.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 13 22 0 27 36 0 21 39 0 32 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
75 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 39.46 66.12 64.31 324.7 90.57 79.72 286.2 125.9 69.94 213.1 313.7 612.5 95th-Percentile Queue Length [veh/ln] 1.58 2.64 2.57 12.99 3.62 3.19 11.45 5.04 2.80 8.53 12.55 24.50 50th-Percentile Queue Length [ft/ln] 21.92 36.73 35.73 206.7 50.32 44.29 177.1 69.98 38.86 122.4 198.3 440.4 50th-Percentile Queue Length [veh/ln] 0.88 1.47 1.43 8.27 2.01 1.77 7.08 2.80 1.55 4.90 7.93 17.62 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D D D D C C E C C D C E
d, Delay for Lane Group [s/veh] 54.81 41.34 41.66 49.31 30.06 30.16 59.34 25.53 24.67 54.40 31.60 57.80 X, volume / capacity 0.29 0.15 0.17 0.88 0.16 0.16 0.87 0.22 0.14 0.79 0.55 0.94 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.76 0.92 1.14 1.61 0.56 0.65 8.91 0.02 0.04 2.63 0.14 19.98 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.04 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.35 d1, Uniform Delay [s] 54.05 40.42 40.52 47.70 29.50 29.51 50.42 25.51 24.63 51.76 31.46 37.82 c, Capacity [veh/h] 205 359 319 636 592 513 253 1917 598 204 1242 555 s, saturation flow rate [veh/h] 3459 1870 1661 3459 1870 1620 1781 5094 1589 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.03 0.03 0.16 0.05 0.05 0.12 0.08 0.05 0.09 0.19 0.33 g / C, Green / Cycle 0.06 0.19 0.19 0.18 0.32 0.32 0.14 0.38 0.38 0.11 0.35 0.35 g_i, Effective Green Time [s] 7 23 23 22 38 38 17 45 45 14 42 42 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C R L C C
Lane Group Calculations
76 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.81 41.41 41.66 49.31 30.07 30.16 59.34 25.53 24.67 54.40 31.60 57.80 Movement LOS D D D D C C E C C D C E
d_A, Approach Delay [s/veh] 46.17 44.80 35.61 44.31
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.41
Intersection LOS D
Intersection V/C 0.744
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.52 49.52 49.52 49.52
I_p,int, Pedestrian LOS Score for Intersection 2.550 2.717 2.927 2.940 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 283 516 566 750 d_b, Bicycle Delay [s] 44.22 33.02 30.83 23.45
I_b,int, Bicycle LOS Score for Intersection 1.698 2.164 1.962 2.309 Bicycle LOS A B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
77 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.765
Level Of Service: C
Delay (sec / veh): 25.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 16: Clementine St & Katella Avenue
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 1
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 150.0 100.0 200.0 180.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 1 1 0 0 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name KCML Clementine Street Katella Avenue Katella Avenue Intersection Setup
78 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 39 65 140 110 225 70 90 2837 177 298 1723 74 Total 15-Minute Volume [veh/h] 10 16 35 28 56 18 23 709 44 75 431 19 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 39 65 140 110 225 70 90 2837 177 298 1723 74 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 39 65 140 110 225 70 90 2837 177 298 1723 74 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
79 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 9 0 0 13 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 7 0
Vehicle Extension [s] 3.0 5.0 0.0 1.5 3.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Split [s] 11 24 0 14 27 0 11 69 0 23 81 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 20.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
80 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 61.89 93.00 223.5 168.5 207.8 199.9 67.51 569.5 637.8 217.8 256.3 278.1 95th-Percentile Queue Length [veh/ln] 2.48 3.72 8.94 6.74 8.31 8.00 2.70 22.78 25.51 8.72 10.25 11.13 50th-Percentile Queue Length [ft/ln] 34.38 51.66 130.0 93.62 118.5 112.8 37.50 404.5 461.6 125.8 154.4 170.9 50th-Percentile Queue Length [veh/ln] 1.38 2.07 5.20 3.74 4.74 4.51 1.50 16.18 18.47 5.04 6.18 6.84 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D E E D D E C C E B B
d, Delay for Lane Group [s/veh] 66.17 54.82 70.75 63.66 53.35 53.75 62.01 21.36 24.66 61.65 11.91 12.57 X, volume / capacity 0.51 0.31 0.78 0.81 0.55 0.57 0.49 0.73 0.74 0.82 0.40 0.40 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 5.20 1.76 14.59 4.45 1.76 2.03 2.04 1.63 4.73 4.64 0.37 1.02 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.23 0.23 0.04 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 60.97 53.06 56.17 59.20 51.59 51.72 59.97 19.73 19.94 57.01 11.54 11.54 c, Capacity [veh/h] 76 210 179 135 273 252 183 3021 1067 363 3295 1177 s, saturation flow rate [veh/h] 1810 1870 1589 1781 1870 1722 3514 5176 1828 3459 5176 1849 (v / s)_i Volume / Saturation Flow Rate 0.02 0.03 0.09 0.06 0.08 0.08 0.03 0.43 0.43 0.09 0.26 0.26 g / C, Green / Cycle 0.04 0.11 0.11 0.08 0.15 0.15 0.05 0.58 0.58 0.10 0.64 0.64 g_i, Effective Green Time [s] 5 15 15 10 19 19 7 76 76 14 83 83 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C L C C L C C
Lane Group Calculations
81 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.17 54.82 70.75 63.66 53.48 53.75 62.01 22.08 24.66 61.65 12.06 12.57 Movement LOS E D E E D D E C C E B B
d_A, Approach Delay [s/veh] 65.78 56.29 23.38 19.13
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 25.91
Intersection LOS C
Intersection V/C 0.765
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.33 54.48 54.48 54.48
I_p,int, Pedestrian LOS Score for Intersection 2.503 2.574 3.465 3.489 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 292 338 984 1169 d_b, Bicycle Delay [s] 47.40 44.88 16.77 11.23
I_b,int, Bicycle LOS Score for Intersection 1.761 1.894 2.840 2.424 Bicycle LOS A A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
82 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.469
Level Of Service: B
Delay (sec / veh): 18.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 17: I-5 SB Off-ramp & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 125.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 Disney Way Disney Way
Intersection Setup
83 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 0 40 597 10 274 0 997 10 150 917 0 Total 15-Minute Volume [veh/h] 5 0 10 149 3 69 0 249 3 38 229 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 20 0 40 597 10 274 0 997 10 150 917 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 20 0 40 597 10 274 0 997 10 150 917 0 Name I-5 Disney Way Disney Way
Volumes
84 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 5 0
Walk [s] 0 0 0 0 0 0 0 10 0 0 10 0
Vehicle Extension [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Split [s] 10 0 0 0 37 0 0 34 0 9 43 0
All red [s] 1.5 0.0 0.0 0.0 2.5 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.2 0.0 0.0 0.0 3.6 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 0 30 30 0
Minimum Green [s] 5 0 0 0 7 0 0 15 0 5 15 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 0 0 0 6 0 0 8 0 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
85 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 19.47 40.17 258.0 258.0 238.9 161.43 165.00 67.85 124.52 95th-Percentile Queue Length [veh/ln] 0.78 1.61 10.32 10.32 9.56 6.46 6.60 2.71 4.98 50th-Percentile Queue Length [ft/ln] 10.82 22.32 155.6 155.7 141.4 89.68 91.67 37.70 69.18 50th-Percentile Queue Length [veh/ln] 0.43 0.89 6.23 6.23 5.66 3.59 3.67 1.51 2.77 Critical Lane Group No Yes No No Yes Yes No No No
Lane Group LOS D D C C C B B B A
d, Delay for Lane Group [s/veh] 41.39 43.16 34.34 34.33 34.64 11.77 12.04 14.30 9.28 X, volume / capacity 0.22 0.48 0.77 0.77 0.78 0.34 0.33 0.36 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.42 1.61 1.25 1.25 1.48 0.48 0.86 2.40 0.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.04 0.04 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 40.97 41.56 33.09 33.08 33.17 11.29 11.18 11.90 9.03 c, Capacity [veh/h] 93 83 392 392 349 1956 1022 417 3030 s, saturation flow rate [veh/h] 1781 1589 1781 1784 1589 3560 1860 608 5094 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.17 0.17 0.17 0.19 0.18 0.25 0.18 g / C, Green / Cycle 0.05 0.05 0.22 0.22 0.22 0.55 0.55 0.60 0.60 g_i, Effective Green Time [s] 5 5 20 20 20 50 50 54 54
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L R L C R C C L C
Lane Group Calculations
86 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 41.39 0.00 43.16 34.33 34.33 34.64 0.00 11.86 12.04 14.30 9.28 0.00 Movement LOS D D C C C B B B A
d_A, Approach Delay [s/veh] 42.57 34.43 11.86 9.99
Approach LOS D C B A
d_I, Intersection Delay [s/veh] 18.40
Intersection LOS B
Intersection V/C 0.469
Other Modes
g_Walk,mi, Effective Walk Time [s] 14.0 14.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 32.14 32.14 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.134 2.223 0.000 0.000 Crosswalk LOS B B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 118 686 644 844 d_b, Bicycle Delay [s] 39.90 19.45 20.72 15.06
I_b,int, Bicycle LOS Score for Intersection 1.560 3.013 2.113 2.146 Bicycle LOS A C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
87 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.909
Level Of Service: D
Delay (sec / veh): 43.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 18: Anaheim Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 220.0 100.0 150.0 350.0 100.0 100.0 200.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Intersection Setup
88 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 248 510 218 520 1710 330 170 1648 338 196 1087 180 Total 15-Minute Volume [veh/h] 62 128 55 130 428 83 43 412 85 49 272 45 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 248 510 218 520 1710 330 170 1648 338 196 1087 180 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 248 510 218 520 1710 330 170 1648 338 196 1087 180 Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Volumes
89 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 14 0 0 10 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 22 0 39 46 0 14 45 0 14 45 0
All red [s] 1.5 1.0 0.0 1.5 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 11.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
90 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 171.2 184.8 237.0 308.2 593.3 319.4 113.9 604.1 346.7 133.1 349.0 184.7 95th-Percentile Queue Length [veh/ln] 6.85 7.39 9.48 12.33 23.73 12.78 4.56 24.17 13.87 5.33 13.96 7.39 50th-Percentile Queue Length [ft/ln] 95.11 102.6 140.0 194.0 424.3 202.7 63.30 433.4 223.9 73.98 225.8 102.6 50th-Percentile Queue Length [veh/ln] 3.80 4.11 5.60 7.76 16.98 8.11 2.53 17.34 8.96 2.96 9.03 4.11 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E D D D D C D D D E C C
d, Delay for Lane Group [s/veh] 56.64 36.27 38.84 50.76 43.45 33.93 54.50 49.89 38.08 55.56 34.56 30.78 X, volume / capacity 0.79 0.38 0.52 0.86 0.96 0.60 0.59 0.94 0.62 0.68 0.62 0.33 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.25 0.21 1.23 2.74 5.15 1.82 1.44 11.63 5.21 2.10 1.67 1.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.13 0.13 0.08 0.13 0.19 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 53.39 36.05 37.60 48.02 38.29 32.10 53.06 38.26 32.87 53.46 32.89 29.17 c, Capacity [veh/h] 315 1348 421 607 1777 555 287 1749 546 288 1749 546 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.10 0.14 0.15 0.34 0.21 0.05 0.32 0.21 0.06 0.21 0.11 g / C, Green / Cycle 0.09 0.27 0.27 0.18 0.35 0.35 0.08 0.34 0.34 0.08 0.34 0.34 g_i, Effective Green Time [s] 11 32 32 21 42 42 10 41 41 10 41 41 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C R L C R
Lane Group Calculations
91 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.64 36.27 38.84 50.76 43.45 33.93 54.50 49.89 38.08 55.56 34.56 30.78 Movement LOS E D D D D C D D D E C C
d_A, Approach Delay [s/veh] 42.02 43.71 48.40 36.91
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 43.50
Intersection LOS D
Intersection V/C 0.909
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.213 3.235 3.278 3.281 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 277 677 660 660 d_b, Bicycle Delay [s] 44.55 26.27 26.94 26.94
I_b,int, Bicycle LOS Score for Intersection 2.096 2.968 2.745 2.364 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
92 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.929
Level Of Service: C
Delay (sec / veh): 33.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 19: Anaheim Blvd & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 200.0 120.0 100.0 100.0 5.00 100.0 100.0 150.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 2 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Intersection Setup
93 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 130 946 590 670 1724 100 40 40 80 440 50 200 Total 15-Minute Volume [veh/h] 33 237 148 168 431 25 10 10 20 110 13 50 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 130 946 590 670 1724 100 40 40 80 440 50 200 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 130 946 590 670 1724 100 40 40 80 440 50 200 Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Volumes
94 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 4 0 0 4 0 0 3 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.0 3.0 0.0 1.0 3.0 0.0 0.0 2.0 0.0 1.0 2.0 0.0 Split [s] 11 37 0 22 48 0 0 15 0 94 16 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 50.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
95 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 146.3 222.6 636.7 302.1 363.7 393.9 35.61 113.84 218.9 119.5 113.8 95th-Percentile Queue Length [veh/ln] 5.86 8.90 25.47 12.09 14.55 15.76 1.42 4.55 8.76 4.78 4.55 50th-Percentile Queue Length [ft/ln] 81.32 129.3 458.1 189.3 237.3 261.4 19.78 63.24 126.6 66.40 63.25 50th-Percentile Queue Length [veh/ln] 3.25 5.17 18.33 7.57 9.49 10.46 0.79 2.53 5.07 2.66 2.53 Critical Lane Group No No Yes Yes No No No Yes Yes No No Lane Group LOS D C F D B C D D D D D
d, Delay for Lane Group [s/veh] 52.27 23.01 67.33 40.52 19.86 22.26 35.79 38.58 43.99 37.45 37.55 X, volume / capacity 0.94 0.50 1.01 0.97 0.69 0.70 0.19 0.60 0.95 0.57 0.58 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.98 0.97 38.90 4.78 2.23 4.50 0.15 1.05 5.24 0.85 0.92 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.04 0.04 0.04 d1, Uniform Delay [s] 41.29 22.04 28.43 35.74 17.63 17.76 35.64 37.53 38.75 36.60 36.63 c, Capacity [veh/h] 139 1878 586 692 1747 892 214 201 461 225 212 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1818 1781 1673 3459 1688 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.19 0.37 0.19 0.34 0.34 0.02 0.07 0.13 0.08 0.08 g / C, Green / Cycle 0.08 0.37 0.37 0.20 0.49 0.49 0.12 0.12 0.13 0.13 0.13 g_i, Effective Green Time [s] 7 33 33 18 44 44 11 11 12 12 12 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90
Lane Group L C R L C C L C L C R
Lane Group Calculations
96 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.27 23.01 67.33 40.52 20.59 22.26 35.79 38.58 38.58 43.99 37.45 37.51 Movement LOS D C F D C C D D D D D D
d_A, Approach Delay [s/veh] 40.99 26.01 37.88 41.64
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 33.52
Intersection LOS C
Intersection V/C 0.929
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 3.272 3.247 2.238 2.776 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 955 222 244 d_b, Bicycle Delay [s] 18.70 12.28 35.57 34.68
I_b,int, Bicycle LOS Score for Intersection 2.476 2.931 1.824 2.698 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
97 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.635
Level Of Service: C
Delay (sec / veh): 20.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 20: Anaheim Blvd & I-5 NB On-ramp / Anaheim Way Intersection Level Of Service Report
Crosswalk No Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Intersection Setup
98 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 352 1228 0 0 2094 160 0 0 0 30 20 468 Total 15-Minute Volume [veh/h] 88 307 0 0 524 40 0 0 0 8 5 117 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 352 1228 0 0 2094 160 0 0 0 30 20 468 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 352 1228 0 0 2094 160 0 0 0 30 20 468 Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Volumes
99 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 7 0 0 0 0 0 6 0
Walk [s] 0 0 0 0 7 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 4.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 27 47 0 0 20 0 0 0 0 0 73 0
All red [s] 1.5 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Amber [s] 3.2 3.9 0.0 0.0 3.9 0.0 0.0 0.0 0.0 0.0 4.3 0.0 Maximum Green [s] 30 30 0 0 30 0 0 0 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 0 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 6 0 0 0 0 0 4 0
Control Type Protec Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
100
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 228.36 150.78 340.99 96.14 55.65 284.6 276.7 95th-Percentile Queue Length [veh/ln] 9.13 6.03 13.64 3.85 2.23 11.39 11.07 50th-Percentile Queue Length [ft/ln] 133.59 83.76 219.50 53.41 30.92 175.9 169.8 50th-Percentile Queue Length [veh/ln] 5.34 3.35 8.78 2.14 1.24 7.04 6.79 Critical Lane Group Yes No Yes No No Yes No
Lane Group LOS D A B B D D D
d, Delay for Lane Group [s/veh] 54.29 5.93 16.49 12.69 39.48 50.73 48.03 X, volume / capacity 0.80 0.33 0.54 0.18 0.14 0.80 0.73 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.42 0.24 0.54 0.42 0.17 5.12 3.20 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 50.87 5.69 15.94 12.26 39.31 45.61 44.83 c, Capacity [veh/h] 440 3727 3880 908 366 292 320
s, saturation flow rate [veh/h] 3459 5094 6792 1589 1816 1446 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.24 0.31 0.10 0.03 0.16 0.15 g / C, Green / Cycle 0.13 0.73 0.57 0.57 0.20 0.20 0.20 g_i, Effective Green Time [s] 15 88 69 69 24 24 24
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120
Lane Group L C C R C C R
Lane Group Calculations
101
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.29 5.93 0.00 0.00 16.49 12.69 0.00 0.00 0.00 39.48 39.48 49.38 Movement LOS D A B B D D D
d_A, Approach Delay [s/veh] 16.70 16.22 0.00 48.43
Approach LOS B B A D
d_I, Intersection Delay [s/veh] 20.23
Intersection LOS C
Intersection V/C 0.635
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 51.32 49.49 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.222 1.988 0.000 Crosswalk LOS F C A F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 685 235 0 1112 d_b, Bicycle Delay [s] 25.93 46.72 59.99 11.83
I_b,int, Bicycle LOS Score for Intersection 2.429 2.489 4.132 1.987 Bicycle LOS B B D A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 4 - - - - - - - - - - - - -
Sequence
102
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.745
Level Of Service: D
Delay (sec / veh): 45.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 21: Anaheim Blvd & Disney Way / Manchester / I-5 Ramps Intersection Level Of Service Report
Crosswalk Yes No Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 230.0 100.0 100.0 300.0 100.0 100.0 150.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 2 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Intersection Setup
103
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 107 1111 10 558 1302 224 549 1054 81 0 706 0 Total 15-Minute Volume [veh/h] 27 278 3 140 326 56 137 264 20 0 177 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 107 1111 10 558 1302 224 549 1054 81 0 706 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 107 1111 10 558 1302 224 549 1054 81 0 706 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Volumes
104
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 10 0 0 43 0 0 0 0
Walk [s] 0 0 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 Split [s] 14 40 0 41 67 0 37 69 0 0 32 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.2 4.0 0.0 3.2 4.0 0.0 3.2 4.0 0.0 0.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 0 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 0 10 0
Lead / Lag Lead - - Lead - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 3 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 150
Signal Coordination Group -
Located in CBD No
Intersection Settings
105
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 207.8 420.4 446.0 404.4 500.7 509.6 400.5 309.3 324.8 342.98 95th-Percentile Queue Length [veh/ln] 8.32 16.82 17.84 16.18 20.03 20.39 16.02 12.38 12.99 13.72 50th-Percentile Queue Length [ft/ln] 118.5 282.6 303.2 269.7 347.8 355.1 266.6 194.9 206.8 221.06 50th-Percentile Queue Length [veh/ln] 4.74 11.31 12.13 10.79 13.91 14.21 10.66 7.80 8.27 8.84 Critical Lane Group No No Yes Yes No No Yes No No Yes
Lane Group LOS F D D E C C E D D E
d, Delay for Lane Group [s/veh] 88.86 40.18 41.82 64.57 30.36 32.26 65.29 35.21 35.63 62.22 X, volume / capacity 0.89 0.57 0.57 0.89 0.60 0.61 0.90 0.44 0.44 0.81 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 19.45 1.83 3.46 4.62 1.59 3.34 4.95 0.23 0.65 2.55 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.15 0.15 0.15 d1, Uniform Delay [s] 69.41 38.35 38.35 59.95 28.77 28.93 60.35 34.98 34.99 59.67 c, Capacity [veh/h] 120 1292 676 627 1698 827 613 1914 670 876 s, saturation flow rate [veh/h] 1781 3560 1861 3459 3560 1734 3459 5094 1783 5094 (v / s)_i Volume / Saturation Flow Rate 0.06 0.21 0.21 0.16 0.29 0.29 0.16 0.17 0.17 0.14 g / C, Green / Cycle 0.07 0.36 0.36 0.18 0.48 0.48 0.18 0.38 0.38 0.17 g_i, Effective Green Time [s] 10 54 54 27 72 72 27 56 56 26 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group L C C L C C L C C C
Lane Group Calculations
106
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 88.86 40.73 41.82 64.57 30.77 32.26 65.29 35.30 35.63 0.00 62.22 0.00 Movement LOS F D D E C C E D D E
d_A, Approach Delay [s/veh] 44.93 39.98 45.09 62.22
Approach LOS D D D E
d_I, Intersection Delay [s/veh] 45.31
Intersection LOS D
Intersection V/C 0.745
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 66.26 0.00 66.26 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.983 0.000 3.169 0.000 Crosswalk LOS C F C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 827 853 360 d_b, Bicycle Delay [s] 44.07 25.80 24.64 50.42
I_b,int, Bicycle LOS Score for Intersection 2.235 2.706 2.254 1.948 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
107
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.029
Level Of Service: E
Delay (sec / veh): 56.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 22: Anaheim Blvd / Haster St & Katella Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.2 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 220.0 100.0 220.0 230.0 100.0 160.0 300. 100. 100. 320. 270.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 1 2 0 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right U-tu Left Thru Righ Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Intersection Setup
108
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 349 864 287 520 570 344 0 254 273 131 518 1393 100 Total 15-Minute Volume [veh/h] 87 216 72 130 143 86 0 64 683 33 130 348 25 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Total Hourly Volume [veh/h] 349 864 287 520 570 344 0 254 273 131 518 1393 100 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Base Volume Input [veh/h] 349 864 287 520 570 344 0 254 273 131 518 1393 100 Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Volumes
109
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 11 0 0 0 13 0 0 16 0
Walk [s] 0 5 0 0 5 0 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 2.0 3.0 2.0 2.0 0.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 Split [s] 16 25 21 22 31 0 0 14 52 0 21 59 0
All red [s] 1.0 1.0 2.0 1.0 1.0 0.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 3.0 4.0 3.0 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 30 30 30 0 0 30 30 0 30 30 0
Minimum Green [s] 7 10 7 7 10 0 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 3 1 6 0 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 110.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
110
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 245.0 344.4 438.3 335.9 214.1 464.7 182.6 823.5 979.1 374.7 292.1 313.8 95th-Percentile Queue Length [veh/ln] 9.80 13.78 17.54 13.44 8.56 18.59 7.31 32.94 39.16 14.99 11.68 12.55 50th-Percentile Queue Length [ft/ln] 145.9 222.2 291.0 215.2 123.1 318.4 101.4 609.3 734.9 240.3 181.6 198.3 50th-Percentile Queue Length [veh/ln] 5.84 8.89 11.64 8.61 4.93 12.74 4.06 24.38 29.40 9.61 7.26 7.93 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D F F D E E F F F C C
d, Delay for Lane Group [s/veh] 65.92 53.48 93.26 62.69 40.76 72.68 60.78 61.00 77.39 82.98 23.16 24.38 X, volume / capacity 0.99 0.97 1.03 1.00 0.50 0.95 0.85 1.02 1.03 1.04 0.47 0.47 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 11.96 4.23 43.73 11.68 0.13 26.82 6.64 24.92 41.31 31.58 0.67 1.89 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.20 0.04 0.04 0.31 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 53.96 49.24 49.53 51.00 40.64 45.86 54.13 36.08 36.08 51.40 22.50 22.50 c, Capacity [veh/h] 352 889 277 519 1143 363 299 2064 735 496 2365 831 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1844 3459 5176 1817 (v / s)_i Volume / Saturation Flow Rate 0.10 0.17 0.18 0.15 0.11 0.21 0.07 0.41 0.41 0.15 0.21 0.21 g / C, Green / Cycle 0.10 0.17 0.17 0.15 0.22 0.22 0.08 0.40 0.40 0.14 0.46 0.46 g_i, Effective Green Time [s] 12 21 21 18 27 27 10 48 48 17 55 55 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C C
Lane Group Calculations
111
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.92 53.48 93.26 62.69 40.76 72.68 60.7 60.7 64.7 77.3 82.98 23.41 24.38 Movement LOS E D F F D E E E E E F C C
d_A, Approach Delay [s/veh] 63.98 56.37 64.97 38.80
Approach LOS E E E D
d_I, Intersection Delay [s/veh] 56.73
Intersection LOS E
Intersection V/C 1.029
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.334 3.152 3.489 3.651 Crosswalk LOS C C C D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 333 433 783 900 d_b, Bicycle Delay [s] 41.67 36.82 22.21 18.15
I_b,int, Bicycle LOS Score for Intersection 2.385 2.348 2.740 2.389 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
112
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.741
Level Of Service: C
Delay (sec / veh): 23.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 23: Haster St & Gene Autry Way
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 110.0 190.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 1 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster St Haster Street Gene Autry Way
Intersection Setup
113
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 4 1358 751 371 1058 3 11 0 6 604 0 418 Total 15-Minute Volume [veh/h] 1 340 188 93 265 1 3 0 2 151 0 105 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 4 1358 751 371 1058 3 11 0 6 604 0 418 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 4 1358 751 371 1058 3 11 0 6 604 0 418 Name Haster St Haster Street Gene Autry Way
Volumes
114
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 14 0 10 0 0 0 8 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 5 0
Vehicle Extension [s] 2.0 3.0 2.0 2.0 3.0 0.0 2.0 3.0 0.0 2.0 3.0 2.0 Split [s] 12 63 14 24 75 0 20 19 0 14 19 24
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.7 4.1 3.7 4.7 4.1 0.0 3.7 4.1 0.0 3.7 4.1 4.7 Maximum Green [s] 30 30 30 30 30 0 10 30 0 30 30 30
Minimum Green [s] 7 10 7 7 10 0 7 10 0 7 10 7
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 1,3
Signal Group 5 2 3 1 6 0 7 4 0 3 8 1
Control Type Protec Permi Overla Protec Permi Permi Split Split Split Split Permi Overla Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 26.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
115
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 5.78 332.8 292.1 227.9 178.5 191.3 23.48 241.68 208.78 95th-Percentile Queue Length [veh/ln] 0.23 13.31 11.69 9.12 7.14 7.65 0.94 9.67 8.35 50th-Percentile Queue Length [ft/ln] 3.21 213.1 181.6 133.2 99.21 106.6 13.04 143.47 119.24 50th-Percentile Queue Length [veh/ln] 0.13 8.53 7.27 5.33 3.97 4.27 0.52 5.74 4.77 Critical Lane Group No No Yes Yes No No Yes No Yes
Lane Group LOS E C A D A A E D C
d, Delay for Lane Group [s/veh] 59.81 20.55 7.93 49.10 9.68 9.98 56.30 48.14 31.55 X, volume / capacity 0.17 0.52 0.61 0.71 0.30 0.30 0.19 0.72 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.25 0.76 2.24 0.67 0.34 0.65 1.00 0.44 0.12 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.11 0.04 0.04 d1, Uniform Delay [s] 58.56 19.79 5.69 48.43 9.34 9.34 55.30 47.70 31.42 c, Capacity [veh/h] 24 2589 1234 523 2301 1207 90 840 935 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1867 901 5188 2813 (v / s)_i Volume / Saturation Flow Rate 0.00 0.27 0.47 0.11 0.20 0.20 0.02 0.12 0.15 g / C, Green / Cycle 0.01 0.51 0.78 0.15 0.65 0.65 0.05 0.16 0.35 g_i, Effective Green Time [s] 2 61 94 18 77 77 5 19 42
l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 0.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C R L C C C L R
Lane Group Calculations
116
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 59.81 20.55 7.93 49.10 9.78 9.98 56.30 56.30 56.30 48.14 0.00 31.55 Movement LOS E C A D A A E E E D C
d_A, Approach Delay [s/veh] 16.14 19.97 56.30 41.35
Approach LOS B B E D
d_I, Intersection Delay [s/veh] 23.11
Intersection LOS C
Intersection V/C 0.741
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.3 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 51.06 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.229 1.742 3.002 Crosswalk LOS F C A C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 965 1165 232 155 d_b, Bicycle Delay [s] 16.07 10.46 46.91 51.06
I_b,int, Bicycle LOS Score for Intersection 2.722 2.347 1.588 1.560 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
117
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.887
Level Of Service: D
Delay (sec / veh): 42.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 24: Haster St & Orangewood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster St Haster St Orangewood Ave Orangewood Ave
Intersection Setup
118
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 150 1380 90 154 1170 274 588 1020 186 110 223 171 Total 15-Minute Volume [veh/h] 38 345 23 39 293 69 147 255 47 28 56 43 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 150 1380 90 154 1170 274 588 1020 186 110 223 171 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 150 1380 90 154 1170 274 588 1020 186 110 223 171 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
119
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 5 0 0 9 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 4.5 0.0 2.0 4.5 0.0 2.0 3.0 0.0 Split [s] 13 30 0 13 30 0 21 36 0 11 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 81.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
120
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 153.6 455.6 508.2 159.4 320.3 238.2 261.7 527.8 556.5 52.58 86.59 141.9 95th-Percentile Queue Length [veh/ln] 6.15 18.22 20.33 6.38 12.81 9.53 10.47 21.12 22.26 2.10 3.46 5.68 50th-Percentile Queue Length [ft/ln] 85.37 311.0 353.9 88.59 203.4 140.8 158.5 370.1 393.7 29.21 48.11 78.87 50th-Percentile Queue Length [veh/ln] 3.41 12.44 14.16 3.54 8.14 5.64 6.34 14.81 15.75 1.17 1.92 3.15 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D E D C C D D D D C C
d, Delay for Lane Group [s/veh] 43.88 48.39 58.60 44.68 33.85 32.94 37.64 43.42 49.97 40.40 27.65 29.68 X, volume / capacity 0.84 0.94 0.94 0.86 0.79 0.59 0.90 0.91 0.94 0.44 0.26 0.44 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.07 17.18 27.38 4.77 4.41 5.54 1.94 16.02 22.05 0.44 0.16 0.79 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.43 0.45 0.04 0.11 0.11 d1, Uniform Delay [s] 39.81 31.21 31.22 39.90 29.44 27.40 35.70 27.40 27.92 39.96 27.50 28.88 c, Capacity [veh/h] 178 1033 526 178 1478 461 652 671 636 252 866 387 s, saturation flow rate [veh/h] 1781 3560 1812 1781 5094 1589 3459 1870 1773 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.08 0.27 0.27 0.09 0.23 0.17 0.17 0.32 0.34 0.03 0.06 0.11 g / C, Green / Cycle 0.10 0.29 0.29 0.10 0.29 0.29 0.19 0.36 0.36 0.07 0.24 0.24 g_i, Effective Green Time [s] 9 26 26 9 26 26 17 32 32 7 22 22 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C R L C C L C R
Lane Group Calculations
121
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.88 51.39 58.60 44.68 33.85 32.94 37.64 46.07 49.97 40.40 27.65 29.68 Movement LOS D D E D C C D D D D C C
d_A, Approach Delay [s/veh] 51.10 34.73 43.71 31.12
Approach LOS D C D C
d_I, Intersection Delay [s/veh] 42.13
Intersection LOS D
Intersection V/C 0.887
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 3.023 3.180 2.933 2.840 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 544 544 678 455 d_b, Bicycle Delay [s] 23.84 23.84 19.67 26.84
I_b,int, Bicycle LOS Score for Intersection 2.451 2.439 3.040 1.975 Bicycle LOS B B C A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
122
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.975
Level Of Service: D
Delay (sec / veh): 44.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 25: Manchester Ave / I-5 SB Ramps & Katella Ave Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 90.00 100.0 100.0 100.0 100.0 100.0 160.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 Manchester Avenue Katella Avenue Katella Avenue Intersection Setup
123
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 195 0 810 430 598 20 0 1571 1398 520 1965 0 Total 15-Minute Volume [veh/h] 49 0 203 108 150 5 0 393 350 130 491 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 195 0 810 430 598 20 0 1571 1398 520 1965 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 195 0 810 430 598 20 0 1571 1398 520 1965 0 Name I-5 Manchester Avenue Katella Avenue Katella Avenue Volumes
124
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 1 0 0 5 5 0 4 0
Walk [s] 0 0 0 0 5 0 0 7 7 0 7 0
Vehicle Extension [s] 3.0 0.0 0.0 0.0 3.0 0.0 0.0 4.0 4.0 3.0 4.0 0.0 Split [s] 37 0 0 0 25 0 0 35 35 23 58 0
All red [s] 1.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 0.0 0.0 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 0 0 5 0 0 10 10 5 10 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups 5,8
Signal Group 5 0 0 0 6 0 0 8 8 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 66.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
125
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 207.1 523.1 523.1 256.1 368.5 22.80 472.70 651.58 309.32 405.81 95th-Percentile Queue Length [veh/ln] 8.29 20.92 20.92 10.25 14.74 0.91 18.91 26.06 12.37 16.23 50th-Percentile Queue Length [ft/ln] 118.0 366.1 366.1 154.3 241.1 12.67 324.90 473.21 194.85 270.85 50th-Percentile Queue Length [veh/ln] 4.72 14.65 14.65 6.17 9.65 0.51 13.00 18.93 7.79 10.83 Critical Lane Group No Yes No No Yes No No Yes Yes No
Lane Group LOS D E E D E D E C D C
d, Delay for Lane Group [s/veh] 35.89 67.72 67.72 48.12 58.27 41.41 58.69 33.42 51.11 26.42 X, volume / capacity 0.39 0.93 0.93 0.71 0.96 0.07 0.95 0.91 0.85 0.63 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.50 25.35 25.35 1.53 9.24 0.10 13.63 8.11 3.33 1.00 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.43 0.43 0.11 0.11 0.11 0.50 0.40 0.11 0.50 d1, Uniform Delay [s] 35.39 42.37 42.37 46.59 49.03 41.31 45.06 25.31 47.79 25.43 c, Capacity [veh/h] 497 437 437 608 625 284 1647 1532 614 3103 s, saturation flow rate [veh/h] 1810 1589 1589 3459 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.11 0.25 0.25 0.12 0.17 0.01 0.23 0.49 0.15 0.28 g / C, Green / Cycle 0.27 0.27 0.27 0.18 0.18 0.18 0.24 0.55 0.18 0.45 g_i, Effective Green Time [s] 33 33 33 21 21 21 29 66 21 54 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R C R L C
Lane Group Calculations
126
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.89 0.00 67.72 48.12 58.27 41.41 0.00 58.69 33.42 51.11 26.42 0.00 Movement LOS D E D E D E C D C
d_A, Approach Delay [s/veh] 61.55 53.79 46.79 31.59
Approach LOS E D D C
d_I, Intersection Delay [s/veh] 44.71
Intersection LOS D
Intersection V/C 0.975
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.52 49.52 51.36 0.00
I_p,int, Pedestrian LOS Score for Intersection 3.000 2.518 3.484 0.000 Crosswalk LOS C B C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 528 335 500 883 d_b, Bicycle Delay [s] 32.50 41.60 33.77 18.72
I_b,int, Bicycle LOS Score for Intersection 3.218 2.424 2.784 2.585 Bicycle LOS C B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
127
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.927
Level Of Service: C
Delay (sec / veh): 31.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 26: Anaheim Way & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Intersection Setup
128
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 758 488 630 0 0 0 40 2705 0 0 1928 446 Total 15-Minute Volume [veh/h] 190 122 158 0 0 0 10 676 0 0 482 112 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 758 488 630 0 0 0 40 2705 0 0 1928 446 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 758 488 630 0 0 0 40 2705 0 0 1928 446 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 1 0 0 0 0 0 4 0 0 3 0
Walk [s] 0 5 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 90 0 0 0 0 10 30 0 0 20 0
All red [s] 0.0 2.0 0.0 0.0 0.0 0.0 1.5 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 4.3 0.0 0.0 0.0 0.0 3.2 3.9 0.0 0.0 3.9 0.0 Maximum Green [s] 0 30 0 0 0 0 30 30 0 0 30 0
Minimum Green [s] 0 5 0 0 0 0 5 10 0 0 10 0
Lead / Lag - - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 0 0 3 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 98.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
130
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 282. 282. 186. 608. 27.68 632.30 360.2 387.7 389.2 95th-Percentile Queue Length [veh/ln] 11.3 11.3 7.45 24.3 1.11 25.29 14.41 15.51 15.57 50th-Percentile Queue Length [ft/ln] 174. 174. 103. 436. 15.38 457.00 234.6 256.4 257.6 50th-Percentile Queue Length [veh/ln] 6.98 6.98 4.14 17.4 0.62 18.28 9.39 10.26 10.31 Critical Lane Group No No No Yes No Yes No No No
Lane Group LOS C C B D E C C D D
d, Delay for Lane Group [s/veh] 20.6 20.6 18.9 36.0 57.57 34.44 31.29 36.07 36.35 X, volume / capacity 0.44 0.44 0.31 0.90 0.31 0.89 0.62 0.65 0.66 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.35 0.35 0.11 7.69 1.34 4.24 1.11 5.35 5.53 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.19 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 20.3 20.3 18.8 28.3 56.23 30.21 30.18 30.72 30.81 c, Capacity [veh/h] 862 862 156 700 129 3053 2573 608 602 s, saturation flow rate [veh/h] 178 178 324 144 3459 6792 6792 1604 1589 (v / s)_i Volume / Saturation Flow Rate 0.21 0.21 0.15 0.44 0.01 0.40 0.23 0.25 0.25 g / C, Green / Cycle 0.48 0.48 0.48 0.48 0.04 0.45 0.38 0.38 0.38 g_i, Effective Green Time [s] 58 58 58 58 4 54 45 45 45 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C C C L C C C R
Lane Group Calculations
131
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 20.65 18.93 36.00 0.00 0.00 0.00 57.57 34.44 0.00 0.00 31.36 36.31 Movement LOS C B D E C C D
d_A, Approach Delay [s/veh] 25.36 0.00 34.78 32.93
Approach LOS C A C C
d_I, Intersection Delay [s/veh] 31.62
Intersection LOS C
Intersection V/C 0.927
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.49 49.49 0.00 51.32
I_p,int, Pedestrian LOS Score for Intersection 2.679 2.382 0.000 3.538 Crosswalk LOS B B F D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1395 0 402 235 d_b, Bicycle Delay [s] 5.48 59.99 38.31 46.72
I_b,int, Bicycle LOS Score for Intersection 2.333 4.132 2.692 2.343 Bicycle LOS B D B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
132
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.559
Level Of Service: C
Delay (sec / veh): 21.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 27: I-5 HOV Ramps & Gene Autry Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Intersection Setup
133
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 0 0 80 730 0 50 50 830 15 100 500 190 Total 15-Minute Volume [veh/h] 0 0 20 183 0 13 13 208 4 25 125 48 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 0 0 80 730 0 50 50 830 15 100 500 190 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 0 0 80 730 0 50 50 830 15 100 500 190 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 7 0
Walk [s] 0 0 0 0 0 0 0 4 0 0 4 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Split [s] 20 20 0 49 49 0 10 32 0 0 41 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.7 4.7 0.0 4.7 4.7 0.0 3.2 4.3 0.0 3.2 4.3 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 7 0 7 7 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 5 0 1 1 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
135
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 0.00 23.96 23.96 203.3 203.3 22.45 33.20 151.4 163.1 29.98 117.3 114.0 95th-Percentile Queue Length [veh/ln] 0.00 0.96 0.96 8.13 8.13 0.90 1.33 6.06 6.52 1.20 4.69 4.56 50th-Percentile Queue Length [ft/ln] 0.00 13.31 13.31 115.3 115.3 12.47 18.44 84.14 90.61 16.66 65.20 63.36 50th-Percentile Queue Length [veh/ln] 0.00 0.53 0.53 4.61 4.61 0.50 0.74 3.37 3.62 0.67 2.61 2.53 Critical Lane Group No Yes No Yes No No No No Yes Yes No No Lane Group LOS A C C C C B C C C C B B
d, Delay for Lane Group [s/veh] 0.00 25.44 25.44 22.24 22.24 16.61 29.43 21.38 22.26 26.32 18.90 19.61 X, volume / capacity 0.00 0.22 0.22 0.73 0.73 0.11 0.40 0.61 0.61 0.30 0.47 0.48 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.00 0.62 0.62 2.13 2.13 0.11 2.03 0.96 1.85 0.49 0.48 1.11 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.15 0.15 0.11 0.15 0.15 d1, Uniform Delay [s] 0.00 24.82 24.82 20.12 20.12 16.50 27.40 20.41 20.42 25.83 18.42 18.50 c, Capacity [veh/h] 205 180 180 497 497 451 126 907 472 336 1007 459 s, saturation flow rate [veh/h] 1810 1589 1589 1781 1781 1615 1810 3618 1883 3459 3618 1649 (v / s)_i Volume / Saturation Flow Rate 0.00 0.03 0.03 0.20 0.20 0.03 0.03 0.15 0.15 0.03 0.13 0.13 g / C, Green / Cycle 0.11 0.11 0.11 0.28 0.28 0.28 0.07 0.25 0.25 0.10 0.28 0.28 g_i, Effective Green Time [s] 7 7 7 17 17 17 4 15 15 6 17 17 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 61 61 61 61 61 61 61 61 61 61 61 61 Lane Group L C R L C R L C C L C C
Lane Group Calculations
136
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 25.44 25.44 22.24 22.24 16.61 29.43 21.67 22.26 26.32 18.94 19.61 Movement LOS A C C C C B C C C C B B
d_A, Approach Delay [s/veh] 25.44 21.88 22.11 20.04
Approach LOS C C C C
d_I, Intersection Delay [s/veh] 21.50
Intersection LOS C
Intersection V/C 0.559
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 23.19 23.19 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.321 2.363 0.000 0.000 Crosswalk LOS B B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 978 978 978 978 d_b, Bicycle Delay [s] 8.00 8.00 8.00 8.00
I_b,int, Bicycle LOS Score for Intersection 1.692 2.847 2.052 1.994 Bicycle LOS A C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 5 7 8 - - - - - - - - - - - -
Ring 1 1 - 3 4 - - - - - - - - - - - -
Sequence
137
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.661
Level Of Service: D
Delay (sec / veh): 41.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 28: Walnut St & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 120.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Walnut St Walnut St Cerritos Ave
Intersection Setup
138
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 110 290 410 260 390 440
Total 15-Minute Volume [veh/h] 28 73 103 65 98 110
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 110 290 410 260 390 440
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 110 290 410 260 390 440
Name Walnut St Walnut St Cerritos Ave
Volumes
139
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 1 0 1 0
Walk [s] 0 0 7 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 0 19 29 0 72 0
All red [s] 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 0.0 4.0 4.0 0.0 4.0 0.0
Maximum Green [s] 0 30 30 0 30 0
Minimum Green [s] 0 6 6 0 4 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 0 2 6 0 8 0
Control Type Split Split Split Split Split Split
Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
140
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 221.36 208.77 352.72 370.43 389.74 475.70 95th-Percentile Queue Length [veh/ln] 8.85 8.35 14.11 14.82 15.59 19.03 50th-Percentile Queue Length [ft/ln] 128.43 119.23 228.71 242.69 258.02 327.34 50th-Percentile Queue Length [veh/ln] 5.14 4.77 9.15 9.71 10.32 13.09 Critical Lane Group Yes No No Yes No Yes
Lane Group LOS D D D D D D
d, Delay for Lane Group [s/veh] 35.63 35.71 41.08 45.08 38.43 45.80 X, volume / capacity 0.39 0.38 0.61 0.69 0.71 0.90
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.08 2.19 4.87 7.75 1.71 6.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 33.55 33.51 36.21 37.33 36.72 39.65 c, Capacity [veh/h] 539 503 553 486 549 490
s, saturation flow rate [veh/h] 1822 1702 1870 1645 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.18 0.20 0.22 0.28 g / C, Green / Cycle 0.30 0.30 0.30 0.30 0.31 0.31
g_i, Effective Green Time [s] 35 35 35 35 37 37
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120
Lane Group C C C C L R
Lane Group Calculations
141
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.63 35.68 41.81 45.08 38.43 45.80 Movement LOS D D D D D D
d_A, Approach Delay [s/veh] 35.67 43.08 42.34
Approach LOS D D D
d_I, Intersection Delay [s/veh] 41.19
Intersection LOS D
Intersection V/C 0.661
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.48 0.00 49.48
I_p,int, Pedestrian LOS Score for Intersection 2.450 0.000 2.437 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 233 400 1117 d_b, Bicycle Delay [s] 46.79 38.37 11.68
I_b,int, Bicycle LOS Score for Intersection 1.890 2.112 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - - - - - - - - - - - - - -
Ring 1 2 6 8 - - - - - - - - - - - - -
Sequence
142
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.917
Level Of Service: E
Delay (sec / veh): 57.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 29: Walnut St & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 150.0 100.0 150.0 200.0 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Katella Ave Katella Ave
Intersection Setup
143
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 10 10 0 950 10 180 250 2699 0 30 770 230 Total 15-Minute Volume [veh/h] 3 3 0 238 3 45 63 675 0 8 193 58 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 10 10 0 950 10 180 250 2699 0 30 770 230 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 10 10 0 950 10 180 250 2699 0 30 770 230 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 0 0 0 3 0 0 5 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 20 0 0 27 0 16 60 0 13 57 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 4.4 0.0 4.4 4.4 0.0 4.4 4.4 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 104.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
145
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 26.89 547.6 546.9 188.8 306.2 1064. 1169. 42.11 315.6 310.7 95th-Percentile Queue Length [veh/ln] 1.08 21.90 21.88 7.55 12.25 42.58 46.80 1.68 12.63 12.43 50th-Percentile Queue Length [ft/ln] 14.94 386.4 385.8 104.9 192.5 795.3 884.0 23.40 199.7 195.9 50th-Percentile Queue Length [veh/ln] 0.60 15.46 15.43 4.20 7.70 31.81 35.36 0.94 7.99 7.84 Critical Lane Group Yes Yes No No No Yes No Yes No No
Lane Group LOS E D D C D F F E C C
d, Delay for Lane Group [s/veh] 55.77 53.87 53.73 33.63 54.24 66.93 74.83 57.53 31.67 33.55 X, volume / capacity 0.24 0.91 0.91 0.38 0.87 1.05 1.05 0.34 0.53 0.53 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 13.27 13.15 0.19 5.09 35.40 43.30 2.32 1.54 3.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.26 0.26 0.04 0.06 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 55.23 40.60 40.58 33.44 49.16 31.53 31.53 55.21 30.13 30.20 c, Capacity [veh/h] 84 529 530 472 287 1690 888 87 1291 602 s, saturation flow rate [veh/h] 1824 1781 1783 1589 1781 3560 1870 1781 3560 1660 (v / s)_i Volume / Saturation Flow Rate 0.01 0.27 0.27 0.11 0.14 0.50 0.50 0.02 0.19 0.19 g / C, Green / Cycle 0.05 0.30 0.30 0.30 0.16 0.48 0.48 0.05 0.36 0.36 g_i, Effective Green Time [s] 5 36 36 36 19 57 57 6 44 44 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group C L C R L C C L C C
Lane Group Calculations
146
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.77 55.77 55.77 53.80 53.73 33.63 54.24 69.65 74.83 57.53 31.89 33.55 Movement LOS E E E D D C D F E E C C
d_A, Approach Delay [s/veh] 55.77 50.62 68.35 33.01
Approach LOS E D E C
d_I, Intersection Delay [s/veh] 57.28
Intersection LOS E
Intersection V/C 0.917
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.51 49.51 0.00 49.51
I_p,int, Pedestrian LOS Score for Intersection 1.758 2.631 0.000 3.259 Crosswalk LOS A B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 257 360 910 860 d_b, Bicycle Delay [s] 45.60 40.35 17.83 19.50
I_b,int, Bicycle LOS Score for Intersection 1.593 3.441 3.182 2.126 Bicycle LOS A C C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 2 - 3 4 - - - - - - - - - - - -
Sequence
147
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.783
Level Of Service: D
Delay (sec / veh): 40.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 30: Euclid St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 190.0 100.0 100.0 190.0 100.0 100.0 185.0 100.0 100.0 200.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 0 2 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Euclid St Euclid St Ball Rd Ball Rd
Intersection Setup
148
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 150 1320 210 240 1250 130 230 986 160 360 663 80 Total 15-Minute Volume [veh/h] 38 330 53 60 313 33 58 247 40 90 166 20 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 150 1320 210 240 1250 130 230 986 160 360 663 80 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 150 1320 210 240 1250 130 230 986 160 360 663 80 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 11 0 0 12 0 0 14 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 40 0 15 40 0 18 40 0 25 47 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 28.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
150
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 98.94 485.3 498.6 165.3 421.9 437.2 157.9 408.4 420.1 231.9 247.8 249.2 95th-Percentile Queue Length [veh/ln] 3.96 19.41 19.95 6.61 16.88 17.49 6.32 16.34 16.80 9.28 9.91 9.97 50th-Percentile Queue Length [ft/ln] 54.97 335.1 346.1 91.87 283.8 296.1 87.74 273.0 282.3 136.2 148.0 149.0 50th-Percentile Queue Length [veh/ln] 2.20 13.41 13.84 3.67 11.35 11.85 3.51 10.92 11.29 5.45 5.92 5.96 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D E C D E D D D C C
d, Delay for Lane Group [s/veh] 53.13 35.68 39.45 56.47 32.98 35.48 56.21 43.66 48.52 53.97 34.30 34.70 X, volume / capacity 0.49 0.75 0.75 0.77 0.67 0.67 0.75 0.82 0.82 0.82 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.91 3.78 7.53 3.02 2.57 5.06 2.76 2.18 7.04 2.87 0.37 0.75 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.50 0.50 0.08 0.50 0.50 0.08 0.13 0.22 0.08 0.13 0.13 d1, Uniform Delay [s] 52.22 31.90 31.92 53.45 30.41 30.42 53.45 41.48 41.48 51.10 33.93 33.95 c, Capacity [veh/h] 305 1372 671 312 1379 690 307 941 460 439 1078 536 s, saturation flow rate [veh/h] 3459 3560 1742 3459 3560 1781 3459 3560 1739 3459 3560 1769 (v / s)_i Volume / Saturation Flow Rate 0.04 0.29 0.29 0.07 0.26 0.26 0.07 0.22 0.22 0.10 0.14 0.14 g / C, Green / Cycle 0.09 0.39 0.39 0.09 0.39 0.39 0.09 0.26 0.26 0.13 0.30 0.30 g_i, Effective Green Time [s] 11 46 46 11 47 47 11 32 32 15 36 36 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
151
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.13 36.52 39.45 56.47 33.64 35.48 56.21 44.73 48.52 53.97 34.40 34.70 Movement LOS D D D E C D E D D D C C
d_A, Approach Delay [s/veh] 38.37 37.17 47.09 40.81
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 40.57
Intersection LOS D
Intersection V/C 0.783
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.54 49.54 49.54 49.54
I_p,int, Pedestrian LOS Score for Intersection 3.160 3.135 3.022 3.049 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 575 575 575 691 d_b, Bicycle Delay [s] 30.50 30.50 30.50 25.71
I_b,int, Bicycle LOS Score for Intersection 2.484 2.451 2.316 2.166 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
152
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.929
Level Of Service: D
Delay (sec / veh): 45.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 31: Euclid St & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Euclid St Euclid St Katella Ave Katella Ave
Intersection Setup
153
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 120 890 250 370 1450 250 220 2019 170 250 550 180 Total 15-Minute Volume [veh/h] 30 223 63 93 363 63 55 505 43 63 138 45 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 120 890 250 370 1450 250 220 2019 170 250 550 180 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 120 890 250 370 1450 250 220 2019 170 250 550 180 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 12 0 0 11 0 0 12 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 12 33 0 18 39 0 14 56 0 13 55 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 118.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
155
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 80.06 329.0 298.3 240.4 565.0 272.2 149.1 682.6 837.1 184.4 151.8 150.4 95th-Percentile Queue Length [veh/ln] 3.20 13.16 11.93 9.62 22.60 10.89 5.97 27.31 33.49 7.38 6.08 6.02 50th-Percentile Queue Length [ft/ln] 44.48 210.1 186.4 142.5 400.8 166.4 82.85 499.4 631.1 102.4 84.38 83.60 50th-Percentile Queue Length [veh/ln] 1.78 8.41 7.46 5.70 16.03 6.66 3.31 19.98 25.25 4.10 3.38 3.34 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS D D D E E D E C E E C C
d, Delay for Lane Group [s/veh] 54.97 44.79 48.30 56.00 56.68 39.41 55.42 34.54 55.99 64.57 22.60 22.79 X, volume / capacity 0.53 0.71 0.64 0.92 0.96 0.53 0.76 0.95 0.96 0.96 0.26 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.71 3.44 7.80 3.58 15.21 4.21 1.58 1.59 22.66 9.24 0.02 0.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.44 0.04 0.04 0.04 d1, Uniform Delay [s] 54.26 41.35 40.50 52.42 41.47 35.20 53.84 32.95 33.33 55.33 22.58 22.71 c, Capacity [veh/h] 227 1252 391 404 1512 472 288 1527 771 260 2143 669 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 3560 1797 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.17 0.16 0.11 0.28 0.16 0.06 0.41 0.41 0.07 0.11 0.11 g / C, Green / Cycle 0.07 0.25 0.25 0.12 0.30 0.30 0.08 0.43 0.43 0.08 0.42 0.42 g_i, Effective Green Time [s] 8 29 29 14 36 36 10 52 52 9 51 51 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
156
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.97 44.79 48.30 56.00 56.68 39.41 55.42 40.62 55.99 64.57 22.60 22.79 Movement LOS D D D E E D E D E E C C
d_A, Approach Delay [s/veh] 46.46 54.47 43.05 33.34
Approach LOS D D D C
d_I, Intersection Delay [s/veh] 45.79
Intersection LOS D
Intersection V/C 0.929
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.204 3.228 3.146 3.257 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 567 850 833 d_b, Bicycle Delay [s] 35.27 30.82 19.84 20.42
I_b,int, Bicycle LOS Score for Intersection 2.253 2.698 2.885 2.099 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
157
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.665
Level Of Service: D
Delay (sec / veh): 36.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 32: Harbor Blvd & Vermont Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 135.0 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Intersection Setup
158
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 80 749 140 100 2109 30 20 120 150 140 70 40 Total 15-Minute Volume [veh/h] 20 187 35 25 527 8 5 30 38 35 18 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 80 749 140 100 2109 30 20 120 150 140 70 40 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 80 749 140 100 2109 30 20 120 150 140 70 40 Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Volumes
159
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 5 0 0 29 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 3.0 0.0 1.5 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 12 66 0 12 66 0 0 42 0 0 42 0
All red [s] 1.0 2.0 0.0 1.0 2.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 4.0 4.8 0.0 4.0 4.8 0.0 0.0 4.4 0.0 0.0 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 116.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
160
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 110.6 147.8 148.8 143.4 400.1 427.0 24.75 325.95 468.38 130.27 95th-Percentile Queue Length [veh/ln] 4.43 5.91 5.95 5.74 16.01 17.08 0.99 13.04 18.74 5.21 50th-Percentile Queue Length [ft/ln] 61.46 82.12 82.66 79.69 266.3 287.8 13.75 207.76 260.21 72.37 50th-Percentile Queue Length [veh/ln] 2.46 3.28 3.31 3.19 10.65 11.52 0.55 8.31 10.41 2.89 Critical Lane Group Yes No No No No Yes No Yes No No
Lane Group LOS E A A E B B D D F D
d, Delay for Lane Group [s/veh] 57.72 9.32 9.64 61.35 13.51 14.64 47.58 53.17 476.14 42.83 X, volume / capacity 0.69 0.26 0.26 0.84 0.61 0.61 0.09 0.85 1.91 0.33 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.77 0.27 0.57 5.97 1.21 2.32 0.19 6.11 418.94 0.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 54.95 9.05 9.06 55.38 12.31 12.32 47.39 47.06 57.20 42.24 c, Capacity [veh/h] 115 2299 1113 119 2306 1202 212 319 73 330 s, saturation flow rate [veh/h] 1781 3560 1724 1781 3560 1857 1283 1703 1211 1757 (v / s)_i Volume / Saturation Flow Rate 0.04 0.17 0.17 0.06 0.39 0.40 0.02 0.16 0.12 0.06 g / C, Green / Cycle 0.06 0.65 0.65 0.07 0.65 0.65 0.19 0.19 0.19 0.19 g_i, Effective Green Time [s] 8 78 78 8 78 78 22 22 22 22 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C L C
Lane Group Calculations
161
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.72 9.39 9.64 61.35 13.89 14.64 47.58 53.17 53.17 476.1 42.83 42.83 Movement LOS E A A E B B D D D F D D
d_A, Approach Delay [s/veh] 13.41 16.02 52.78 285.49
Approach LOS B B D F
d_I, Intersection Delay [s/veh] 36.16
Intersection LOS D
Intersection V/C 0.665
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.50 49.50 49.50 49.50
I_p,int, Pedestrian LOS Score for Intersection 3.162 3.061 2.107 2.152 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 987 987 610 625 d_b, Bicycle Delay [s] 15.40 15.40 28.98 28.36
I_b,int, Bicycle LOS Score for Intersection 2.093 2.791 2.038 1.972 Bicycle LOS B C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 4 - - - - - - - - - - - - -
Sequence
162
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 21: 21 Future with Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.741
Level Of Service: D
Delay (sec / veh): 41.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Walnut St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Ball Rd Ball Road
Intersection Setup
3 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 290 340 330 70 270 80 50 725 100 400 1207 30 Total 15-Minute Volume [veh/h] 73 85 83 18 68 20 13 181 25 100 302 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 290 340 330 70 270 80 50 725 100 400 1207 30 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 290 340 330 70 270 80 50 725 100 400 1207 30 Name Walnut St Walnut St Ball Rd Ball Road
Volumes
4 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No Yes No Yes
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 6 0 0 9 0 0 6 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 25 31 0 14 20 0 14 24 0 51 61 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 49.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
5 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 382.7 395.9 438.0 96.26 238.7 231.2 68.43 269.1 276.1 467.5 296.7 312.1 95th-Percentile Queue Length [veh/ln] 15.31 15.84 17.52 3.85 9.55 9.25 2.74 10.76 11.05 18.70 11.87 12.49 50th-Percentile Queue Length [ft/ln] 252.4 262.9 296.8 53.48 141.2 135.7 38.02 164.0 169.4 320.7 185.1 197.0 50th-Percentile Queue Length [veh/ln] 10.10 10.52 11.87 2.14 5.65 5.43 1.52 6.56 6.78 12.83 7.41 7.88 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS E D E E E E E C C E B C
d, Delay for Lane Group [s/veh] 66.97 52.51 68.82 56.40 57.45 58.84 56.15 33.29 34.76 55.19 19.93 20.70 X, volume / capacity 0.94 0.81 0.92 0.54 0.77 0.79 0.44 0.47 0.47 0.94 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 18.03 8.51 23.39 2.61 6.49 7.74 1.98 1.35 2.77 10.32 0.83 1.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.17 0.27 0.34 0.08 0.13 0.13 0.08 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 48.94 43.99 45.43 53.78 50.96 51.10 54.17 31.94 32.00 44.87 19.11 19.11 c, Capacity [veh/h] 310 422 359 129 232 215 114 1173 579 426 1797 932 s, saturation flow rate [veh/h] 1781 1870 1589 1781 1870 1727 1781 3560 1757 1781 3560 1847 (v / s)_i Volume / Saturation Flow Rate 0.16 0.18 0.21 0.04 0.10 0.10 0.03 0.15 0.16 0.22 0.23 0.23 g / C, Green / Cycle 0.17 0.23 0.23 0.07 0.12 0.12 0.06 0.33 0.33 0.24 0.50 0.50 g_i, Effective Green Time [s] 21 27 27 9 15 15 8 40 40 29 61 61 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
6 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.97 52.51 68.82 56.40 57.91 58.84 56.15 33.64 34.76 55.19 20.18 20.70 Movement LOS E D E E E E E C C E C C
d_A, Approach Delay [s/veh] 62.48 57.84 35.06 28.75
Approach LOS E E D C
d_I, Intersection Delay [s/veh] 41.63
Intersection LOS D
Intersection V/C 0.741
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.37 51.37 51.37 51.37
I_p,int, Pedestrian LOS Score for Intersection 2.652 2.479 2.951 2.994 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 441 258 325 941 d_b, Bicycle Delay [s] 36.46 45.53 42.11 16.83
I_b,int, Bicycle LOS Score for Intersection 2.352 1.906 2.041 2.460 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
7 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.549
Level Of Service: C
Delay (sec / veh): 23.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Flore St / West Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 50.00 100.0 100.0 100.0 100.0 100.0 180.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Place Flore Street Ball Road Ball Road
Intersection Setup
8 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 42 0 280 20 0 0 20 1163 42 182 1694 50 Total 15-Minute Volume [veh/h] 11 0 70 5 0 0 5 291 11 46 424 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 42 0 280 20 0 0 20 1163 42 182 1694 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 42 0 280 20 0 0 20 1163 42 182 1694 50 Name West Place Flore Street Ball Road Ball Road
Volumes
9 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 4 0 0 7 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 2.0 0.0 3.0 2.0 0.0 Split [s] 0 89 0 0 89 0 12 49 0 32 69 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
10 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 70.43 466.15 42.75 0.00 41.69 315.1 327.8 328.2 368.0 385.8 95th-Percentile Queue Length [veh/ln] 2.82 18.65 1.71 0.00 1.67 12.61 13.11 13.13 14.72 15.43 50th-Percentile Queue Length [ft/ln] 39.13 319.56 23.75 0.00 23.16 199.3 209.2 209.5 240.8 254.8 50th-Percentile Queue Length [veh/ln] 1.57 12.78 0.95 0.00 0.93 7.97 8.37 8.38 9.63 10.20 Critical Lane Group No Yes No No Yes No No No No Yes
Lane Group LOS E E F A F B B F B B
d, Delay for Lane Group [s/veh] 58.90 76.72 88.73 0.00 84.47 16.68 17.12 82.50 11.62 12.20 X, volume / capacity 0.14 0.91 0.37 0.00 0.36 0.36 0.36 0.85 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.21 9.82 4.27 0.00 3.86 0.47 0.91 9.22 0.61 1.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 58.68 66.90 84.46 0.00 80.61 16.21 16.21 73.28 11.01 11.02 c, Capacity [veh/h] 299 309 54 364 56 2190 1130 214 2505 1297 s, saturation flow rate [veh/h] 1417 1589 1099 1870 1781 3560 1837 1781 3560 1843 (v / s)_i Volume / Saturation Flow Rate 0.03 0.18 0.02 0.00 0.01 0.22 0.22 0.10 0.32 0.32 g / C, Green / Cycle 0.19 0.19 0.19 0.19 0.03 0.61 0.61 0.12 0.70 0.70 g_i, Effective Green Time [s] 33 33 33 33 5 104 104 20 120 120 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 Lane Group L C L C L C C L C C
Lane Group Calculations
11 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.90 76.72 76.72 88.73 0.00 0.00 84.47 16.82 17.12 82.50 11.81 12.20 Movement LOS E E E F A A F B B F B B
d_A, Approach Delay [s/veh] 74.39 88.73 17.93 18.50
Approach LOS E F B B
d_I, Intersection Delay [s/veh] 23.85
Intersection LOS C
Intersection V/C 0.549
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.32 74.32 74.32 74.32
I_p,int, Pedestrian LOS Score for Intersection 2.148 2.000 3.096 3.197 Crosswalk LOS B A C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 989 989 518 753 d_b, Bicycle Delay [s] 21.73 21.73 46.66 33.02
I_b,int, Bicycle LOS Score for Intersection 2.091 1.593 2.233 2.619 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
12 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.467
Level Of Service: A
Delay (sec / veh): 7.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Disneyland Dr & I-5 Off-ramps
Intersection Level Of Service Report
Crosswalk No No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 50.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Intersection Setup
13 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 890 0 0 441 550 50
Total 15-Minute Volume [veh/h] 223 0 0 110 138 13
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 890 0 0 441 550 50
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 890 0 0 441 550 50
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Volumes
14 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 0 0 0
Walk [s] 0 0 0 5 0 0
Vehicle Extension [s] 4.0 0.0 0.0 4.0 2.5 0.0
Split [s] 57 0 0 57 33 0
All red [s] 1.0 0.0 0.0 1.0 2.0 0.0
Amber [s] 3.6 0.0 0.0 3.6 3.6 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 7 0 0 7 10 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 2 0 0 6 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
15 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 73.36 30.40 30.46 7.90 95th-Percentile Queue Length [veh/ln] 2.93 1.22 1.22 0.32 50th-Percentile Queue Length [ft/ln] 40.76 16.89 16.92 4.39 50th-Percentile Queue Length [veh/ln] 1.63 0.68 0.68 0.18 Critical Lane Group Yes No Yes No
Lane Group LOS A A A A
d, Delay for Lane Group [s/veh] 8.15 6.66 8.19 7.55
X, volume / capacity 0.60 0.30 0.31 0.09
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.55 0.16 0.07 0.05
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.15 0.15 0.08 0.08
d1, Uniform Delay [s] 7.60 6.50 8.12 7.49
c, Capacity [veh/h] 1491 1491 1785 547
s, saturation flow rate [veh/h] 3560 3560 5188 1589
(v / s)_i Volume / Saturation Flow Rate 0.25 0.12 0.11 0.03 g / C, Green / Cycle 0.42 0.42 0.34 0.34
g_i, Effective Green Time [s] 14 14 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 34 34 34 34
Lane Group C C L R
Lane Group Calculations
16 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.15 0.00 0.00 6.66 8.19 7.55 Movement LOS A A A A
d_A, Approach Delay [s/veh] 8.15 6.66 8.14
Approach LOS A A A
d_I, Intersection Delay [s/veh] 7.80
Intersection LOS A
Intersection V/C 0.467
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1783 1783 1783 d_b, Bicycle Delay [s] 0.20 0.20 0.20
I_b,int, Bicycle LOS Score for Intersection 2.294 1.923 1.560 Bicycle LOS B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 - - - - - - - - - - - - - -
Ring 1 2 - - - - - - - - - - - - - - -
Sequence
17 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.854
Level Of Service: D
Delay (sec / veh): 54.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: Disneyland Dr & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 90.00 100.0 100.0 90.00 100.0 100.0 140.0 100.0 100.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Disneyland Drive Disneyland Drive Ball Road Ball Road Intersection Setup
18 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 200 204 457 384 308 170 256 1117 121 299 1537 536 Total 15-Minute Volume [veh/h] 50 51 114 96 77 43 64 279 30 75 384 134 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 200 204 457 384 308 170 256 1117 121 299 1537 536 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 200 204 457 384 308 170 256 1117 121 299 1537 536 Name Disneyland Drive Disneyland Drive Ball Road Ball Road Volumes
19 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 13 0 0 12 0 0 24 0 0 13 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 48 57 0 22 31 0 19 65 0 26 72 0
All red [s] 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 10 30 0 10 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
20 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 317. 329. 386. 374. 380. 383. 363. 332. 241.7 410.2 138.2 273.3 875.6 924.2 95th-Percentile Queue Length [veh/ln] 12.6 13.1 15.4 14.9 15.2 15.3 14.5 13.2 9.67 16.41 5.53 10.93 35.03 36.97 50th-Percentile Queue Length [ft/ln] 200. 210. 255. 245. 250. 253. 237. 212. 143.5 274.4 76.80 167.2 664.3 706.3 50th-Percentile Queue Length [veh/ln] 8.04 8.42 10.2 9.84 10.0 10.1 9.49 8.51 5.74 10.98 3.07 6.69 26.57 28.25 Critical Lane Group No No Yes No No No No Yes Yes No No No No Yes Lane Group LOS E E E E E E E E F C C E D D
d, Delay for Lane Group [s/veh] 65.0 64.9 74.3 70.1 74.5 74.4 74.5 76.3 80.48 32.60 27.45 79.46 44.12 53.63 X, volume / capacity 0.60 0.60 0.85 0.77 0.81 0.81 0.80 0.82 0.81 0.48 0.17 0.83 0.83 0.88 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.72 1.64 7.52 4.34 5.52 5.38 5.56 7.10 4.85 0.70 0.49 4.91 5.02 13.21 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 63.3 63.3 66.8 65.7 69.0 69.0 68.9 69.2 75.63 31.90 26.95 74.55 39.10 40.42 c, Capacity [veh/h] 331 347 268 295 280 285 268 231 317 2335 729 361 1677 773 s, saturation flow rate [veh/h] 178 186 144 158 178 180 170 147 3459 5094 1589 3459 3560 1640 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.16 0.14 0.13 0.13 0.13 0.13 0.07 0.22 0.08 0.09 0.39 0.41 g / C, Green / Cycle 0.19 0.19 0.19 0.19 0.16 0.16 0.16 0.16 0.09 0.46 0.46 0.10 0.47 0.47 g_i, Effective Green Time [s] 32 32 32 32 27 27 27 27 16 78 78 18 80 80 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C C R L C C C L C R L C C
Lane Group Calculations
21 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.04 64.95 72.24 74.51 74.62 76.32 80.48 32.60 27.45 79.46 44.99 53.63 Movement LOS E E E E E E F C C E D D
d_A, Approach Delay [s/veh] 68.84 74.91 40.39 51.29
Approach LOS E E D D
d_I, Intersection Delay [s/veh] 54.72
Intersection LOS D
Intersection V/C 0.854
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 76.18 76.18 76.18 76.18
I_p,int, Pedestrian LOS Score for Intersection 2.846 2.786 3.249 3.284 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 606 300 695 777 d_b, Bicycle Delay [s] 41.25 61.36 36.19 31.76
I_b,int, Bicycle LOS Score for Intersection 2.270 2.034 2.381 2.864 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
22 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.976
Level Of Service: D
Delay (sec / veh): 52.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: Disneyland Dr & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 240.0 100.0 180.0 300. 100. 100. 300. 260.0 100.0 300.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right U-tu Left Thru Righ Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Street Disneyland Drive Katella Ave Katella Avenue Intersection Setup
23 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 360 490 150 0 680 420 350 141 1098 160 130 2429 444 Total 15-Minute Volume [veh/h] 90 123 38 0 170 105 88 35 275 40 33 607 111 Other Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 360 490 150 0 680 420 350 141 1098 160 130 2429 444 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 2.00 2.00 0.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 360 490 150 0 680 420 350 141 1098 160 130 2429 444 Name West Street Disneyland Drive Katella Ave Katella Avenue Volumes
24 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 35 0 0 0 35 0 0 13 0 0 17 0
Walk [s] 0 5 0 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 0.0 3.0 3.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 16 45 0 0 26 55 0 9 40 0 9 40 0
All red [s] 1.0 1.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 5 0 0 5 5 0 5 10 0 5 10 0
Lead / Lag Lead - - - Lea - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Per Prot Per Per Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 76.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
25 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 267.1 292.0 190.9 472.6 226.6 395.3 96.42 247.7 259.0 91.79 958.0 380.7 95th-Percentile Queue Length [veh/ln] 10.69 11.68 7.64 18.91 9.07 15.82 3.86 9.91 10.36 3.67 38.32 15.23 50th-Percentile Queue Length [ft/ln] 160.0 181.5 106.3 314.6 132.3 262.5 53.56 147.9 156.4 50.99 709.6 250.8 50th-Percentile Queue Length [veh/ln] 6.40 7.26 4.25 12.58 5.29 10.50 2.14 5.92 6.26 2.04 28.38 10.04 Critical Lane Group No Yes No Yes No No Yes No No No Yes No Lane Group LOS F D D F D D E C C E F C
d, Delay for Lane Group [s/veh] 78.01 50.62 47.71 82.22 38.46 48.59 57.18 22.05 23.10 59.61 63.34 27.96 X, volume / capacity 1.04 0.81 0.56 1.05 0.46 0.86 0.70 0.40 0.40 0.67 1.04 0.60 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 24.01 2.57 1.84 33.20 0.37 5.61 1.62 0.52 1.54 4.01 30.77 3.60 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.11 0.11 0.11 0.11 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 54.00 48.05 45.87 49.02 38.09 42.98 55.55 21.53 21.56 55.60 32.57 24.36 c, Capacity [veh/h] 348 608 267 645 908 406 202 2339 789 193 2331 739 s, saturation flow rate [veh/h] 3459 3618 1589 3514 3618 1615 3514 5094 1718 3459 5094 1615 (v / s)_i Volume / Saturation Flow Rate 0.10 0.14 0.09 0.19 0.12 0.22 0.04 0.18 0.19 0.04 0.48 0.27 g / C, Green / Cycle 0.10 0.17 0.17 0.18 0.25 0.25 0.06 0.46 0.46 0.06 0.46 0.46 g_i, Effective Green Time [s] 12 20 20 22 30 30 7 55 55 7 55 55 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
26 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 78.01 50.62 47.71 82.2 82.2 38.4 48.5 57.18 22.20 23.10 59.61 63.34 27.96 Movement LOS F D D F F D D E C C E F C
d_A, Approach Delay [s/veh] 60.04 61.43 25.83 57.95
Approach LOS E E C E
d_I, Intersection Delay [s/veh] 52.43
Intersection LOS D
Intersection V/C 0.976
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.847 2.961 3.356 3.462 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 666 833 583 583 d_b, Bicycle Delay [s] 26.68 20.43 30.12 30.12
I_b,int, Bicycle LOS Score for Intersection 2.385 2.195 2.137 3.211 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
27 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.757
Level Of Service: D
Delay (sec / veh): 37.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ox Road-Cast Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 120.0 100.0 150.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cast Place Ox Road Ball Road Ball Road
Intersection Setup
28 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 282 10 583 40 0 60 20 1978 209 255 2201 50 Total 15-Minute Volume [veh/h] 71 3 146 10 0 15 5 495 52 64 550 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 282 10 583 40 0 60 20 1978 209 255 2201 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 282 10 583 40 0 60 20 1978 209 255 2201 50 Name Cast Place Ox Road Ball Road Ball Road
Volumes
29 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 6 0 0 7 0 0 4 0
Walk [s] 0 5 0 0 5 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.5 0.0 0.0 2.0 0.0 2.0 3.0 0.0 2.5 3.0 0.0 Split [s] 0 77 0 0 16 0 12 65 0 12 65 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.5 0.0 4.0 4.5 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
30 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 435.8 477.6 477.4 76.97 118.33 39.99 704.3 206.0 238.6 703.5 748.9 95th-Percentile Queue Length [veh/ln] 17.44 19.10 19.10 3.08 4.73 1.60 28.17 8.24 9.54 28.14 29.96 50th-Percentile Queue Length [ft/ln] 295.0 328.8 328.8 42.76 65.74 22.22 517.7 117.2 141.1 517.0 555.6 50th-Percentile Queue Length [veh/ln] 11.80 13.16 13.15 1.71 2.63 0.89 20.71 4.69 5.65 20.68 22.23 Critical Lane Group No No Yes No Yes No Yes No Yes No No Lane Group LOS E E E E E F C C E C C
d, Delay for Lane Group [s/veh] 65.68 71.75 71.97 76.68 79.17 81.98 31.02 21.36 78.83 24.94 26.78 X, volume / capacity 0.76 0.89 0.89 0.35 0.58 0.36 0.72 0.24 0.79 0.69 0.69 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.42 6.35 6.52 0.67 1.95 1.41 1.65 0.67 3.36 1.85 3.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.08 0.08 0.04 0.04 0.04 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 63.27 65.40 65.44 76.02 77.23 80.57 29.37 20.68 75.48 23.09 23.19 c, Capacity [veh/h] 371 333 331 115 103 56 2751 859 321 2141 1112 s, saturation flow rate [veh/h] 1781 1598 1589 1781 1589 1781 5094 1589 3459 3560 1849 (v / s)_i Volume / Saturation Flow Rate 0.16 0.19 0.19 0.02 0.04 0.01 0.39 0.13 0.07 0.42 0.42 g / C, Green / Cycle 0.21 0.21 0.21 0.06 0.06 0.03 0.54 0.54 0.09 0.60 0.60 g_i, Effective Green Time [s] 35 35 35 11 11 5 92 92 16 102 102 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C R L C L C R L C C
Lane Group Calculations
31 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.68 71.75 71.86 76.68 79.17 79.17 81.98 31.02 21.36 78.83 25.55 26.78 Movement LOS E E E E E E F C C E C C
d_A, Approach Delay [s/veh] 69.87 78.18 30.57 30.99
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 37.64
Intersection LOS D
Intersection V/C 0.757
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.33 74.33 76.21 76.21
I_p,int, Pedestrian LOS Score for Intersection 2.591 2.029 3.335 3.379 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 847 129 700 700 d_b, Bicycle Delay [s] 28.22 74.33 35.89 35.89
I_b,int, Bicycle LOS Score for Intersection 3.003 1.725 2.773 2.938 Bicycle LOS C A C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
32 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.508
Level Of Service: F
Delay (sec / veh): 139.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 7: Harbor Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 200.0 100.0 240.0 300.0 100.0 150.0 190.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Intersection Setup
33 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 786 2152 365 240 1326 324 633 1293 675 270 1612 152 Total 15-Minute Volume [veh/h] 197 538 91 60 332 81 158 323 169 68 403 38 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 786 2152 365 240 1326 324 633 1293 675 270 1612 152 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 786 2152 365 240 1326 324 633 1293 675 270 1612 152 Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Volumes
34 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.5 2.5 0.0 2.5 2.5 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 31 0 0 10 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 3.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Split [s] 30 59 0 30 48 0 18 71 0 10 63 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 5 5 0 5 5 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 5,7 2,7
Signal Group 5 2 0 1 6 0 13 10 0 9 14 0
Control Type Overla Overla Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
35 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 344.2 939.9 412.9 222.7 1103. 686.2 541.7 636.4 1928. 249.8 1115. 1203. 95th-Percentile Queue Length [veh/ln] 13.77 37.60 16.52 8.91 44.13 27.45 21.67 25.46 77.12 9.99 44.63 48.15 50th-Percentile Queue Length [ft/ln] 222.0 719.8 276.5 129.4 728.5 477.0 378.6 460.4 1258. 149.5 733.5 797.9 50th-Percentile Queue Length [veh/ln] 8.88 28.80 11.06 5.18 29.14 19.08 15.15 18.42 50.32 5.98 29.34 31.92 Critical Lane Group Yes Yes No No Yes No No No Yes Yes No No Lane Group LOS C D C E F F F E F F F F
d, Delay for Lane Group [s/veh] 20.94 48.13 34.68 77.59 244.3 145.2 89.27 64.43 334.0 80.36 258.1 273.9 X, volume / capacity 0.41 0.93 0.51 0.84 1.39 1.09 1.01 0.95 1.58 0.83 1.42 1.42 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.15 5.26 2.54 2.65 177.1 77.94 21.45 5.02 273.4 6.61 190.3 206.1 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.12 0.29 0.50 0.04 0.11 0.50 0.13 0.13 0.50 0.13 0.13 0.50 d1, Uniform Delay [s] 20.79 42.87 32.14 74.94 67.29 67.29 67.82 59.41 60.58 73.74 67.79 67.79 c, Capacity [veh/h] 1935 2308 720 284 954 298 625 1366 426 324 923 320 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1766 (v / s)_i Volume / Saturation Flow Rate 0.23 0.42 0.23 0.07 0.26 0.20 0.18 0.25 0.42 0.08 0.26 0.26 g / C, Green / Cycle 0.56 0.46 0.45 0.08 0.19 0.19 0.18 0.27 0.27 0.09 0.18 0.18 g_i, Effective Green Time [s] 93 76 75 14 31 31 30 44 44 16 30 30 l2, Clearance Lost Time [s] 0.00 0.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 C, Cycle Length [s] 166 166 166 166 166 166 166 166 166 166 166 166 Lane Group L C R L C R L C R L C C
Lane Group Calculations
36 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 20.94 48.13 34.68 77.59 244.3 145.2 89.27 64.43 334.0 80.36 261.1 273.9 Movement LOS C D C E F F F E F F F F
d_A, Approach Delay [s/veh] 40.18 206.21 140.45 238.08
Approach LOS D F F F
d_I, Intersection Delay [s/veh] 139.60
Intersection LOS F
Intersection V/C 1.508
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.07 74.07 72.19 72.19
I_p,int, Pedestrian LOS Score for Intersection 3.540 3.402 3.514 3.379 Crosswalk LOS D C D C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 664 519 803 706 d_b, Bicycle Delay [s] 36.95 45.40 29.67 34.65
I_b,int, Bicycle LOS Score for Intersection 3.376 2.599 2.990 2.399 Bicycle LOS C B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 13 14 - - - - - - - - - - -
Ring 1 1 2 - 9 10 - - - - - - - - - - -
Sequence
37 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.047
Level Of Service: D
Delay (sec / veh): 48.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 8: Harbor Blvd & I-5 NB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 1000.00 180.00 100.00 140.00 635.00 No. of Lanes in Entry Pocket 0 1 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Intersection Setup
38 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 2263 985 103 2078 100 889 Total 15-Minute Volume [veh/h] 566 246 26 520 25 222
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 2263 985 103 2078 100 889
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 2263 985 103 2078 100 889
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Volumes
39 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall Yes No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 12 0 0 0 0 0
Walk [s] 7 0 0 0 0 0
Vehicle Extension [s] 4.0 0.0 2.0 4.0 2.0 0.0
Split [s] 28 0 12 40 25 0
All red [s] 1.5 0.0 2.0 1.5 3.0 0.0
Amber [s] 4.0 0.0 3.2 4.0 3.5 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 15 0 6 15 7 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 2 0 1 6 7 0
Control Type Permissive Unsignalized Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 26.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
40 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 762.39 68.67 181.31 44.98 561.42 178.32 95th-Percentile Queue Length [veh/ln] 30.50 2.75 7.25 1.80 22.46 7.13 50th-Percentile Queue Length [ft/ln] 518.51 38.15 100.73 24.99 374.21 99.07 50th-Percentile Queue Length [veh/ln] 20.74 1.53 4.03 1.00 14.97 3.96 Critical Lane Group Yes Yes No No Yes No
Lane Group LOS F C A B F B
d, Delay for Lane Group [s/veh] 83.23 29.31 9.91 15.88 77.30 19.35 X, volume / capacity 1.13 0.59 0.55 0.17 1.09 0.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 63.51 1.18 0.59 0.05 55.24 0.50 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.04 0.50 0.04 0.24 0.04
d1, Uniform Delay [s] 19.72 28.13 9.33 15.82 22.06 18.84 c, Capacity [veh/h] 2011 175 3765 575 513 513
s, saturation flow rate [veh/h] 5094 1781 6792 1781 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.44 0.06 0.31 0.06 0.35 0.21 g / C, Green / Cycle 0.40 0.10 0.55 0.32 0.32 0.32
g_i, Effective Green Time [s] 26 6 36 21 21 21
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 65 65 65 65 65 65
Lane Group C L C L C R
Lane Group Calculations
41 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 83.23 0.00 29.31 9.91 15.88 55.81 Movement LOS F C A B E
d_A, Approach Delay [s/veh] 83.23 10.83 51.77
Approach LOS F B D
d_I, Intersection Delay [s/veh] 48.44
Intersection LOS D
Intersection V/C 1.047
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.379 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 691 1060 569 d_b, Bicycle Delay [s] 13.93 7.19 16.67
I_b,int, Bicycle LOS Score for Intersection 2.804 2.459 3.191 Bicycle LOS C B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
42 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.669
Level Of Service: A
Delay (sec / veh): 8.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 9: Harbor Blvd & I-5 SB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 49.21 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 1 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 1000.00 650.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Intersection Setup
43 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 100 2916 1315 1003 402 488 Total 15-Minute Volume [veh/h] 25 729 329 251 101 122
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 100 2916 1315 1003 402 488
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 100 2916 1315 1003 402 488
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Volumes
44 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 17 0 0 0
Walk [s] 0 0 7 0 0 0
Vehicle Extension [s] 2.0 4.0 4.0 0.0 2.0 0.0
Split [s] 10 39 29 0 26 0
All red [s] 1.5 1.0 1.0 0.0 2.0 0.0
Amber [s] 3.2 4.0 4.0 0.0 3.2 0.0
Maximum Green [s] 30 30 30 0 30 0
Minimum Green [s] 5 20 20 0 7 0
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups
Signal Group 5 2 6 0 3 0
Control Type Protected Permissive Permissive Unsignalized Permissive Unsignalized Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 22.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
45 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 68.86 144.08 138.47 126.63 95th-Percentile Queue Length [veh/ln] 2.75 5.76 5.54 5.07 50th-Percentile Queue Length [ft/ln] 38.26 80.04 76.93 70.35 50th-Percentile Queue Length [veh/ln] 1.53 3.20 3.08 2.81 Critical Lane Group No Yes No Yes
Lane Group LOS C A A C
d, Delay for Lane Group [s/veh] 30.88 5.39 8.87 26.09
X, volume / capacity 0.67 0.61 0.46 0.69
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 1.92 0.57 0.53 0.56
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.04 0.50 0.50 0.04
d1, Uniform Delay [s] 28.96 4.82 8.35 25.53
c, Capacity [veh/h] 150 4819 2873 580
s, saturation flow rate [veh/h] 1781 6792 5094 3459
(v / s)_i Volume / Saturation Flow Rate 0.06 0.43 0.26 0.12 g / C, Green / Cycle 0.08 0.71 0.57 0.17
g_i, Effective Green Time [s] 5 46 37 11
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 65 65 65 65
Lane Group L C C L
Lane Group Calculations
46 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 30.88 5.39 8.87 0.00 26.09 0.00 Movement LOS C A A C
d_A, Approach Delay [s/veh] 6.23 8.87 26.09
Approach LOS A A C
d_I, Intersection Delay [s/veh] 8.65
Intersection LOS A
Intersection V/C 0.669
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.236 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1045 738 639 d_b, Bicycle Delay [s] 7.42 12.96 15.06
I_b,int, Bicycle LOS Score for Intersection 2.804 2.283 1.560 Bicycle LOS C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 3 - - - - - - - - - - - - -
Sequence
47 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.531
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 10: Harbor Blvd & Manchester Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 125.00 100.00 150.00 250.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-turn Thru Right Left Thru Left Right Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Intersection Setup
48 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 120 1555 40 138 1075 50 510 Total 15-Minute Volume [veh/h] 30 389 10 35 269 13 128
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 120 1555 40 138 1075 50 510 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 120 1555 40 138 1075 50 510
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Volumes
49 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 28
Pedestrian Walk [s] 5
Pedestrian Signal Group 4
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 19 0 0 10 10 0
Walk [s] 0 7 0 0 5 5 0
Vehicle Extension [s] 3.0 4.0 0.0 2.5 4.0 3.0 0.0
Split [s] 17 45 0 11 39 64 0
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 4.8 0.0 3.0 4.8 3.0 0.0
Maximum Green [s] 30 30 0 30 30 30 0
Minimum Green [s] 7 26 0 7 10 10 0
Lead / Lag Lead - - Lead - Lead -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 7 0
Control Type Protecte Permissi Permissi Overlap Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 74.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
50 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 194.20 405.77 427.75 184.14 212.55 60.64 330.24 95th-Percentile Queue Length [veh/ln] 7.77 16.23 17.11 7.37 8.50 2.43 13.21 50th-Percentile Queue Length [ft/ln] 108.71 270.83 288.48 102.30 121.99 33.69 211.10 50th-Percentile Queue Length [veh/ln] 4.35 10.83 11.54 4.09 4.88 1.35 8.44 Critical Lane Group No No Yes Yes No No Yes
Lane Group LOS E C C D B D E
d, Delay for Lane Group [s/veh] 69.97 21.69 22.80 48.71 19.43 42.54 55.18 X, volume / capacity 0.83 0.56 0.56 0.44 0.32 0.14 0.89 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 11.16 1.20 2.30 0.73 0.24 0.17 4.88 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.08 0.50 0.11 0.11 d1, Uniform Delay [s] 58.81 20.49 20.49 47.98 19.19 42.37 50.29 c, Capacity [veh/h] 145 1882 976 312 3407 364 574
s, saturation flow rate [veh/h] 1781 3560 1846 1781 6792 1781 2813 (v / s)_i Volume / Saturation Flow Rate 0.07 0.29 0.30 0.08 0.16 0.03 0.18 g / C, Green / Cycle 0.08 0.53 0.53 0.17 0.50 0.20 0.20 g_i, Effective Green Time [s] 11 69 69 23 65 27 27
l2, Clearance Lost Time [s] 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130
Lane Group L C C L C L R
Lane Group Calculations
51 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.97 22.05 22.80 48.71 19.43 42.54 55.18 Movement LOS E C C D B D E
d_A, Approach Delay [s/veh] 25.42 22.76 54.05
Approach LOS C C D
d_I, Intersection Delay [s/veh] 29.09
Intersection LOS C
Intersection V/C 0.531
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.32 0.00 56.32
I_p,int, Pedestrian LOS Score for Intersection 3.091 0.000 2.330 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 603 511 923 d_b, Bicycle Delay [s] 31.72 36.05 18.85
I_b,int, Bicycle LOS Score for Intersection 2.503 2.060 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
52 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.886
Level Of Service: D
Delay (sec / veh): 43.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 11: Harbor Blvd & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 260.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Intersection Setup
53 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 1983 80 271 1364 40 40 50 10 795 80 501 Total 15-Minute Volume [veh/h] 13 496 20 68 341 10 10 13 3 199 20 125 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 50 1983 80 271 1364 40 40 50 10 795 80 501 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1983 80 271 1364 40 40 50 10 795 80 501 Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Volumes
54 8/14/2023
Gibson Transportation Consulting, Inc.

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