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 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
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 41 0 14 44 0 0 43 0 32 75 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 37.45 663.0 713.6 222.5 376.2 395.5 68.03 77.06 568.8 75.55 548.5 95th-Percentile Queue Length [veh/ln] 1.50 26.52 28.55 8.90 15.05 15.82 2.72 3.08 22.75 3.02 21.94 50th-Percentile Queue Length [ft/ln] 20.80 482.8 525.6 128.3 247.2 262.6 37.80 42.81 387.5 41.97 387.2 50th-Percentile Queue Length [veh/ln] 0.83 19.31 21.03 5.14 9.89 10.51 1.51 1.71 15.50 1.68 15.49 Critical Lane Group No No Yes Yes No No No No No No Yes Lane Group LOS E D D F C C E D F C D
d, Delay for Lane Group [s/veh] 61.54 35.25 39.64 79.95 23.57 24.61 60.34 52.92 84.06 27.20 43.56 X, volume / capacity 0.32 0.83 0.83 1.02 0.53 0.53 0.37 0.28 1.07 0.12 0.86 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 4.87 9.19 19.95 1.13 2.17 2.60 1.05 33.06 0.07 5.65 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 0.17 d1, Uniform Delay [s] 60.13 30.38 30.45 60.00 22.44 22.45 57.74 51.87 51.00 27.12 37.91 c, Capacity [veh/h] 156 1647 848 267 1761 911 122 201 745 688 585 s, saturation flow rate [veh/h] 3459 3560 1833 3459 3560 1843 568 1649 3459 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.38 0.38 0.08 0.26 0.26 0.08 0.03 0.23 0.04 0.32 g / C, Green / Cycle 0.05 0.46 0.46 0.08 0.49 0.49 0.12 0.12 0.22 0.37 0.37 g_i, Effective Green Time [s] 6 60 60 10 64 64 16 16 28 48 48 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.54 36.63 39.64 79.95 23.90 24.61 60.34 53.59 52.92 84.06 27.20 43.56 Movement LOS E D D F C C E D D F C D
d_A, Approach Delay [s/veh] 37.33 32.99 56.22 66.01
Approach LOS D C E E
d_I, Intersection Delay [s/veh] 43.81
Intersection LOS D
Intersection V/C 0.886
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 3.265 3.312 2.215 2.960 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] 542 588 572 1065 d_b, Bicycle Delay [s] 34.57 32.41 33.12 14.22
I_b,int, Bicycle LOS Score for Intersection 2.722 2.481 1.642 3.830 Bicycle LOS B B A D
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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.216
Level Of Service: F
Delay (sec / veh): 111.8
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 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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 Total 15-Minute Volume [veh/h] 137 295 134 74 210 148 0 129 425 36 204 589 78 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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 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 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] 18 50 50 15 47 47 0 17 37 48 28 48 37
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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 671.3 404.6 710.7 233.0 293.7 963.7 634.3 656.0 751.2 813.2 1021. 1242. 95th-Percentile Queue Length [veh/ln] 26.85 16.18 28.43 9.32 11.75 38.55 25.38 26.24 30.05 32.53 40.87 49.70 50th-Percentile Queue Length [ft/ln] 422.0 269.9 523.1 136.8 182.8 687.5 396.7 463.1 540.4 536.3 724.5 874.7 50th-Percentile Queue Length [veh/ln] 16.88 10.80 20.93 5.47 7.31 27.50 15.87 18.53 21.62 21.46 28.98 34.99 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS F D E F D F F F F F F F
d, Delay for Lane Group [s/veh] 260.7 37.24 69.06 75.46 35.96 114.5 261.0 85.46 103.0 175.9 108.0 140.7 X, volume / capacity 1.45 0.66 0.95 1.00 0.50 1.11 1.45 1.04 1.05 1.27 1.13 1.18 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 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] 202.7 1.88 28.08 15.96 1.06 70.99 202.5 36.89 54.49 122.9 64.99 97.70 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] 58.00 35.36 40.98 59.50 34.89 43.52 58.42 48.57 48.57 52.92 43.07 43.07 c, Capacity [veh/h] 378 1801 562 293 1684 534 356 1309 456 643 1746 594 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1805 3459 5176 1761 (v / s)_i Volume / Saturation Flow Rate 0.16 0.23 0.34 0.09 0.17 0.37 0.15 0.26 0.26 0.24 0.38 0.40 g / C, Green / Cycle 0.11 0.35 0.35 0.08 0.33 0.33 0.10 0.25 0.25 0.19 0.34 0.34 g_i, Effective Green Time [s] 14 46 46 11 43 43 13 33 33 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 260.7 37.24 69.06 75.46 35.96 114.5 261. 261. 88.9 103. 175.9 113.4 140.7 Movement LOS F D E F D F F F F F F F F
d_A, Approach Delay [s/veh] 98.85 69.55 127.38 130.54
Approach LOS F E F F
d_I, Intersection Delay [s/veh] 111.78
Intersection LOS F
Intersection V/C 1.216
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 3.307 3.348 3.555 3.571 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] 674 628 474 643 d_b, Bicycle Delay [s] 28.58 30.60 37.85 29.92
I_b,int, Bicycle LOS Score for Intersection 2.805 2.508 2.319 2.998 Bicycle LOS C 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.788
Level Of Service: D
Delay (sec / veh): 37.2
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 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] 199 1548 216 46 1700 262 531 184 213 314 65 165 Total 15-Minute Volume [veh/h] 50 387 54 12 425 66 133 46 53 79 16 41 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] 199 1548 216 46 1700 262 531 184 213 314 65 165 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] 199 1548 216 46 1700 262 531 184 213 314 65 165 Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Volumes
64 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 2.0 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 43 27 0 48 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] 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 156.3 453.5 191.5 33.74 529.5 236.8 335.9 260.5 259.6 390.0 157.5 144.9 95th-Percentile Queue Length [veh/ln] 6.26 18.14 7.66 1.35 21.18 9.48 13.44 10.42 10.39 15.60 6.30 5.80 50th-Percentile Queue Length [ft/ln] 86.88 309.3 106.8 18.74 371.5 139.9 215.5 157.6 156.9 258.2 87.52 80.54 50th-Percentile Queue Length [veh/ln] 3.48 12.37 4.27 0.75 14.86 5.60 8.62 6.30 6.28 10.33 3.50 3.22 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS E C C E C C D D D D D D
d, Delay for Lane Group [s/veh] 66.59 27.74 22.22 59.96 31.61 24.91 54.36 52.77 54.45 54.71 48.09 48.12 X, volume / capacity 0.82 0.65 0.29 0.26 0.74 0.37 0.84 0.69 0.78 0.89 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] 6.90 1.38 0.98 0.74 2.19 1.44 3.07 1.09 1.95 3.86 0.32 0.35 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 0.05 0.04 0.04 d1, Uniform Delay [s] 59.69 26.36 21.24 59.22 29.42 23.47 51.28 51.68 52.50 50.85 47.77 47.77 c, Capacity [veh/h] 242 2388 745 180 2297 717 633 292 252 352 300 275 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 1842 1589 1781 1730 1589 (v / s)_i Volume / Saturation Flow Rate 0.06 0.30 0.14 0.01 0.33 0.16 0.15 0.11 0.12 0.18 0.07 0.07 g / C, Green / Cycle 0.07 0.47 0.47 0.05 0.45 0.45 0.18 0.16 0.16 0.20 0.17 0.17 g_i, Effective Green Time [s] 9 61 61 7 59 59 24 21 21 26 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] 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.59 27.74 22.22 59.96 31.61 24.91 54.36 52.77 54.33 54.71 48.09 48.11 Movement LOS E C C E C C D D D D D D
d_A, Approach Delay [s/veh] 31.07 31.39 54.03 51.92
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 37.18
Intersection LOS D
Intersection V/C 0.788
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 3.319 3.325 2.707 2.511 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] 551 535 311 388 d_b, Bicycle Delay [s] 34.14 34.87 46.38 42.26
I_b,int, Bicycle LOS Score for Intersection 2.639 2.664 3.091 2.457 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.958
Level Of Service: D
Delay (sec / veh): 51.6
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 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] 250 1635 205 216 1548 428 131 449 110 224 862 266 Total 15-Minute Volume [veh/h] 63 409 51 54 387 107 33 112 28 56 216 67 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 1635 205 216 1548 428 131 449 110 224 862 266 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 1635 205 216 1548 428 131 449 110 224 862 266 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
69 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 2.0 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] 23 58 0 21 56 0 14 29 0 22 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] 3.0 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 360.6 627.8 664.4 297.5 755.4 813.9 210.2 366.4 350.0 305.0 506.2 317.9 95th-Percentile Queue Length [veh/ln] 14.43 25.11 26.58 11.90 30.22 32.56 8.41 14.66 14.00 12.20 20.25 12.72 50th-Percentile Queue Length [ft/ln] 234.9 453.2 484.0 185.7 561.1 611.1 120.3 239.5 226.5 191.5 352.3 201.5 50th-Percentile Queue Length [veh/ln] 9.40 18.13 19.36 7.43 22.45 24.45 4.81 9.58 9.06 7.66 14.09 8.06 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 D
d, Delay for Lane Group [s/veh] 72.70 39.17 44.78 62.42 49.72 63.83 73.09 56.45 57.22 61.44 51.09 46.91 X, volume / capacity 0.96 0.83 0.84 0.93 0.93 0.96 0.95 0.81 0.81 0.91 0.96 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 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] 17.58 5.41 10.83 6.53 12.45 25.94 13.32 6.16 6.88 6.26 3.18 3.29 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 0.05 0.04 0.19 d1, Uniform Delay [s] 55.12 33.76 33.95 55.88 37.27 37.88 59.77 50.29 50.34 55.18 47.92 43.61 c, Capacity [veh/h] 260 1483 735 233 1428 671 137 357 333 247 899 401 s, saturation flow rate [veh/h] 1781 3560 1766 1781 3560 1674 1781 1870 1745 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.14 0.34 0.35 0.12 0.37 0.38 0.07 0.15 0.16 0.13 0.24 0.17 g / C, Green / Cycle 0.15 0.42 0.42 0.13 0.40 0.40 0.08 0.19 0.19 0.14 0.25 0.25 g_i, Effective Green Time [s] 19 54 54 17 52 52 10 25 25 18 33 33 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 72.70 40.58 44.78 62.42 51.68 63.83 73.09 56.72 57.22 61.44 51.09 46.91 Movement LOS E D D E D E E E E E D D
d_A, Approach Delay [s/veh] 44.83 55.11 59.91 51.98
Approach LOS D E E D
d_I, Intersection Delay [s/veh] 51.57
Intersection LOS D
Intersection V/C 0.958
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 3.165 3.258 2.752 2.832 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] 797 766 351 474 d_b, Bicycle Delay [s] 23.52 24.74 44.20 37.85
I_b,int, Bicycle LOS Score for Intersection 2.709 2.765 2.129 2.675 Bicycle LOS B C 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.785
Level Of Service: D
Delay (sec / veh): 41.6
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 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] 110 160 73 620 138 310 90 209 82 158 816 610 Total 15-Minute Volume [veh/h] 28 40 18 155 35 78 23 52 21 40 204 153 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] 110 160 73 620 138 310 90 209 82 158 816 610 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] 110 160 73 620 138 310 90 209 82 158 816 610 Name Clementine Street Clementine Street Disney Way Disney Way Volumes
74 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 2.0 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 12 30 0 41 59 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 74.57 147.5 140.1 359.1 137.2 323.1 134.2 60.30 71.97 209.1 347.2 685.3 95th-Percentile Queue Length [veh/ln] 2.98 5.90 5.60 14.37 5.49 12.93 5.37 2.41 2.88 8.36 13.89 27.42 50th-Percentile Queue Length [ft/ln] 41.43 81.98 77.84 233.7 76.27 205.5 74.60 33.50 39.98 119.4 224.3 501.7 50th-Percentile Queue Length [veh/ln] 1.66 3.28 3.11 9.35 3.05 8.22 2.98 1.34 1.60 4.78 8.98 20.07 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 D C D
d, Delay for Lane Group [s/veh] 55.76 43.01 43.55 50.62 30.05 38.50 64.37 25.60 25.92 54.56 27.61 52.97 X, volume / capacity 0.49 0.32 0.33 0.94 0.22 0.59 0.76 0.11 0.14 0.79 0.56 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] 1.62 2.20 2.61 2.85 0.85 4.90 9.33 0.01 0.04 2.66 0.13 18.59 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 0.11 0.50 0.50 0.04 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.34 d1, Uniform Delay [s] 54.14 40.81 40.94 47.77 29.20 33.60 55.04 25.59 25.88 51.90 27.48 34.38 c, Capacity [veh/h] 226 378 339 663 615 522 119 1836 573 200 1445 645 s, saturation flow rate [veh/h] 3459 1870 1678 3459 1870 1589 1781 5094 1589 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.06 0.07 0.18 0.07 0.20 0.05 0.04 0.05 0.09 0.23 0.38 g / C, Green / Cycle 0.07 0.20 0.20 0.19 0.33 0.33 0.07 0.36 0.36 0.11 0.41 0.41 g_i, Effective Green Time [s] 8 24 24 23 39 39 8 43 43 13 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.76 43.15 43.55 50.62 30.05 38.50 64.37 25.60 25.92 54.56 27.61 52.97 Movement LOS E D D D C D E C C D C D
d_A, Approach Delay [s/veh] 47.28 44.45 34.83 40.06
Approach LOS D D C D
d_I, Intersection Delay [s/veh] 41.59
Intersection LOS D
Intersection V/C 0.785
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 2.584 2.780 2.936 2.954 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] 283 517 417 900 d_b, Bicycle Delay [s] 44.21 33.01 37.61 18.15
I_b,int, Bicycle LOS Score for Intersection 1.843 2.441 1.769 2.431 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.156
Level Of Service: F
Delay (sec / veh): 96.1
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 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] 176 181 470 329 180 110 112 2209 145 155 3422 80 Total 15-Minute Volume [veh/h] 44 45 118 82 45 28 28 552 36 39 856 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] 176 181 470 329 180 110 112 2209 145 155 3422 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] 176 181 470 329 180 110 112 2209 145 155 3422 80 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
79 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 2.0 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 24 21 0 12 55 0 14 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 258.3 215.6 880.2 650.7 172.1 153.6 85.09 609.6 687.3 114.5 1426. 1639. 95th-Percentile Queue Length [veh/ln] 10.33 8.63 35.21 26.03 6.88 6.15 3.40 24.39 27.49 4.58 57.05 65.60 50th-Percentile Queue Length [ft/ln] 155.9 124.2 603.6 429.3 95.61 85.38 47.27 438.0 503.3 63.65 1007. 1165. 50th-Percentile Queue Length [veh/ln] 6.24 4.97 24.14 17.17 3.82 3.42 1.89 17.52 20.14 2.55 40.28 46.60 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E D F F D D E D D E F F
d, Delay for Lane Group [s/veh] 66.36 41.32 149.2 162.6 35.69 35.79 63.27 40.79 48.53 60.03 126.9 140.3 X, volume / capacity 0.86 0.38 1.17 1.20 0.28 0.28 0.60 0.85 0.86 0.58 1.19 1.20 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] 9.78 1.09 100.6 107.6 0.28 0.32 3.07 4.80 12.49 2.03 89.10 102.4 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 0.27 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 56.58 40.22 48.60 55.00 35.42 35.47 60.20 35.99 36.04 58.00 37.87 37.87 c, Capacity [veh/h] 206 472 401 274 548 479 187 2038 718 266 2160 781 s, saturation flow rate [veh/h] 1810 1870 1589 1781 1870 1637 3514 5176 1824 3459 5176 1872 (v / s)_i Volume / Saturation Flow Rate 0.10 0.10 0.30 0.18 0.08 0.08 0.03 0.34 0.34 0.04 0.50 0.50 g / C, Green / Cycle 0.11 0.25 0.25 0.15 0.29 0.29 0.05 0.39 0.39 0.08 0.42 0.42 g_i, Effective Green Time [s] 15 33 33 20 38 38 7 51 51 10 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.36 41.32 149.2 162.6 35.71 35.79 63.27 42.44 48.53 60.03 130.3 140.3 Movement LOS E D F F D D E D D E F F
d_A, Approach Delay [s/veh] 107.97 103.21 43.74 127.56
Approach LOS F F D F
d_I, Intersection Delay [s/veh] 96.12
Intersection LOS F
Intersection V/C 1.156
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 2.574 2.632 3.586 3.634 Crosswalk LOS B B 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] 492 246 769 800 d_b, Bicycle Delay [s] 36.94 49.99 24.62 23.40
I_b,int, Bicycle LOS Score for Intersection 2.242 2.070 2.577 3.068 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.614
Level Of Service: B
Delay (sec / veh): 19.8
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 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] 20 0 130 486 20 290 0 752 10 90 1344 0 Total 15-Minute Volume [veh/h] 5 0 33 122 5 73 0 188 3 23 336 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 0 130 486 20 290 0 752 10 90 1344 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 0 130 486 20 290 0 752 10 90 1344 0 Name I-5 Disney Way Disney Way
Volumes
84 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
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] 16 0 0 0 30 0 0 35 0 9 44 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 17.90 129.16 236.1 234.9 225.6 130.21 133.25 41.93 223.79 95th-Percentile Queue Length [veh/ln] 0.72 5.17 9.45 9.40 9.03 5.21 5.33 1.68 8.95 50th-Percentile Queue Length [ft/ln] 9.94 71.76 139.3 138.4 131.5 72.34 74.03 23.29 130.22 50th-Percentile Queue Length [veh/ln] 0.40 2.87 5.57 5.54 5.26 2.89 2.96 0.93 5.21 Critical Lane Group No Yes No No Yes No No No Yes
Lane Group LOS D D C C D B B B B
d, Delay for Lane Group [s/veh] 36.31 41.47 34.65 34.72 35.29 13.22 13.45 11.49 12.89 X, volume / capacity 0.10 0.75 0.74 0.74 0.77 0.28 0.27 0.19 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 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] 0.09 2.47 1.11 1.15 1.48 0.39 0.71 0.90 0.59 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] 36.22 39.00 33.54 33.57 33.81 12.83 12.74 10.59 12.30 c, Capacity [veh/h] 194 173 367 363 328 1802 940 471 2811 s, saturation flow rate [veh/h] 1781 1589 1781 1759 1589 3560 1857 750 5094 (v / s)_i Volume / Saturation Flow Rate 0.01 0.08 0.15 0.15 0.16 0.14 0.14 0.12 0.26 g / C, Green / Cycle 0.11 0.11 0.21 0.21 0.21 0.51 0.51 0.55 0.55 g_i, Effective Green Time [s] 10 10 19 19 19 46 46 50 50 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.31 0.00 41.47 34.68 34.72 35.24 0.00 13.29 13.45 11.49 12.89 0.00 Movement LOS D D C C D B B B B
d_A, Approach Delay [s/veh] 40.78 34.88 13.29 12.80
Approach LOS D C B B
d_I, Intersection Delay [s/veh] 19.85
Intersection LOS B
Intersection V/C 0.614
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 2.092 2.195 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] 251 531 666 866 d_b, Bicycle Delay [s] 34.46 24.32 20.04 14.49
I_b,int, Bicycle LOS Score for Intersection 1.560 2.873 1.979 2.348 Bicycle LOS A C 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.994
Level Of Service: D
Delay (sec / veh): 52.6
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 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] 316 1800 183 430 880 140 240 940 320 201 1565 500 Total 15-Minute Volume [veh/h] 79 450 46 108 220 35 60 235 80 50 391 125 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] 316 1800 183 430 880 140 240 940 320 201 1565 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] 316 1800 183 430 880 140 240 940 320 201 1565 500 Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Volumes
89 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 2.0 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] 19 46 0 19 46 0 14 29 0 26 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 210.6 674.1 177.9 296.8 268.6 128.7 167.8 315.4 346.8 136.9 637.1 710.5 95th-Percentile Queue Length [veh/ln] 8.43 26.96 7.12 11.87 10.75 5.15 6.71 12.62 13.88 5.48 25.49 28.42 50th-Percentile Queue Length [ft/ln] 120.6 486.8 98.86 185.2 163.7 71.50 93.25 199.6 224.1 76.09 461.1 514.4 50th-Percentile Queue Length [veh/ln] 4.82 19.47 3.95 7.41 6.55 2.86 3.73 7.99 8.96 3.04 18.44 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 E E F
d, Delay for Lane Group [s/veh] 55.40 53.60 29.20 68.38 29.74 27.03 58.07 36.74 42.34 55.79 63.77 87.88 X, volume / capacity 0.82 1.01 0.33 0.99 0.48 0.24 0.81 0.60 0.65 0.70 1.00 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] 3.27 14.50 0.42 15.93 0.23 0.26 4.11 1.67 6.53 2.26 22.27 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] 52.14 39.09 28.78 52.46 29.51 26.77 53.97 35.07 35.81 53.53 41.50 41.54 c, Capacity [veh/h] 386 1776 554 433 1845 576 295 1577 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 0.12 0.12 0.17 0.09 0.07 0.18 0.20 0.06 0.31 0.31 g / C, Green / Cycle 0.11 0.35 0.35 0.13 0.36 0.36 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.40 53.60 29.20 68.38 29.74 27.03 58.07 36.74 42.34 55.79 63.77 87.88 Movement LOS E F C E C C E D D E E F
d_A, Approach Delay [s/veh] 51.90 40.94 41.35 68.38
Approach LOS D D D E
d_I, Intersection Delay [s/veh] 52.65
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 3.265 3.297 3.246 3.278 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] 677 677 393 593 d_b, Bicycle Delay [s] 26.27 26.27 38.73 29.68
I_b,int, Bicycle LOS Score for Intersection 2.824 2.357 2.385 2.806 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.991
Level Of Service: D
Delay (sec / veh): 41.3
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 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] 130 1919 500 330 1321 70 80 70 170 680 100 530 Total 15-Minute Volume [veh/h] 33 480 125 83 330 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 1919 500 330 1321 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 1919 500 330 1321 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 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 146.3 574.6 420.7 174.9 314.2 334.1 70.58 259.44 317.0 302.8 337.1 95th-Percentile Queue Length [veh/ln] 5.86 22.99 16.83 7.00 12.57 13.37 2.82 10.38 12.68 12.11 13.48 50th-Percentile Queue Length [ft/ln] 81.32 408.8 282.8 97.18 198.6 214.1 39.21 156.77 200.8 189.8 216.4 50th-Percentile Queue Length [veh/ln] 3.25 16.35 11.31 3.89 7.95 8.57 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 46.64 37.74 46.71 23.97 26.07 34.75 54.67 44.20 45.89 58.10 X, volume / capacity 0.94 0.99 0.83 0.95 0.64 0.64 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 18.83 12.45 6.41 2.24 4.33 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 27.81 25.29 40.30 21.73 21.74 34.50 38.51 36.04 35.69 36.10 c, Capacity [veh/h] 139 1933 603 346 1430 732 257 240 685 331 315 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1822 1781 1662 3459 1669 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.38 0.31 0.10 0.26 0.26 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.27 46.64 37.74 46.71 24.61 26.07 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] 45.18 28.90 49.69 47.95
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 41.29
Intersection LOS D
Intersection V/C 0.991
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 3.360 3.309 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 2.962 2.506 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.990
Level Of Service: D
Delay (sec / veh): 46.7
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 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
Total Analysis Volume [veh/h] 309 1793 0 0 2121 380 0 0 0 80 660 1416 Total 15-Minute Volume [veh/h] 77 448 0 0 530 95 0 0 0 20 165 354 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] 309 1793 0 0 2121 380 0 0 0 80 660 1416 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] 309 1793 0 0 2121 380 0 0 0 80 660 1416 Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Volumes
99 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
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] 15 57 0 0 42 0 0 0 0 0 63 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 229.99 537.13 616.27 421.36 645.4 861.3 716.1 95th-Percentile Queue Length [veh/ln] 9.20 21.49 24.65 16.85 25.82 34.46 28.65 50th-Percentile Queue Length [ft/ln] 134.79 377.75 443.57 283.34 468.0 652.0 527.8 50th-Percentile Queue Length [veh/ln] 5.39 15.11 17.74 11.33 18.72 26.08 21.11 Critical Lane Group Yes No Yes No No Yes No
Lane Group LOS E C E D C E D
d, Delay for Lane Group [s/veh] 71.10 31.73 56.81 46.79 31.47 63.78 42.58 X, volume / capacity 0.97 0.79 0.98 0.75 0.81 1.00 0.91 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] 16.84 3.00 16.14 10.03 5.62 33.28 14.51 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 0.35 0.50 0.43 d1, Uniform Delay [s] 54.26 28.74 40.67 36.76 25.85 30.49 28.07 c, Capacity [veh/h] 319 2255 2154 504 912 709 780
s, saturation flow rate [veh/h] 3459 5094 6792 1589 1860 1446 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.35 0.31 0.24 0.40 0.49 0.45 g / C, Green / Cycle 0.09 0.44 0.32 0.32 0.49 0.49 0.49 g_i, Effective Green Time [s] 11 53 38 38 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
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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] 71.10 31.73 0.00 0.00 56.81 46.79 0.00 0.00 0.00 31.47 31.47 53.02 Movement LOS E C E D C C D
d_A, Approach Delay [s/veh] 37.52 55.29 0.00 45.73
Approach LOS D E A D
d_I, Intersection Delay [s/veh] 46.71
Intersection LOS D
Intersection V/C 0.990
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 3.437 2.386 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] 852 602 0 945 d_b, Bicycle Delay [s] 19.77 29.32 59.99 16.69
I_b,int, Bicycle LOS Score for Intersection 2.716 2.591 4.132 3.338 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.919
Level Of Service: E
Delay (sec / veh): 58.1
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 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] 297 1599 10 580 1398 253 573 732 223 0 875 0 Total 15-Minute Volume [veh/h] 74 400 3 145 350 63 143 183 56 0 219 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] 297 1599 10 580 1398 253 573 732 223 0 875 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] 297 1599 10 580 1398 253 573 732 223 0 875 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Volumes
104
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
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] 34 55 0 32 53 0 32 63 0 0 31 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 486.7 673.5 733.1 424.7 719.6 771.0 420.1 261.9 252.8 423.34 95th-Percentile Queue Length [veh/ln] 19.47 26.94 29.32 16.99 28.79 30.84 16.80 10.48 10.11 16.93 50th-Percentile Queue Length [ft/ln] 336.3 491.7 542.1 286.0 530.7 574.5 282.3 158.6 151.7 284.92 50th-Percentile Queue Length [veh/ln] 13.45 19.67 21.69 11.44 21.23 22.98 11.29 6.35 6.07 11.40 Critical Lane Group Yes No No No No Yes Yes No No Yes
Lane Group LOS F D E E E E E C C E
d, Delay for Lane Group [s/veh] 86.38 53.66 59.73 66.87 56.71 67.79 66.83 32.30 32.69 65.31 X, volume / capacity 0.93 0.86 0.86 0.93 0.90 0.91 0.92 0.36 0.36 0.92 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] 25.90 7.95 14.02 6.47 10.26 20.88 6.34 0.16 0.51 5.54 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 0.33 0.50 0.50 0.11 0.50 0.50 0.11 0.15 0.15 0.15 d1, Uniform Delay [s] 60.48 45.71 45.72 60.40 46.45 46.90 60.50 32.15 32.18 59.77 c, Capacity [veh/h] 321 1229 643 627 1232 599 621 2005 628 955 s, saturation flow rate [veh/h] 1781 3560 1864 3459 3560 1729 3459 5094 1596 5094 (v / s)_i Volume / Saturation Flow Rate 0.17 0.30 0.30 0.17 0.31 0.32 0.17 0.14 0.14 0.17 g / C, Green / Cycle 0.18 0.35 0.35 0.18 0.35 0.35 0.18 0.39 0.39 0.19 g_i, Effective Green Time [s] 27 52 52 27 52 52 27 59 59 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 86.38 55.72 59.73 66.87 59.05 67.79 66.83 32.31 32.69 0.00 65.31 0.00 Movement LOS F E E E E E E C C E
d_A, Approach Delay [s/veh] 60.52 62.07 45.31 65.31
Approach LOS E E D E
d_I, Intersection Delay [s/veh] 58.14
Intersection LOS E
Intersection V/C 0.919
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 3.111 0.000 3.195 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] 667 640 773 347 d_b, Bicycle Delay [s] 33.32 34.67 28.20 51.24
I_b,int, Bicycle LOS Score for Intersection 2.608 2.787 2.190 2.041 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.061
Level Of Service: E
Delay (sec / veh): 71.4
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 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] 464 1260 328 430 533 349 0 485 230 229 555 2724 120 Total 15-Minute Volume [veh/h] 116 315 82 108 133 87 0 121 576 57 139 681 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] 464 1260 328 430 533 349 0 485 230 229 555 2724 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] 464 1260 328 430 533 349 0 485 230 229 555 2724 120 Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Volumes
109
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 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] 20 32 22 18 30 0 0 20 48 0 22 50 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 302.4 550.7 413.5 324.0 203.7 506.1 345.0 715.9 851.5 406.1 880.0 1052. 95th-Percentile Queue Length [veh/ln] 12.10 22.03 16.54 12.96 8.15 20.25 13.80 28.64 34.06 16.25 35.20 42.10 50th-Percentile Queue Length [ft/ln] 189.5 374.0 277.0 199.9 115.5 352.2 219.8 527.5 639.3 262.6 639.7 773.7 50th-Percentile Queue Length [veh/ln] 7.58 14.96 11.08 8.00 4.62 14.09 8.79 21.10 25.58 10.50 25.59 30.95 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS E F E F D F F E F F F F
d, Delay for Lane Group [s/veh] 61.63 75.73 61.10 87.42 41.28 85.61 77.51 56.35 75.19 87.48 73.67 91.68 X, volume / capacity 0.99 1.06 0.89 1.07 0.48 1.00 1.02 0.99 1.01 1.06 1.06 1.07 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] 9.71 29.71 16.62 34.42 0.12 38.60 25.59 18.50 37.12 36.57 36.60 54.61 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 0.29 0.04 0.04 0.33 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 51.92 46.02 44.48 53.00 41.16 47.01 51.92 37.85 38.07 50.92 37.07 37.07 c, Capacity [veh/h] 469 1187 370 404 1102 349 474 1892 654 524 1978 706 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1790 3459 5176 1848 (v / s)_i Volume / Saturation Flow Rate 0.13 0.25 0.21 0.12 0.10 0.22 0.14 0.36 0.37 0.16 0.40 0.41 g / C, Green / Cycle 0.13 0.23 0.23 0.12 0.22 0.22 0.13 0.37 0.37 0.15 0.38 0.38 g_i, Effective Green Time [s] 16 28 28 14 26 26 16 44 44 18 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] 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.63 75.73 61.10 87.42 41.28 85.61 77.5 77.5 59.8 75.1 87.48 77.88 91.68 Movement LOS E F E F D F E F E E F F F
d_A, Approach Delay [s/veh] 70.20 68.19 63.87 79.93
Approach LOS E E E E
d_I, Intersection Delay [s/veh] 71.36
Intersection LOS E
Intersection V/C 1.061
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 3.392 3.209 3.621 3.725 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] 450 417 717 750 d_b, Bicycle Delay [s] 36.04 37.61 24.71 23.44
I_b,int, Bicycle LOS Score for Intersection 2.688 2.281 2.604 2.962 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.848
Level Of Service: C
Delay (sec / veh): 31.2
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 0.00 100.0 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] 100.0 100.0 110.0 190.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 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 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] 4 1808 568 615 1277 10 1 1 8 1012 0 573 Total 15-Minute Volume [veh/h] 1 452 142 154 319 3 0 0 2 253 0 143 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 1808 568 615 1277 10 1 1 8 1012 0 573 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 1808 568 615 1277 10 1 1 8 1012 0 573 Name Haster St Haster Street Gene Autry Way
Volumes
114
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 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] 41 48 28 28 35 0 20 16 0 28 19 28
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] 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 5.75 598.4 249.1 349.6 257.2 272.2 13.98 366.29 235.28 95th-Percentile Queue Length [veh/ln] 0.23 23.94 9.97 13.99 10.29 10.89 0.56 14.65 9.41 50th-Percentile Queue Length [ft/ln] 3.20 428.7 149.0 226.3 155.1 166.4 7.76 239.41 138.70 50th-Percentile Queue Length [veh/ln] 0.13 17.15 5.96 9.05 6.21 6.66 0.31 9.58 5.55 Critical Lane Group No Yes No Yes No No Yes Yes No
Lane Group LOS E D A D B B E D C
d, Delay for Lane Group [s/veh] 59.58 39.56 8.43 48.34 14.03 14.57 57.08 44.59 22.77 X, volume / capacity 0.16 0.89 0.49 0.89 0.40 0.40 0.12 0.84 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] 1.09 6.12 1.49 1.61 0.58 1.12 0.68 0.62 0.09 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] 58.49 33.44 6.94 46.72 13.45 13.45 56.40 43.96 22.68 c, Capacity [veh/h] 25 2041 1156 692 2089 1093 81 1205 1270 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1863 1410 5188 2813 (v / s)_i Volume / Saturation Flow Rate 0.00 0.35 0.36 0.18 0.24 0.24 0.01 0.20 0.20 g / C, Green / Cycle 0.01 0.40 0.73 0.20 0.59 0.59 0.03 0.23 0.47 g_i, Effective Green Time [s] 2 48 88 24 70 70 4 28 56
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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 59.58 39.56 8.43 48.34 14.21 14.57 57.08 57.08 57.08 44.59 0.00 22.77 Movement LOS E D A D B B E E E D C
d_A, Approach Delay [s/veh] 32.17 25.25 57.08 36.70
Approach LOS C C E D
d_I, Intersection Delay [s/veh] 31.19
Intersection LOS C
Intersection V/C 0.848
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 23.3 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 38.98 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.319 1.742 3.078 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] 715 498 182 388 d_b, Bicycle Delay [s] 24.79 33.84 49.61 38.98
I_b,int, Bicycle LOS Score for Intersection 2.869 2.606 1.576 1.560 Bicycle LOS C 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.044
Level Of Service: E
Delay (sec / veh): 63.5
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 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] 338 1752 100 252 1576 484 458 423 188 190 808 296 Total 15-Minute Volume [veh/h] 85 438 25 63 394 121 115 106 47 48 202 74 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] 338 1752 100 252 1576 484 458 423 188 190 808 296 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] 338 1752 100 252 1576 484 458 423 188 190 808 296 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
119
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 2.0 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] 20 34 0 16 30 0 16 29 0 11 24 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 402.3 626.5 704.7 306.6 591.4 602.7 237.4 257.3 237.2 93.53 414.3 272.6 95th-Percentile Queue Length [veh/ln] 16.09 25.06 28.19 12.27 23.66 24.11 9.50 10.29 9.49 3.74 16.57 10.90 50th-Percentile Queue Length [ft/ln] 258.2 443.6 505.5 187.1 404.6 418.1 140.3 155.2 140.1 51.96 272.4 166.7 50th-Percentile Queue Length [veh/ln] 10.33 17.75 20.22 7.48 16.19 16.72 5.61 6.21 5.61 2.08 10.90 6.67 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS F F F F F F D C C D F D
d, Delay for Lane Group [s/veh] 77.01 62.51 74.85 74.34 74.47 86.72 49.17 30.58 30.83 41.87 58.53 40.16 X, volume / capacity 1.07 1.02 1.03 1.06 1.06 1.05 0.99 0.62 0.62 0.71 1.03 0.85 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] 40.00 32.57 44.92 35.32 42.54 54.79 10.21 2.11 2.35 1.31 23.42 6.52 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 0.07 0.50 0.50 0.04 0.50 0.50 0.04 0.19 0.19 0.04 0.11 0.13 d1, Uniform Delay [s] 37.02 29.94 29.94 39.02 31.93 31.93 38.97 28.48 28.48 40.56 35.11 33.64 c, Capacity [veh/h] 317 1193 610 238 1481 462 462 517 464 267 784 350 s, saturation flow rate [veh/h] 1781 3560 1819 1781 5094 1589 3459 1870 1677 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.19 0.34 0.35 0.14 0.31 0.30 0.13 0.17 0.17 0.05 0.23 0.19 g / C, Green / Cycle 0.18 0.33 0.33 0.13 0.29 0.29 0.13 0.28 0.28 0.08 0.22 0.22 g_i, Effective Green Time [s] 16 30 30 12 26 26 12 25 25 7 20 20 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
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] 77.01 66.24 74.85 74.34 74.47 86.72 49.17 30.64 30.83 41.87 58.53 40.16 Movement LOS F E E F F F D C C D F D
d_A, Approach Delay [s/veh] 68.29 77.02 38.62 51.88
Approach LOS E E D D
d_I, Intersection Delay [s/veh] 63.52
Intersection LOS E
Intersection V/C 1.044
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 3.312 2.969 2.882 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] 633 544 522 411 d_b, Bicycle Delay [s] 21.02 23.85 24.58 28.41
I_b,int, Bicycle LOS Score for Intersection 2.764 2.831 2.442 2.627 Bicycle LOS C C 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.975
Level Of Service: D
Delay (sec / veh): 37.9
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 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] 426 0 210 520 170 0 0 2003 1249 770 2524 0 Total 15-Minute Volume [veh/h] 107 0 53 130 43 0 0 501 312 193 631 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] 426 0 210 520 170 0 0 2003 1249 770 2524 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] 426 0 210 520 170 0 0 2003 1249 770 2524 0 Name I-5 Manchester Avenue Katella Avenue Katella Avenue Volumes
124
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 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] 20 0 0 0 24 0 0 46 46 30 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
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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] 299.1 294.4 276.3 319.0 101.0 0.00 543.21 629.75 419.50 397.55 95th-Percentile Queue Length [veh/ln] 11.97 11.78 11.05 12.76 4.04 0.00 21.73 25.19 16.78 15.90 50th-Percentile Queue Length [ft/ln] 187.0 183.3 169.5 202.3 56.15 0.00 382.78 454.87 281.84 264.25 50th-Percentile Queue Length [veh/ln] 7.48 7.33 6.78 8.09 2.25 0.00 15.31 18.19 11.27 10.57 Critical Lane Group No No Yes Yes No No No Yes Yes No
Lane Group LOS E E E E D A D D D B
d, Delay for Lane Group [s/veh] 64.78 65.10 67.36 55.09 44.15 0.00 47.78 39.51 46.11 15.73 X, volume / capacity 0.92 0.92 0.93 0.91 0.29 0.00 0.92 0.93 0.88 0.61 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] 13.42 13.73 15.92 5.90 0.27 0.00 8.05 9.62 3.06 0.67 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 0.36 0.11 0.50 d1, Uniform Delay [s] 51.36 51.37 51.44 49.19 43.89 0.00 39.73 29.89 43.05 15.06 c, Capacity [veh/h] 241 236 212 572 589 267 2170 1345 876 4148 s, saturation flow rate [veh/h] 1810 1768 1589 3459 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.12 0.15 0.05 0.00 0.29 0.44 0.22 0.37 g / C, Green / Cycle 0.13 0.13 0.13 0.17 0.17 0.17 0.31 0.48 0.25 0.60 g_i, Effective Green Time [s] 16 16 16 20 20 20 38 58 30 72 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
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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] 64.94 0.00 67.36 55.09 44.15 0.00 0.00 47.78 39.51 46.11 15.73 0.00 Movement LOS E E E D A D D D B
d_A, Approach Delay [s/veh] 65.69 52.40 44.60 22.83
Approach LOS E D D C
d_I, Intersection Delay [s/veh] 37.88
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] 49.51 49.51 51.34 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.865 2.448 3.586 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] 245 318 683 1183 d_b, Bicycle Delay [s] 46.21 42.42 26.01 10.01
I_b,int, Bicycle LOS Score for Intersection 2.609 2.129 2.901 2.918 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.867
Level Of Service: C
Delay (sec / veh): 34.5
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
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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
Total Analysis Volume [veh/h] 935 1724 360 0 0 0 50 2596 0 0 2839 957 Total 15-Minute Volume [veh/h] 234 431 90 0 0 0 13 649 0 0 710 239 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] 935 1724 360 0 0 0 50 2596 0 0 2839 957 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] 935 1724 360 0 0 0 50 2596 0 0 2839 957 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
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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
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
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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] 655. 658. 541. 602. 34.57 507.90 573.9 669.2 669.2 95th-Percentile Queue Length [veh/ln] 26.2 26.3 21.6 24.1 1.38 20.32 22.96 26.77 26.77 50th-Percentile Queue Length [ft/ln] 476. 479. 381. 432. 19.21 353.68 408.2 488.0 488.0 50th-Percentile Queue Length [veh/ln] 19.0 19.1 15.2 17.3 0.77 14.15 16.33 19.52 19.52 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] 43.2 42.2 33.7 46.7 57.57 23.84 32.31 46.60 46.60 X, volume / capacity 0.87 0.87 0.86 0.89 0.36 0.74 0.84 0.89 0.89 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] 10.9 10.1 1.75 14.1 1.54 1.41 2.92 15.98 15.98 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 0.39 0.38 0.11 0.40 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 32.2 32.1 32.0 32.5 56.03 22.43 29.39 30.63 30.63 c, Capacity [veh/h] 737 757 134 633 140 3527 3026 708 708 s, saturation flow rate [veh/h] 178 182 324 152 3459 6792 6792 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.36 0.36 0.36 0.37 0.01 0.38 0.37 0.40 0.40 g / C, Green / Cycle 0.41 0.41 0.41 0.41 0.04 0.52 0.45 0.45 0.45 g_i, Effective Green Time [s] 50 50 50 50 5 62 53 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.90 37.09 46.72 0.00 0.00 0.00 57.57 23.84 0.00 0.00 32.31 46.60 Movement LOS D D D E C C D
d_A, Approach Delay [s/veh] 40.05 0.00 24.47 37.08
Approach LOS D A C D
d_I, Intersection Delay [s/veh] 34.50
Intersection LOS C
Intersection V/C 0.867
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 2.902 2.811 0.000 3.640 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 2.805 4.132 2.651 2.812 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.845
Level Of Service: D
Delay (sec / veh): 46.8
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 1 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 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] 9 0 110 400 0 50 50 562 31 170 1670 730 Total 15-Minute Volume [veh/h] 2 0 28 100 0 13 13 141 8 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] 9 0 110 400 0 50 50 562 31 170 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] 9 0 110 400 0 50 50 562 31 170 1670 730 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
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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 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] 24 24 0 61 61 0 10 26 0 9 25 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 6.34 40.65 40.65 149.0 149.0 33.14 40.45 92.17 96.41 64.10 594.5 898.6 95th-Percentile Queue Length [veh/ln] 0.25 1.63 1.63 5.96 5.96 1.33 1.62 3.69 3.86 2.56 23.78 35.95 50th-Percentile Queue Length [ft/ln] 3.52 22.58 22.58 82.81 82.81 18.41 22.47 51.20 53.56 35.61 414.1 623.6 50th-Percentile Queue Length [veh/ln] 0.14 0.90 0.90 3.31 3.31 0.74 0.90 2.05 2.14 1.42 16.57 24.95 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 C F F
d, Delay for Lane Group [s/veh] 28.89 30.66 30.66 30.43 30.43 26.03 35.04 14.85 15.01 32.38 43.10 94.19 X, volume / capacity 0.04 0.31 0.31 0.65 0.65 0.18 0.42 0.27 0.27 0.51 1.03 1.12 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] 0.09 0.97 0.97 2.36 2.36 0.31 2.38 0.14 0.28 1.19 22.41 73.49 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 0.16 0.50 d1, Uniform Delay [s] 28.80 29.69 29.69 28.08 28.08 25.72 32.65 14.71 14.73 31.18 20.70 20.70 c, Capacity [veh/h] 203 178 178 306 306 278 118 1444 738 335 1558 704 s, saturation flow rate [veh/h] 1810 1589 1589 1781 1781 1615 1810 3618 1850 3459 3618 1634 (v / s)_i Volume / Saturation Flow Rate 0.00 0.03 0.03 0.11 0.11 0.03 0.03 0.11 0.11 0.05 0.44 0.48 g / C, Green / Cycle 0.11 0.11 0.11 0.17 0.17 0.17 0.06 0.40 0.40 0.10 0.43 0.43 g_i, Effective Green Time [s] 8 8 8 12 12 12 5 29 29 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] 73 73 73 73 73 73 73 73 73 73 73 73 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 28.89 30.66 30.66 30.43 30.43 26.03 35.04 14.90 15.01 32.38 44.97 94.19 Movement LOS C C C C C C D B B C D F
d_A, Approach Delay [s/veh] 30.53 29.94 16.47 58.12
Approach LOS C C B E
d_I, Intersection Delay [s/veh] 46.82
Intersection LOS D
Intersection V/C 0.845
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] 28.70 28.70 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.354 2.423 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] 827 827 827 827 d_b, Bicycle Delay [s] 12.47 12.47 12.47 12.47
I_b,int, Bicycle LOS Score for Intersection 1.756 2.302 1.913 2.973 Bicycle LOS A B A 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 22: 22 Future with 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 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] 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 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] 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 22: 22 Future with 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 22: 22 Future with 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.091
Level Of Service: F
Delay (sec / veh): 88.6
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 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] 10 0 0 270 10 260 200 1199 10 50 2289 870 Total 15-Minute Volume [veh/h] 3 0 0 68 3 65 50 300 3 13 572 218 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 1199 10 50 2289 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 1199 10 50 2289 870 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 13.78 165.6 166.1 319.6 250.3 240.4 254.1 70.23 1486. 2076. 95th-Percentile Queue Length [veh/ln] 0.55 6.63 6.65 12.78 10.01 9.62 10.16 2.81 59.47 83.05 50th-Percentile Queue Length [ft/ln] 7.65 92.02 92.33 202.8 149.9 142.5 152.7 39.02 1073. 1417. 50th-Percentile Queue Length [veh/ln] 0.31 3.68 3.69 8.11 6.00 5.70 6.11 1.56 42.92 56.69 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 57.88 101.4 175.6 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 1.00 3.25 71.90 146.1 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 13.17 13.17 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 22: 22 Future with 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 57.88 108.4 175.6 Movement LOS E E E D D D D B B E F F
d_A, Approach Delay [s/veh] 57.56 48.42 19.38 125.88
Approach LOS E D B F
d_I, Intersection Delay [s/veh] 88.62
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 3.259 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] 257 193 277 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.836
Level Of Service: D
Delay (sec / veh): 42.6
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 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] 150 1700 100 410 1490 300 240 775 270 100 937 130 Total 15-Minute Volume [veh/h] 38 425 25 103 373 75 60 194 68 25 234 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 300 240 775 270 100 937 130 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 300 240 775 270 100 937 130 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
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 2.0 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 50 0 21 56 0 15 34 0 15 34 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 98.96 571.0 612.9 258.7 517.9 539.2 165.5 393.1 403.3 64.95 395.1 430.3 95th-Percentile Queue Length [veh/ln] 3.96 22.84 24.52 10.35 20.72 21.57 6.62 15.73 16.13 2.60 15.81 17.21 50th-Percentile Queue Length [ft/ln] 54.98 405.8 440.8 156.2 361.9 379.5 91.96 260.7 268.8 36.08 262.3 290.5 50th-Percentile Queue Length [veh/ln] 2.20 16.23 17.63 6.25 14.48 15.18 3.68 10.43 10.75 1.44 10.49 11.62 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 D E D D E
d, Delay for Lane Group [s/veh] 53.18 37.27 42.14 54.13 29.81 33.71 56.61 46.59 57.41 52.25 47.42 58.33 X, volume / capacity 0.50 0.82 0.83 0.86 0.74 0.75 0.78 0.85 0.85 0.34 0.86 0.86 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] 0.93 5.44 10.26 3.51 3.05 6.65 3.12 2.92 13.72 0.50 3.28 14.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.50 0.50 0.08 0.50 0.50 0.08 0.13 0.32 0.08 0.13 0.32 d1, Uniform Delay [s] 52.25 31.83 31.88 50.62 26.76 27.06 53.48 43.67 43.69 51.74 44.14 44.16 c, Capacity [veh/h] 303 1445 738 477 1625 783 310 846 388 295 831 410 s, saturation flow rate [veh/h] 3459 3560 1817 3459 3560 1716 3459 3560 1633 3459 3560 1756 (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 0.41 0.41 0.14 0.46 0.46 0.09 0.24 0.24 0.08 0.23 0.23 g_i, Effective Green Time [s] 10 49 49 17 55 55 11 29 29 10 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.18 38.73 42.14 54.13 30.57 33.71 56.61 47.42 57.41 52.25 50.01 58.33 Movement LOS D D D D C C E D E D D E
d_A, Approach Delay [s/veh] 40.02 35.39 51.23 51.13
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.62
Intersection LOS D
Intersection V/C 0.836
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 3.204 3.260 3.065 3.038 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] 741 841 475 475 d_b, Bicycle Delay [s] 23.77 20.14 34.90 34.90
I_b,int, Bicycle LOS Score for Intersection 2.632 2.770 2.266 2.201 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 22: 22 Future with 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 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] 240 1450 140 290 1110 90 320 819 240 240 2159 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 90 320 819 240 240 2159 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 90 320 819 240 240 2159 370 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
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 2.0 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 22: 22 Future with 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 95.69 234.6 296.5 281.1 164.8 762.0 319.2 95th-Percentile Queue Length [veh/ln] 6.86 25.44 6.30 8.69 15.76 3.83 9.38 11.86 11.25 6.60 30.48 12.77 50th-Percentile Queue Length [ft/ln] 95.31 449.8 87.45 125.1 261.4 53.16 137.6 185.0 173.2 91.60 557.4 202.5 50th-Percentile Queue Length [veh/ln] 3.81 17.99 3.50 5.01 10.46 2.13 5.51 7.40 6.93 3.66 22.30 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 46.69 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 11.62 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 24.98 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 22: 22 Future with 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 46.69 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 35.73 44.95
Approach LOS E D D D
d_I, Intersection Delay [s/veh] 50.26
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 2.318 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.682
Level Of Service: C
Delay (sec / veh): 23.9
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 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] 130 2455 140 60 912 30 20 50 100 180 100 60 Total 15-Minute Volume [veh/h] 33 614 35 15 228 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 2455 140 60 912 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 2455 140 60 912 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 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 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 179.6 554.5 607.8 82.00 177.6 188.3 25.19 179.74 277.74 191.29 95th-Percentile Queue Length [veh/ln] 7.19 22.18 24.32 3.28 7.10 7.53 1.01 7.19 11.11 7.65 50th-Percentile Queue Length [ft/ln] 99.81 392.1 436.5 45.56 98.68 104.6 13.99 99.86 166.41 106.62 50th-Percentile Queue Length [veh/ln] 3.99 15.69 17.46 1.82 3.95 4.18 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 C E B B D D F D
d, Delay for Lane Group [s/veh] 56.73 17.37 20.17 56.84 11.63 11.95 48.89 42.81 98.23 42.87 X, volume / capacity 0.80 0.75 0.77 0.57 0.29 0.29 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 2.33 4.84 1.83 0.34 0.65 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 15.04 15.33 55.01 11.30 11.30 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 1840 1226 1673 1313 1754 (v / s)_i Volume / Saturation Flow Rate 0.07 0.48 0.49 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.73 18.22 20.17 56.84 11.74 11.95 48.89 42.81 42.81 98.23 42.87 42.87 Movement LOS E B C E B B D D D F D D
d_A, Approach Delay [s/veh] 20.16 14.44 43.53 72.18
Approach LOS C B D E
d_I, Intersection Delay [s/veh] 23.92
Intersection LOS C
Intersection V/C 0.682
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 3.380 3.129 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 3.058 2.111 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 22: 22 Future with Project PM
Version 2022 (SP 0-0)
Generated with
Future with Project Conditions
with Recommended Modifications
Volume to Capacity (v/c): 0.883
Level Of Service: C
Delay (sec / veh): 28.5
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] 300.00 100.00 100.00 260.00 100.00 100.00 100.00 100.00 100.00 300.00 100.00 100.00 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
2 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 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
3 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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] 20 49 0 25 54 0 0 43 0 13 56 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 Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss 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
4 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 139.90 367.18 349.20 291.41 270.18 277.41 19.48 27.62 141.82 226.59 206.51 95th-Percentile Queue Length [veh/ln] 5.60 14.69 13.97 11.66 10.81 11.10 0.78 1.10 5.67 9.06 8.26 50th-Percentile Queue Length [ft/ln] 77.72 240.12 225.95 181.07 164.88 170.38 10.82 15.35 78.79 132.28 117.59 50th-Percentile Queue Length [veh/ln] 3.11 9.60 9.04 7.24 6.60 6.82 0.43 0.61 3.15 5.29 4.70 Critical Lane Group No No Yes Yes No No Yes No Yes No No Lane Group LOS E B B E B B E D E D D
d, Delay for Lane Group [s/veh] 65.20 18.83 19.99 57.17 12.51 13.07 71.06 52.73 61.14 46.18 46.38 X, volume / capacity 0.75 0.51 0.51 0.89 0.41 0.41 0.17 0.12 0.80 0.48 0.49 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] 5.76 0.95 2.10 2.37 0.55 1.09 6.14 0.43 1.55 0.95 1.10 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 0.50 0.15 0.04 0.11 0.11 d1, Uniform Delay [s] 59.44 17.88 17.89 54.80 11.96 11.97 64.92 52.30 59.60 45.23 45.28 c, Capacity [veh/h] 238 1982 900 492 2243 1126 59 170 359 379 332 s, saturation flow rate [veh/h] 3459 3560 1617 3459 3560 1787 33 1564 5188 1814 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.29 0.29 0.13 0.26 0.26 0.31 0.01 0.06 0.10 0.10 g / C, Green / Cycle 0.07 0.56 0.56 0.14 0.63 0.63 0.11 0.11 0.07 0.21 0.21 g_i, Effective Green Time [s] 9 72 72 18 82 82 14 14 9 27 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 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
5 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.20 18.88 19.99 57.17 12.66 13.07 71.06 52.73 52.73 61.14 46.18 46.36 Movement LOS E B B E B B E D D E D D
d_A, Approach Delay [s/veh] 24.18 23.51 58.84 53.03
Approach LOS C C E D
d_I, Intersection Delay [s/veh] 28.53
Intersection LOS C
Intersection V/C 0.883
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 3.028 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 665 742 572 772 d_b, Bicycle Delay [s] 28.98 25.74 33.12 24.49
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
6 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.124
Level Of Service: F
Delay (sec / veh): 80.9
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 7/31/2023
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 7/31/2023
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 44 47 14 47 44
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 3,9 8,9 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 Overla Overla 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 7/31/2023
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 1207. 1365. 192.8 346.0 365.1 95th-Percentile Queue Length [veh/ln] 8.38 12.50 15.81 6.29 13.51 9.38 13.92 48.28 54.64 7.71 13.84 14.61 50th-Percentile Queue Length [ft/ln] 119.8 197.2 262.4 87.41 217.0 138.0 221.9 830.7 949.0 107.7 223.4 238.4 50th-Percentile Queue Length [veh/ln] 4.79 7.89 10.50 3.50 8.68 5.52 8.88 33.23 37.96 4.31 8.94 9.54 Critical Lane Group No No Yes Yes No No No No Yes Yes No Yes Lane Group LOS E D D E D D F F F B D D
d, Delay for Lane Group [s/veh] 64.95 35.77 42.84 61.02 37.39 35.74 75.88 153.3 165.4 19.74 37.04 39.65 X, volume / capacity 0.93 0.53 0.66 0.79 0.57 0.40 1.03 1.23 1.24 0.28 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 19.47 108.5 120.6 0.03 0.41 3.01 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 0.13 0.33 d1, Uniform Delay [s] 59.14 34.62 36.63 58.98 35.96 33.54 56.41 44.83 44.83 19.70 36.64 36.64 c, Capacity [veh/h] 297 1723 538 266 1683 534 465 1606 580 1690 1686 574 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 0.31 0.31 0.49 0.33 0.33 g_i, Effective Green Time [s] 11 44 44 10 43 43 17 40 40 64 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 0.00 0.00 0.00 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 4.50 4.25 4.25 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 7/31/2023
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 61.02 37.39 35.74 75.8 75.8 156. 165. 19.74 37.45 39.65 Movement LOS E D D E D D E F F F B D D
d_A, Approach Delay [s/veh] 42.68 40.72 144.44 33.00
Approach LOS D D F C
d_I, Intersection Delay [s/veh] 80.86
Intersection LOS F
Intersection V/C 1.124
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] 643 628 582 654 d_b, Bicycle Delay [s] 29.92 30.60 32.70 29.45
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 9 - - - - - - - - - - -
Sequence
62 7/31/2023
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): 0.930
Level Of Service: D
Delay (sec / veh): 53.4
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] 240.00 100.00 100.00 210.00 100.00 100.00 100.00 100.00 100.00 90.00 100.00 100.00 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
7 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 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
8 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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] 11 40 0 12 41 0 50 58 0 20 28 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
9 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 58.57 597.47 642.44 134.27 413.03 433.73 320.55 798.09 807.11 289.35 146.47 273.27 95th-Percentile Queue Length [veh/ln] 2.34 23.90 25.70 5.37 16.52 17.35 12.82 31.92 32.28 11.57 5.86 10.93 50th-Percentile Queue Length [ft/ln] 32.54 427.86 465.52 74.59 276.64 293.30 203.56 597.63 605.36 179.49 81.37 167.23 50th-Percentile Queue Length [veh/ln] 1.30 17.11 18.62 2.98 11.07 11.73 8.14 23.91 24.21 7.18 3.25 6.69 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E E E E D D E D E E C C
d, Delay for Lane Group [s/veh] 60.58 60.26 70.21 63.40 43.97 47.45 57.63 52.73 57.63 64.30 28.16 31.42 X, volume / capacity 0.45 0.93 0.93 0.83 0.70 0.70 0.89 0.92 0.94 0.94 0.23 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] 0.67 15.37 25.32 3.10 3.74 7.21 3.81 15.81 20.18 7.79 0.03 0.22 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 0.41 0.43 0.04 0.04 0.04 d1, Uniform Delay [s] 59.91 44.88 44.89 60.30 40.23 40.24 53.82 36.92 37.45 56.51 28.13 31.20 c, Capacity [veh/h] 177 1031 518 214 1069 541 276 752 711 220 1319 589 s, saturation flow rate [veh/h] 3459 3560 1788 3459 3560 1802 1781 1870 1768 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.27 0.27 0.05 0.21 0.21 0.14 0.37 0.38 0.12 0.08 0.17 g / C, Green / Cycle 0.05 0.29 0.29 0.06 0.30 0.30 0.16 0.40 0.40 0.12 0.37 0.37 g_i, Effective Green Time [s] 7 38 38 8 39 39 20 52 52 16 48 48 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
10 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.58 62.95 70.21 63.40 44.96 47.45 57.63 54.66 57.63 64.30 28.16 31.42 Movement LOS E E E E D D E D E E C C
d_A, Approach Delay [s/veh] 63.42 47.64 55.52 38.82
Approach LOS E D E D
d_I, Intersection Delay [s/veh] 53.35
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] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.107 3.206 2.721 2.833 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 520 535 797 335 d_b, Bicycle Delay [s] 35.60 34.86 23.52 45.03
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
11 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.731
Level Of Service: C
Delay (sec / veh): 24.5
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] 100.00 100.00 100.00 300.00 100.00 100.00 150.00 100.00 200.00 180.00 100.00 220.00 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
12 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 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
13 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 11 24 0 11 23 0 72 84 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
14 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 61.89 93.04 223.85 81.29 214.57 206.75 67.52 539.38 602.55 216.85 240.36 260.82 95th-Percentile Queue Length [veh/ln] 2.48 3.72 8.95 3.25 8.58 8.27 2.70 21.58 24.10 8.67 9.61 10.43 50th-Percentile Queue Length [ft/ln] 34.38 51.69 130.26 45.16 123.46 117.76 37.51 379.61 432.10 125.12 142.48 157.81 50th-Percentile Queue Length [veh/ln] 1.38 2.07 5.21 1.81 4.94 4.71 1.50 15.18 17.28 5.00 5.70 6.31 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D E E E E E B C E B B
d, Delay for Lane Group [s/veh] 66.17 54.87 70.99 61.17 57.36 58.03 62.04 19.29 22.14 60.92 10.52 11.12 X, volume / capacity 0.51 0.31 0.78 0.59 0.65 0.67 0.49 0.71 0.72 0.81 0.39 0.39 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 1.77 14.78 1.08 3.08 3.61 2.05 1.40 4.06 4.16 0.33 0.94 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 53.10 56.21 60.08 54.28 54.41 59.99 17.89 18.07 56.76 10.18 10.18 c, Capacity [veh/h] 76 210 178 187 232 214 183 3124 1104 370 3409 1218 s, saturation flow rate [veh/h] 1810 1870 1589 3459 1870 1722 3514 5176 1828 3459 5176 1849 (v / s)_i Volume / Saturation Flow Rate 0.02 0.03 0.09 0.03 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 0.05 0.12 0.12 0.05 0.60 0.60 0.11 0.66 0.66 g_i, Effective Green Time [s] 5 15 15 7 16 16 7 79 79 14 86 86 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
15 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.17 54.87 70.99 61.17 57.58 58.03 62.04 19.91 22.14 60.92 10.66 11.12 Movement LOS E D E E E E E B C E B B
d_A, Approach Delay [s/veh] 65.93 58.63 21.25 17.82
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 24.48
Intersection LOS C
Intersection V/C 0.731
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 2.700 3.465 3.489 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 292 292 277 1215 d_b, Bicycle Delay [s] 47.40 47.40 48.26 10.01
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
16 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.745
Level Of Service: D
Delay (sec / veh): 44.4
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] 230.00 100.00 100.00 300.00 100.00 100.00 150.00 100.00 100.00 100.00 100.00 100.00 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 Manchester / I-5 Ramps Intersection Setup
17 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 107 1111 10 558 1302 224 549 1054 81 0 706 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Manchester / I-5 Ramps Volumes
18 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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] 11 46 0 36 71 0 36 68 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss 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
19 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 96.80 418.31 443.60 406.53 478.33 486.14 401.03 309.93 325.41 343.37 95th-Percentile Queue Length [veh/ln] 3.87 16.73 17.74 16.26 19.13 19.45 16.04 12.40 13.02 13.73 50th-Percentile Queue Length [ft/ln] 53.78 280.88 301.28 271.43 329.49 335.86 267.03 195.33 207.33 221.37 50th-Percentile Queue Length [veh/ln] 2.15 11.24 12.05 10.86 13.18 13.43 10.68 7.81 8.29 8.85 Critical Lane Group No No Yes Yes No No Yes No No Yes
Lane Group LOS E D D E C C E D D E
d, Delay for Lane Group [s/veh] 75.78 39.73 41.33 65.37 27.61 29.25 65.50 35.35 35.78 62.39 X, volume / capacity 0.69 0.56 0.56 0.90 0.57 0.58 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] 5.24 1.77 3.36 5.12 1.35 2.84 5.08 0.23 0.65 2.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 70.55 37.96 37.96 60.25 26.26 26.41 60.42 35.12 35.12 59.78 c, Capacity [veh/h] 156 1304 682 619 1781 867 611 1908 668 873 s, saturation flow rate [veh/h] 3459 3560 1861 3459 3560 1734 3459 5094 1783 5094 (v / s)_i Volume / Saturation Flow Rate 0.03 0.21 0.21 0.16 0.29 0.29 0.16 0.17 0.17 0.14 g / C, Green / Cycle 0.04 0.37 0.37 0.18 0.50 0.50 0.18 0.37 0.37 0.17 g_i, Effective Green Time [s] 7 55 55 27 75 75 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
20 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 75.78 40.27 41.33 65.37 27.97 29.25 65.50 35.43 35.78 0.00 62.39 0.00 Movement LOS E D D E C C E D D E
d_A, Approach Delay [s/veh] 43.37 38.12 45.25 62.39
Approach LOS D D D E
d_I, Intersection Delay [s/veh] 44.36
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 3.069 0.000 3.169 0.000 Crosswalk LOS C F C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 547 880 840 360 d_b, Bicycle Delay [s] 39.59 23.51 25.22 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
21 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.836
Level Of Service: D
Delay (sec / veh): 38.7
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 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
22 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 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
23 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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] 11 30 0 11 30 0 21 38 0 11 28 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
24 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 72.53 434.38 482.65 74.57 313.76 233.68 261.72 497.04 518.47 52.59 84.74 138.74 95th-Percentile Queue Length [veh/ln] 2.90 17.38 19.31 2.98 12.55 9.35 10.47 19.88 20.74 2.10 3.39 5.55 50th-Percentile Queue Length [ft/ln] 40.29 293.82 333.01 41.43 198.29 137.52 158.49 344.78 362.38 29.21 47.08 77.08 50th-Percentile Queue Length [veh/ln] 1.61 11.75 13.32 1.66 7.93 5.50 6.34 13.79 14.50 1.17 1.88 3.08 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D D C C D D D D C C
d, Delay for Lane Group [s/veh] 40.88 43.45 52.41 40.96 32.33 31.60 37.62 38.05 42.84 40.39 26.68 28.57 X, volume / capacity 0.57 0.91 0.91 0.58 0.76 0.57 0.90 0.87 0.91 0.43 0.24 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 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 13.07 22.03 0.75 3.70 4.95 1.91 11.76 16.05 0.44 0.14 0.69 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 0.40 0.42 0.04 0.11 0.11 d1, Uniform Delay [s] 40.17 30.38 30.38 40.20 28.63 26.65 35.71 26.29 26.79 39.95 26.54 27.88 c, Capacity [veh/h] 264 1069 544 265 1530 477 653 696 660 254 914 408 s, saturation flow rate [veh/h] 3459 3560 1812 3459 5094 1589 3459 1870 1773 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.27 0.27 0.04 0.23 0.17 0.17 0.32 0.34 0.03 0.06 0.11 g / C, Green / Cycle 0.08 0.30 0.30 0.08 0.30 0.30 0.19 0.37 0.37 0.07 0.26 0.26 g_i, Effective Green Time [s] 7 27 27 7 27 27 17 34 34 7 23 23 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
25 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.88 46.08 52.41 40.96 32.33 31.60 37.62 39.99 42.84 40.39 26.68 28.57 Movement LOS D D D D C C D D D D C C
d_A, Approach Delay [s/veh] 45.95 33.04 39.51 30.31
Approach LOS D C D C
d_I, Intersection Delay [s/veh] 38.69
Intersection LOS D
Intersection V/C 0.836
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] 34.70 34.70 34.70 34.70
I_p,int, Pedestrian LOS Score for Intersection 3.101 3.254 2.933 2.840 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 544 544 722 500 d_b, Bicycle Delay [s] 23.86 23.86 18.39 25.33
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
26 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.969
Level Of Service: D
Delay (sec / veh): 35.4
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] 100.00 100.00 100.00 90.00 100.00 100.00 100.00 100.00 100.00 160.00 100.00 100.00 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 Southbound Ramps Manchester Avenue Katella Avenue Katella Avenue Intersection Setup
27 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 195 0 810 430 598 20 0 1571 1398 520 1965 0 Name I-5 Southbound Ramps Manchester Avenue Katella Avenue Katella Avenue Volumes
28 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements 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 0.0 2.0 2.0 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 2.0 2.0 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 3.0 3.0 3.0 0.0 0.0 4.0 4.0 3.0 4.0 0.0 Split [s] 37 0 24 62 25 0 0 34 34 24 58 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 3.2 3.2 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 30 30 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 5 5 10 0 0 10 10 5 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups 5,7 5,8
Signal Group 5 0 7 1 6 0 0 8 8 7 4 0
Control Type Permiss Permiss Overlap Protecte Permiss Permiss Permiss Permiss Overlap Protecte Permiss Permiss 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
29 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 207.15 198.10 211.80 369.06 22.80 448.72 626.14 319.95 405.67 95th-Percentile Queue Length [veh/ln] 8.29 7.92 8.47 14.76 0.91 17.95 25.05 12.80 16.23 50th-Percentile Queue Length [ft/ln] 118.05 111.51 121.44 241.60 12.67 305.42 451.84 203.09 270.75 50th-Percentile Queue Length [veh/ln] 4.72 4.46 4.86 9.66 0.51 12.22 18.07 8.12 10.83 Critical Lane Group No Yes No Yes No No Yes Yes No
Lane Group LOS D A C E D D C E C
d, Delay for Lane Group [s/veh] 35.87 8.80 26.36 58.50 41.43 51.68 30.42 55.52 26.40 X, volume / capacity 0.39 0.42 0.64 0.96 0.07 0.90 0.89 0.91 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 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] 0.50 0.16 1.02 9.44 0.10 8.18 6.56 6.22 0.99 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 0.12 0.11 0.11 0.11 0.50 0.40 0.11 0.50 d1, Uniform Delay [s] 35.37 8.64 25.34 49.05 41.33 43.49 23.87 49.30 25.40 c, Capacity [veh/h] 497 1913 672 624 283 1738 1570 569 3104 s, saturation flow rate [veh/h] 1810 2813 1307 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.11 0.29 0.33 0.17 0.01 0.23 0.49 0.15 0.28 g / C, Green / Cycle 0.27 0.68 0.48 0.18 0.18 0.25 0.56 0.17 0.45 g_i, Effective Green Time [s] 33 82 58 21 21 30 67 20 54 l2, Clearance Lost Time [s] 2.00 0.00 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 2.00 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 R L C R C R L C
Lane Group Calculations
30 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.87 0.00 8.80 26.36 58.50 41.43 0.00 51.68 30.42 55.52 26.40 0.00 Movement LOS D A C E D D C E C
d_A, Approach Delay [s/veh] 14.06 44.99 41.67 32.49
Approach LOS B D D C
d_I, Intersection Delay [s/veh] 35.40
Intersection LOS D
Intersection V/C 0.969
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] 49.51 49.51 51.35 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 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 528 335 483 883 d_b, Bicycle Delay [s] 32.50 41.59 34.51 18.71
I_b,int, Bicycle LOS Score for Intersection 1.560 2.424 2.784 2.585 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 - - 4 - - - - - - - - - - - -
Sequence
31 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 23: 23 Future with Project with Improvements AM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.863
Level Of Service: D
Delay (sec / veh): 44.3
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] 300.00 100.00 100.00 260.00 100.00 100.00 100.00 100.00 100.00 300.00 100.00 100.00 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
2 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 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
3 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 15 51 0 0 43 0 25 68 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 Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss 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
4 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 37.41 763.16 837.38 204.25 409.66 431.85 61.27 72.19 341.24 268.19 270.36 95th-Percentile Queue Length [veh/ln] 1.50 30.53 33.50 8.17 16.39 17.27 2.45 2.89 13.65 10.73 10.81 50th-Percentile Queue Length [ft/ln] 20.79 567.77 631.34 115.95 273.94 291.78 34.04 40.11 219.70 163.38 165.02 50th-Percentile Queue Length [veh/ln] 0.83 22.71 25.25 4.64 10.96 11.67 1.36 1.60 8.79 6.54 6.60 Critical Lane Group No No Yes Yes No No Yes No Yes No No Lane Group LOS E D E E C C E D E C C
d, Delay for Lane Group [s/veh] 61.44 48.67 57.06 64.01 28.15 29.56 60.90 41.35 56.72 27.63 27.93 X, volume / capacity 0.32 0.93 0.94 0.92 0.58 0.58 0.34 0.17 0.95 0.42 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 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] 1.37 12.06 20.36 4.96 1.53 2.93 2.41 0.30 2.76 0.42 0.47 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] 60.08 36.62 36.71 59.04 26.62 26.63 58.49 41.05 53.95 27.21 27.46 c, Capacity [veh/h] 158 1460 752 295 1600 828 118 364 839 684 656 s, saturation flow rate [veh/h] 3459 3560 1833 3459 3560 1843 283 1653 5188 1658 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.38 0.38 0.08 0.26 0.26 0.14 0.04 0.15 0.18 0.18 g / C, Green / Cycle 0.05 0.41 0.41 0.08 0.45 0.45 0.22 0.22 0.16 0.41 0.41 g_i, Effective Green Time [s] 6 53 53 11 58 58 29 29 21 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 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
5 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.44 51.31 57.06 64.01 28.61 29.56 60.90 41.35 41.35 56.72 27.63 27.80 Movement LOS E D E E C C E D D E C C
d_A, Approach Delay [s/veh] 51.77 34.36 49.17 44.50
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 44.28
Intersection LOS D
Intersection V/C 0.863
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 3.265 3.312 2.215 3.059 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 634 695 572 957 d_b, Bicycle Delay [s] 30.34 27.67 33.13 17.69
I_b,int, Bicycle LOS Score for Intersection 2.722 2.481 1.642 3.830 Bicycle LOS B B A D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
6 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.524
Level Of Service: F
Delay (sec / veh): 97.6
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 7/31/2023
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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 Total 15-Minute Volume [veh/h] 137 295 134 74 210 148 0 129 425 36 204 589 78 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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 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] 548 1181 536 294 841 590 0 515 170 142 817 2356 313 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 7/31/2023
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 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] 17 49 49 15 47 47 0 16 38 50 14 50 38
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 3,9 8,9 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 Overla Overla 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 7/31/2023
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] 723.9 409.7 735.1 233.1 293.7 963.8 686.4 624.9 719.5 336.9 919.4 1173. 95th-Percentile Queue Length [veh/ln] 28.96 16.39 29.41 9.32 11.75 38.55 27.46 25.00 28.78 13.48 36.78 46.92 50th-Percentile Queue Length [ft/ln] 453.0 273.9 543.9 136.8 182.8 687.5 427.5 447.2 525.5 216.3 657.4 836.6 50th-Percentile Queue Length [veh/ln] 18.12 10.96 21.76 5.47 7.31 27.50 17.10 17.89 21.02 8.65 26.30 33.46 Critical Lane Group Yes No No No No Yes No No Yes Yes Yes No Lane Group LOS F D E F D F F F F C F F
d, Delay for Lane Group [s/veh] 311.2 38.26 74.64 75.47 35.96 114.5 314.5 75.30 92.91 23.70 85.61 124.3 X, volume / capacity 1.56 0.67 0.97 1.00 0.50 1.11 1.57 1.01 1.01 0.50 1.09 1.14 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] 252.7 2.05 32.67 15.96 1.06 71.02 255.5 27.25 44.87 0.09 43.29 82.05 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 0.14 0.50 d1, Uniform Delay [s] 58.50 36.21 41.96 59.50 34.90 43.52 58.92 48.05 48.05 23.61 42.32 42.32 c, Capacity [veh/h] 351 1762 550 293 1684 534 329 1350 471 1637 1806 615 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1805 3459 5176 1761 (v / s)_i Volume / Saturation Flow Rate 0.16 0.23 0.34 0.09 0.17 0.37 0.15 0.26 0.26 0.24 0.38 0.40 g / C, Green / Cycle 0.10 0.35 0.35 0.08 0.33 0.33 0.09 0.26 0.26 0.47 0.36 0.36 g_i, Effective Green Time [s] 13 45 45 11 43 43 12 34 34 62 47 47 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 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 4.50 4.25 4.25 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 7/31/2023
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] 311.2 38.26 74.64 75.47 35.96 114.5 314. 314. 78.7 92.9 23.70 92.00 124.3 Movement LOS F D E F D F F F E F C F F
d_A, Approach Delay [s/veh] 112.92 69.57 131.13 78.90
Approach LOS F E F E
d_I, Intersection Delay [s/veh] 97.62
Intersection LOS F
Intersection V/C 1.524
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 3.307 3.348 3.555 3.571 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] 658 628 489 700 d_b, Bicycle Delay [s] 29.25 30.60 37.09 27.46
I_b,int, Bicycle LOS Score for Intersection 2.805 2.508 2.319 2.998 Bicycle LOS C B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 9 - - - - - - - - - - -
Sequence
62 7/31/2023
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): 0.881
Level Of Service: D
Delay (sec / veh): 44.3
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] 240.00 100.00 100.00 210.00 100.00 100.00 100.00 100.00 100.00 90.00 100.00 100.00 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
7 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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 1635 205 216 1548 428 131 449 110 224 862 266 Total 15-Minute Volume [veh/h] 63 409 51 54 387 107 33 112 28 56 216 67 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 250 1635 205 216 1548 428 131 449 110 224 862 266 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 250 1635 205 216 1548 428 131 449 110 224 862 266 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
8 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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] 15 53 0 21 59 0 15 33 0 23 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] 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
9 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 187.57 590.79 619.87 161.09 681.32 716.57 199.07 352.45 336.09 300.73 489.63 306.98 95th-Percentile Queue Length [veh/ln] 7.50 23.63 24.79 6.44 27.25 28.66 7.96 14.10 13.44 12.03 19.59 12.28 50th-Percentile Queue Length [ft/ln] 104.20 422.28 446.58 89.49 498.28 528.13 112.21 228.50 215.67 188.23 338.71 193.05 50th-Percentile Queue Length [veh/ln] 4.17 16.89 17.86 3.58 19.93 21.13 4.49 9.14 8.63 7.53 13.55 7.72 Critical Lane Group Yes No No No No Yes Yes No No No Yes No Lane Group LOS E C D E D D E D D E D D
d, Delay for Lane Group [s/veh] 61.14 34.43 38.51 60.91 39.24 47.75 63.95 51.62 52.10 59.35 47.25 43.57 X, volume / capacity 0.84 0.78 0.78 0.79 0.86 0.88 0.86 0.73 0.73 0.88 0.90 0.62 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] 2.53 3.78 7.69 2.01 6.29 14.25 5.26 3.76 4.19 4.73 1.34 1.78 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 0.16 0.16 0.05 0.04 0.13 d1, Uniform Delay [s] 58.61 30.65 30.82 58.90 32.95 33.49 58.68 47.86 47.91 54.62 45.91 41.79 c, Capacity [veh/h] 296 1581 784 272 1556 731 153 395 368 255 956 427 s, saturation flow rate [veh/h] 3459 3560 1766 3459 3560 1674 1781 1870 1745 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.34 0.35 0.06 0.37 0.38 0.07 0.15 0.16 0.13 0.24 0.17 g / C, Green / Cycle 0.09 0.44 0.44 0.08 0.44 0.44 0.09 0.21 0.21 0.14 0.27 0.27 g_i, Effective Green Time [s] 11 58 58 10 57 57 11 28 28 19 35 35 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
10 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.14 35.45 38.51 60.91 40.42 47.75 63.95 51.79 52.10 59.35 47.25 43.57 Movement LOS E D D E D D E D D E D D
d_A, Approach Delay [s/veh] 38.82 43.87 54.15 48.53
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 44.32
Intersection LOS D
Intersection V/C 0.881
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] 54.49 54.49 54.49 54.49
I_p,int, Pedestrian LOS Score for Intersection 3.227 3.324 2.752 2.832 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 720 812 412 535 d_b, Bicycle Delay [s] 26.64 22.94 40.98 34.88
I_b,int, Bicycle LOS Score for Intersection 2.709 2.765 2.129 2.675 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
11 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.053
Level Of Service: E
Delay (sec / veh): 67.7
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] 100.00 100.00 100.00 300.00 100.00 100.00 150.00 100.00 200.00 180.00 100.00 220.00 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
12 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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] 176 181 470 329 180 110 112 2209 145 155 3422 80 Total 15-Minute Volume [veh/h] 44 45 118 82 45 28 28 552 36 39 856 20 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 176 181 470 329 180 110 112 2209 145 155 3422 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 176 181 470 329 180 110 112 2209 145 155 3422 80 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
13 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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] 35 40 0 16 21 0 12 60 0 14 62 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
14 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 258.67 209.24 768.66 262.06 182.82 163.30 85.12 563.28 624.27 114.59 1176.75 1382.85 95th-Percentile Queue Length [veh/ln] 10.35 8.37 30.75 10.48 7.31 6.53 3.40 22.53 24.97 4.58 47.07 55.31 50th-Percentile Queue Length [ft/ln] 156.19 119.57 545.13 156.64 101.56 90.72 47.29 399.40 450.27 63.66 863.66 1023.83 50th-Percentile Queue Length [veh/ln] 6.25 4.78 21.81 6.27 4.06 3.63 1.89 15.98 18.01 2.55 34.55 40.95 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E D F F D D E C D E F F
d, Delay for Lane Group [s/veh] 66.57 38.59 110.43 81.64 39.68 39.81 63.32 34.34 39.18 60.06 82.59 97.24 X, volume / capacity 0.86 0.35 1.07 1.03 0.32 0.33 0.60 0.78 0.78 0.58 1.09 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] 9.96 0.87 63.37 22.64 0.39 0.45 3.10 2.75 7.54 2.04 47.20 61.85 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 0.04 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 56.62 37.73 47.06 59.00 39.30 39.35 60.22 31.60 31.64 58.02 35.39 35.39 c, Capacity [veh/h] 205 516 439 319 477 418 186 2235 788 265 2358 853 s, saturation flow rate [veh/h] 1810 1870 1589 3459 1870 1637 3514 5176 1824 3459 5176 1872 (v / s)_i Volume / Saturation Flow Rate 0.10 0.10 0.30 0.10 0.08 0.08 0.03 0.34 0.34 0.04 0.50 0.50 g / C, Green / Cycle 0.11 0.28 0.28 0.09 0.26 0.26 0.05 0.43 0.43 0.08 0.46 0.46 g_i, Effective Green Time [s] 15 36 36 12 33 33 7 56 56 10 59 59 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
15 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.57 38.59 110.43 81.64 39.70 39.81 63.32 35.37 39.18 60.06 86.26 97.24 Movement LOS E D F F D D E D D E F F
d_A, Approach Delay [s/veh] 85.37 62.01 36.87 85.39
Approach LOS F E D F
d_I, Intersection Delay [s/veh] 67.67
Intersection LOS E
Intersection V/C 1.053
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] 56.31 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 2.574 2.750 3.586 3.634 Crosswalk LOS B B D D
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 538 246 846 877 d_b, Bicycle Delay [s] 34.71 49.99 21.64 20.50
I_b,int, Bicycle LOS Score for Intersection 2.242 2.070 2.577 3.068 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
16 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.898
Level Of Service: D
Delay (sec / veh): 53.3
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] 230.00 100.00 100.00 300.00 100.00 100.00 150.00 100.00 100.00 100.00 100.00 100.00 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 Manchester / I-5 Ramps Intersection Setup
17 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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] 297 1599 10 580 1398 253 573 732 223 0 875 0 Total 15-Minute Volume [veh/h] 74 400 3 145 350 63 143 183 56 0 219 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 297 1599 10 580 1398 253 573 732 223 0 875 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 297 1599 10 580 1398 253 573 732 223 0 875 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Manchester / I-5 Ramps Volumes
18 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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] 19 47 0 38 66 0 38 65 0 0 27 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss 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
19 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 248.28 698.44 764.59 418.74 617.61 641.44 414.52 258.28 249.27 418.52 95th-Percentile Queue Length [veh/ln] 9.93 27.94 30.58 16.75 24.70 25.66 16.58 10.33 9.97 16.74 50th-Percentile Queue Length [ft/ln] 148.39 512.76 568.99 281.23 444.69 464.68 277.84 155.89 149.14 281.05 50th-Percentile Queue Length [veh/ln] 5.94 20.51 22.76 11.25 17.79 18.59 11.11 6.24 5.97 11.24 Critical Lane Group No No Yes Yes No No Yes No No Yes
Lane Group LOS E E E E D D E C C E
d, Delay for Lane Group [s/veh] 72.99 58.41 65.86 64.60 40.22 44.51 64.72 31.33 31.70 63.55 X, volume / capacity 0.86 0.90 0.90 0.90 0.74 0.76 0.90 0.35 0.36 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] 6.47 10.71 18.15 4.94 3.38 7.31 4.91 0.15 0.48 4.43 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 66.52 47.70 47.71 59.67 36.84 37.20 59.80 31.19 31.22 59.12 c, Capacity [veh/h] 344 1179 617 644 1487 722 637 2052 643 977 s, saturation flow rate [veh/h] 3459 3560 1864 3459 3560 1729 3459 5094 1596 5094 (v / s)_i Volume / Saturation Flow Rate 0.09 0.30 0.30 0.17 0.31 0.32 0.17 0.14 0.14 0.17 g / C, Green / Cycle 0.10 0.33 0.33 0.19 0.42 0.42 0.18 0.40 0.40 0.19 g_i, Effective Green Time [s] 15 50 50 28 63 63 28 60 60 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 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
20 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 72.99 60.94 65.86 64.60 41.13 44.51 64.72 31.34 31.70 0.00 63.55 0.00 Movement LOS E E E E D D E C C E
d_A, Approach Delay [s/veh] 62.85 47.61 43.91 63.55
Approach LOS E D D E
d_I, Intersection Delay [s/veh] 53.32
Intersection LOS D
Intersection V/C 0.898
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 3.181 0.000 3.195 0.000 Crosswalk LOS C F C F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 560 813 800 293 d_b, Bicycle Delay [s] 38.87 26.39 26.99 54.60
I_b,int, Bicycle LOS Score for Intersection 2.608 2.787 2.190 2.041 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
21 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.946
Level Of Service: D
Delay (sec / veh): 43.6
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 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
22 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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] 338 1752 100 252 1576 484 458 423 188 190 808 296 Total 15-Minute Volume [veh/h] 85 438 25 63 394 121 115 106 47 48 202 74 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 338 1752 100 252 1576 484 458 423 188 190 808 296 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 1.0000 1.0000 1.0000 1.0000 1.0000 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 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 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 338 1752 100 252 1576 484 458 423 188 190 808 296 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
23 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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] 14 36 0 11 33 0 17 32 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 Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss 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
24 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 169.25 546.04 618.33 133.97 466.35 493.36 219.71 244.13 224.97 93.53 349.25 258.33 95th-Percentile Queue Length [veh/ln] 6.77 21.84 24.73 5.36 18.65 19.73 8.79 9.77 9.00 3.74 13.97 10.33 50th-Percentile Queue Length [ft/ln] 94.03 385.12 445.30 74.43 319.73 341.77 127.22 145.29 131.09 51.96 225.98 155.93 50th-Percentile Queue Length [veh/ln] 3.76 15.40 17.81 2.98 12.79 13.67 5.09 5.81 5.24 2.08 9.04 6.24 Critical Lane Group No No Yes Yes No No Yes No No No Yes No Lane Group LOS D D E D D E D C C D D D
d, Delay for Lane Group [s/veh] 42.00 45.90 56.75 47.56 43.60 56.85 40.90 27.34 27.51 41.87 38.91 35.52 X, volume / capacity 0.88 0.96 0.97 0.93 0.96 0.94 0.92 0.56 0.56 0.71 0.94 0.77 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] 2.59 17.57 28.31 6.28 13.80 27.26 2.93 1.43 1.60 1.31 5.49 3.78 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 0.13 d1, Uniform Delay [s] 39.41 28.34 28.44 41.28 29.80 29.59 37.98 25.91 25.91 40.56 33.41 31.74 c, Capacity [veh/h] 385 1272 650 270 1650 515 500 579 520 267 864 386 s, saturation flow rate [veh/h] 3459 3560 1819 3459 5094 1589 3459 1870 1677 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.34 0.35 0.07 0.31 0.30 0.13 0.17 0.17 0.05 0.23 0.19 g / C, Green / Cycle 0.11 0.36 0.36 0.08 0.32 0.32 0.14 0.31 0.31 0.08 0.24 0.24 g_i, Effective Green Time [s] 10 32 32 7 29 29 13 28 28 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
25 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.00 49.18 56.75 47.56 43.60 56.85 40.90 27.38 27.51 41.87 38.91 35.52 Movement LOS D D E D D E D C C D D D
d_A, Approach Delay [s/veh] 48.42 46.81 33.20 38.57
Approach LOS D D C D
d_I, Intersection Delay [s/veh] 43.65
Intersection LOS D
Intersection V/C 0.946
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 3.230 3.371 2.969 2.882 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 678 611 589 455 d_b, Bicycle Delay [s] 19.68 21.71 22.41 26.85
I_b,int, Bicycle LOS Score for Intersection 2.764 2.831 2.442 2.627 Bicycle LOS C C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
26 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.963
Level Of Service: D
Delay (sec / veh): 36.3
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] 100.00 100.00 100.00 90.00 100.00 100.00 100.00 100.00 100.00 160.00 100.00 100.00 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 Southbound Ramps Manchester Avenue Katella Avenue Katella Avenue Intersection Setup
27 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 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] 426 0 210 520 170 0 0 2003 1249 770 2524 0 Total 15-Minute Volume [veh/h] 107 0 53 130 43 0 0 501 312 193 631 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 426 0 210 520 170 0 0 2003 1249 770 2524 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 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 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 426 0 210 520 170 0 0 2003 1249 770 2524 0 Name I-5 Southbound Ramps Manchester Avenue Katella Avenue Katella Avenue Volumes
28 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements 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 0.0 2.0 2.0 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 2.0 2.0 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 3.0 3.0 3.0 0.0 0.0 4.0 4.0 3.0 4.0 0.0 Split [s] 33 0 31 49 16 0 0 40 40 31 71 0
All red [s] 1.0 0.0 1.0 1.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 3.2 3.2 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 30 30 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 5 5 10 0 0 10 10 5 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups 5,7 5,8
Signal Group 5 0 7 1 6 0 0 8 8 7 4 0
Control Type Permiss Permiss Overlap Protecte Permiss Permiss Permiss Permiss Overlap Protecte Permiss Permiss 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
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 578.67 48.43 264.46 112.87 0.00 571.30 487.45 444.30 432.45 95th-Percentile Queue Length [veh/ln] 23.15 1.94 10.58 4.51 0.00 22.85 19.50 17.77 17.30 50th-Percentile Queue Length [ft/ln] 412.19 26.91 160.55 62.71 0.00 406.07 336.94 301.84 292.26 50th-Percentile Queue Length [veh/ln] 16.49 1.08 6.42 2.51 0.00 16.24 13.48 12.07 11.69 Critical Lane Group Yes No No Yes No No Yes Yes No
Lane Group LOS E A C D A D C D B
d, Delay for Lane Group [s/veh] 78.15 8.90 33.64 53.45 0.00 53.93 22.74 53.02 18.51 X, volume / capacity 0.97 0.12 0.61 0.53 0.00 0.96 0.77 0.96 0.64 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] 33.01 0.03 0.70 1.33 0.00 12.69 2.64 7.59 0.83 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 0.41 0.11 0.11 0.11 0.11 0.50 0.36 0.11 0.50 d1, Uniform Delay [s] 45.13 8.87 32.93 52.11 0.00 41.24 20.10 45.43 17.68 c, Capacity [veh/h] 437 1773 855 323 146 2081 1617 805 3918 s, saturation flow rate [veh/h] 1810 2813 2275 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.24 0.07 0.23 0.05 0.00 0.29 0.44 0.22 0.37 g / C, Green / Cycle 0.24 0.63 0.37 0.09 0.09 0.30 0.58 0.23 0.57 g_i, Effective Green Time [s] 29 76 44 11 11 36 69 28 68 l2, Clearance Lost Time [s] 2.00 0.00 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 2.00 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 R L C R C R L C
Lane Group Calculations
30 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 78.15 0.00 8.90 33.64 53.45 0.00 0.00 53.93 22.74 53.02 18.51 0.00 Movement LOS E A C D A D C D B
d_A, Approach Delay [s/veh] 55.28 38.52 41.95 26.57
Approach LOS E D D C
d_I, Intersection Delay [s/veh] 36.29
Intersection LOS D
Intersection V/C 0.963
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] 49.51 49.51 51.34 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.865 2.448 3.586 0.000 Crosswalk LOS C B D F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 462 185 583 1100 d_b, Bicycle Delay [s] 35.50 49.42 30.11 12.15
I_b,int, Bicycle LOS Score for Intersection 1.560 2.129 2.901 2.918 Bicycle LOS A B C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 - - 4 - - - - - - - - - - - -
Sequence
31 7/6/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 24: 24 Future with Project with Improvements PM Version 2022 (SP 0-0)
Generated with
Appendix F
Trip Generation
In Out Total In Out Total
Theme Park
Guests 39,800 3,110 464 3,574 727 929 1,656
Cast Members 14,339 477 102 579 508 547 1,055
Total 54,139 3,587 566 4,153 1,235 1,476 2,711
Trip Rate (per space) 1.578 0.105 0.017 0.121 0.036 0.043 0.079 (based on 34,300 parking spaces in the East and West Parking Areas) Hotels
Guests 22,057 727 387 1,114 1,009 763 1,772
Cast Members 6,124 95 32 127 63 381 444
Total 28,181 822 419 1,241 1,072 1,144 2,216
Trip Rate (per room) 5.032 0.147 0.075 0.222 0.191 0.204 0.396 (based on 5,600 hotel rooms)
Retail / Entertainment
Guests 8,019 120 60 180 221 140 361
Cast Members 2,016 20 0 20 102 133 235
Total 10,035 140 60 200 323 273 596
Trip Rate (per 1,000 sf) 28.671 0.400 0.171 0.571 0.923 0.780 1.703 (based on 350,000 sf)
Daily
Morning Peak Hour Afternoon Peak Hour
Description

DISNEYLAND RESORT TRIP GENERATION RATE CALCULATION
TABLE 10 DISNEY RESORT (DISNEYLAND, CALIFORNIA ADVENTURE) TRIP GENERATIONSCENARIO: SUMMER DESIGN DAYGUEST ATTENDANCE: ANNUAL = 24.5 MILLION DAILY = 104,125 (Theme Park Guests) CAST = 11,454 SERVICE VEHICLES = 785 GUESTS
Theme Park Hotel Retail Hotel/Ret CAST Service
Cordons CR Hotels Local TP Total Disney Total R/E Total Total Theme Park Hotel R/E Total Vehicles TOTAL TOTAL ATT. 45% 46,856 50% 52,063 5% 5,206 104,125 Rooms 5,600 Add'l Guests: Cast: 11,454 5,600 1,500 18,554 10,000
Person Trips/Room
PERSON TRIPS 5.15 Ins 46,856 52,063 5,206 104,125 In: 28,840 In: 10,000 38,840 In: 11,454 5,600 1,500 18,554 161,519 Outs 46,856 52,063 5,206 104,125 Out: 28,840 Out: 10,000 38,840 Out: 11,454 5,600 1,500 18,554 161,519MODE Drive Alone 2% 937 2% 1,041 2% 104 2,083 25% 7,210 12% 1,200 8,410 54% 6,185 42% 2,352 54% 810 9,347 50% 19,840 12% Carpool 95% 44,513 30% 15,619 85% 4,425 64,558 40% 11,536 72% 7,200 18,736 32% 3,665 33% 1,848 32% 480 5,993 32% 89,287 55% Tour Bus 2% 937 3% 1,562 3% 156 2,655 5% 1,442 2% 200 1,642 0% 0 0% 0 0% 0 0 0% 4,297 3% Shuttle 1% 469 40% 20,825 9% 469 21,762 10% 2,884 11% 1,100 3,984 0% 0 0% 0 0% 0 0 0% 25,746 16% Bus 0% 0 0% 0 0% 0 0 5% 1,442 0% 0 1,442 12% 1,374 18% 1,008 12% 180 2,562 14% 4,004 2% Other/Walk 0% 0 25% 13,016 1% 52 13,068 15% 4,326 3% 300 4,626 2% 229 7% 392 2% 30 651 4% 18,345 11% TOTAL 100% 46,856 100% 52,063 100% 5,206 104,125 100% 28,840 100% 10,000 38,840 100% 11,454 100% 5,600 100% 1,500 18,554 100% 161,519 100%OCCUPANCY Drive Alone 1.0 937 1.0 1,041 1.0 104 2,083 1.0 7,210 1.0 1,200 8,410 1.0 6,185 1.0 2,352 1.0 810 9,347 19,840 Carpool 3.9 11,414 3.9 4,005 3.9 1,135 16,553 2.7 4,273 2.75 2,618 6,891 2.25 1,629 2.25 821 2.25 213 2,664 26,108 Tour Bus 25.0 37 25.0 62 25.0 6 106 25.0 58 25.0 8 66 25.0 0 25.0 0 25.0 0 0 172 Shuttle 15.0 31 15.0 1,388 15.0 31 1,451 15.0 192 6.0 183 376 15.0 0 15.0 0 15.0 0 0 1,826 Bus 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 0 0 Other/Walk 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 0 Service Vehicle 0 Total Vehicles 12,420 6,497 1,276 20,193 11,733 4,010 15,742 7,814 3,173 1,023 12,011 Total = 785 48,730 AVR 3.77 8.01 4.08 5.16 2.5 2.5 2.5 1.47 1.76 1.47 1.54 3.31 PCE Car 1.0 12,351 1.0 5,046 1.0 1,239 18,636 1.0 11,483 1.0 3,818 15,301 1.0 7,814 1.0 3,173 1.0 1,023 12,011 100% 45,947 92% Tour Bus 1.0 37 1.0 62 1.0 6 106 1.0 58 1.0 8 66 1.0 0 1.0 0 1.0 0 0 0% 172 0% Shuttle 1.0 31 1.0 1,388 1.0 31 1,451 1.0 192 1.0 183 376 1.0 0 1.0 0 1.0 0 0 0% 1,826 4% Bus 1.0 0 1.0 0 1.0 0 0 1.0 0 1.0 0 0 1.0 0 1.0 0 1.0 0 0 0% 0 0% DAILY PCE 12,420 6,497 1,276 20,193 11,733 4,010 15,742 7,814 3,173 1,023 12,011 100% 2.5 1,962 49,908 TABLE 10 (contd) SOUTHERN CALIFORNIA THEME PARK

PEAK DAY TRIP GENERATION (CONTINUED)
GUESTS
Theme Park Hotel Retail Hotel/Ret CAST Service
Cordons CR Hotels Local TP Total Disney Total R/E Total Total Theme Park Hotel R/E Total Vehicles TOTAL

ARRIVALS
6-7 AM 0.4% 50 0.4% 26 0.4% 5 81 2.5% 293 1.0% 40 333 5.5% 430 13.0% 413 2.0% 20 863 18.8% 369 1,6467-8 AM 2.0% 248 2.0% 130 2.0% 26 404 10.9% 1,279 1.5% 60 1,339 7.1% 555 20.0% 635 30.0% 307 1,496 18.8% 369 3,6088-9 AM 8.8% 1,093 8.8% 572 8.8% 112 1,777 12.1% 1,420 1.5% 60 1,480 8.1% 633 15.0% 476 3.0% 31 1,140 18.8% 369 4,7659-10 AM 13.6% 1,689 13.6% 884 13.6% 174 2,746 7.7% 903 2.5% 100 1,004 5.8% 453 4.0% 127 8.0% 82 662 18.8% 369 4,781 10-11 AM 15.4% 1,913 15.4% 1,001 15.4% 197 3,110 6.2% 727 3.0% 120 848 6.1% 477 3.0% 95 2.0% 20 592 3.6% 71 4,620 11-12 AM 11.7% 1,453 11.7% 760 11.7% 149 2,363 4.7% 551 4.0% 160 712 5.6% 438 3.0% 95 0.0% 0 533 3.6% 71 3,67812-1 PM 7.6% 944 7.6% 494 7.6% 97 1,535 5.1% 598 3.0% 120 719 5.0% 391 2.0% 63 0.0% 0 454 3.6% 71 2,778 1-2 PM 5.6% 695 5.6% 364 5.6% 71 1,131 4.2% 493 3.0% 120 613 5.3% 414 5.0% 159 8.0% 82 655 3.5% 69 2,4672-3 PM 4.2% 522 4.2% 273 4.2% 54 848 3.6% 422 2.5% 100 523 5.5% 430 7.0% 222 0.0% 0 652 3.5% 69 2,0913-4 PM 3.3% 410 3.3% 214 3.3% 42 666 3.3% 387 4.0% 160 548 7.1% 555 7.0% 222 25.0% 256 1,033 3.5% 69 2,315 4-5 PM 3.2% 397 3.2% 208 3.2% 41 646 7.7% 903 3.0% 120 1,024 8.2% 641 6.0% 190 10.0% 102 933 3.5% 69 2,6725-6 PM 3.6% 447 3.6% 234 3.6% 46 727 8.6% 1,009 5.5% 221 1,230 6.5% 508 2.0% 63 10.0% 102 674 0.0% 0 2,630 6-7 PM 4.1% 509 4.1% 266 4.1% 52 828 4.2% 493 5.0% 200 693 4.2% 328 2.0% 63 0.0% 0 392 0.0% 0 1,913 7-8 PM 4.2% 522 4.2% 273 4.2% 54 848 4.8% 563 12.0% 481 1,044 4.0% 313 0.0% 0 0.0% 0 313 0.0% 0 2,2058-9 PM 4.1% 509 4.1% 266 4.1% 52 828 4.9% 575 9.8% 393 968 2.1% 164 0.0% 0 0.0% 0 164 0.0% 0 1,9609-10 PM 2.8% 348 2.8% 182 2.8% 36 565 3.0% 352 12.5% 501 853 1.6% 125 0.0% 0 0.0% 0 125 0.0% 0 1,54410-11 PM 1.9% 236 1.9% 123 1.9% 24 384 0.7% 82 10.5% 421 503 1.7% 133 1.0% 32 0.0% 0 165 0.0% 0 1,05111-12 PM 1.4% 174 1.4% 91 1.4% 18 283 0.7% 82 10.0% 401 483 1.6% 125 2.0% 63 0.0% 0 188 0.0% 0 95412-1 AM 1.2% 149 1.2% 78 1.2% 15 242 0.8% 94 5.0% 200 294 1.5% 117 0.0% 0 0.0% 0 117 0.0% 0 6541-2 AM 0.7% 87 0.7% 45 0.7% 9 141 1.1% 129 0.7% 28 157 1.1% 86 0.0% 0 0.0% 0 86 0.0% 0 384 TOTAL 99.8% 12,395 99.8% 6,484 99.8% 1,274 20,152 96.8% 11,357 100.0% 4,010 15,367 93.6% 7,314 92.0% 2,919 98.0% 1,003 11,236 100.0% 1,962 48,718

DEPARTURES
6-7 AM 0.3% 37 0.3% 19 0.3% 4 61 5.5% 645 0.0% 0 645 1.4% 109 2.0% 63 0.0% 0 173 0.0% 0 8797-8 AM 0.4% 50 0.4% 26 0.4% 5 81 4.8% 563 0.0% 0 563 2.2% 172 1.0% 32 0.0% 0 204 0.0% 0 8488-9 AM 0.9% 112 0.9% 58 0.9% 11 182 2.8% 329 1.0% 40 369 3.6% 281 2.0% 63 0.0% 0 345 18.8% 369 1,2649-10 AM 1.4% 174 1.4% 91 1.4% 18 283 3.8% 446 1.0% 40 486 1.1% 86 1.0% 32 0.0% 0 118 18.8% 369 1,25510-11 AM 2.3% 286 2.3% 149 2.3% 29 464 3.3% 387 1.5% 60 447 1.3% 102 1.0% 32 0.0% 0 133 18.8% 369 1,414 11-12 AM 2.3% 286 2.3% 149 2.3% 29 464 4.3% 504 3.0% 120 625 1.8% 141 1.0% 32 0.0% 0 172 18.8% 369 1,63112-1 PM 1.9% 236 1.9% 123 1.9% 24 384 6.2% 727 4.0% 160 888 3.6% 281 2.0% 63 0.0% 0 345 3.6% 71 1,687 1-2 PM 2.1% 261 2.1% 136 2.1% 27 424 6.1% 716 3.0% 120 836 2.8% 219 3.0% 95 0.0% 0 314 3.6% 71 1,6452-3 PM 2.4% 298 2.4% 156 2.4% 31 485 5.2% 610 1.5% 60 670 5.2% 406 5.0% 159 18.0% 184 749 3.5% 69 1,9733-4 PM 3.7% 460 3.7% 240 3.7% 47 747 3.8% 446 5.0% 200 646 5.8% 453 11.0% 349 2.0% 20 823 3.5% 69 2,2854-5 PM 4.1% 509 4.1% 266 4.1% 52 828 4.7% 551 2.0% 80 632 7.6% 594 19.0% 603 12.0% 123 1,320 3.5% 69 2,848 5-6 PM 4.6% 571 4.6% 299 4.6% 59 929 6.5% 763 3.5% 140 903 7.0% 547 12.0% 381 13.0% 133 1,061 3.5% 69 2,961 6-7 PM 5.3% 658 5.3% 344 5.3% 68 1,070 5.0% 587 1.5% 60 647 5.3% 414 6.0% 190 0.0% 0 605 3.6% 71 2,392 7-8 PM 5.3% 658 5.3% 344 5.3% 68 1,070 4.2% 493 5.0% 200 693 5.4% 422 3.0% 95 0.0% 0 517 0.0% 0 2,2818-9 PM 4.8% 596 4.8% 312 4.8% 61 969 4.3% 504 5.0% 200 705 2.5% 195 3.0% 95 0.0% 0 291 0.0% 0 1,9659-10 PM 6.3% 782 6.3% 409 6.3% 80 1,272 4.6% 540 10.0% 401 941 2.9% 227 3.0% 95 0.0% 0 322 0.0% 0 2,53510-11 PM 12.4% 1,540 12.4% 806 12.4% 158 2,504 4.3% 504 11.5% 461 966 4.4% 344 5.0% 159 15.0% 154 656 0.0% 0 4,125 11-12 PM 12.1% 1,503 12.1% 786 12.1% 154 2,443 4.3% 504 11.5% 461 966 7.6% 594 9.0% 286 18.0% 184 1,064 0.0% 0 4,473 12-1 AM 13.1% 1,627 13.1% 851 13.1% 167 2,645 4.4% 516 15.0% 601 1,118 10.1% 789 9.0% 286 12.0% 123 1,198 0.0% 0 4,9611-2 AM 11.6% 1,441 11.6% 754 11.6% 148 2,342 3.1% 364 15.0% 601 965 8.3% 649 3.0% 95 9.0% 92 836 0.0% 0 4,143 TOTAL 97.3% 12,084 97.3% 6,321 97.3% 1,242 19,648 91.2% 10,700 100.0% 4,010 14,710 89.9% 7,025 101.0% 3,205 99.0% 1,013 11,243 100.0% 1,962 47,563 Appendix K
Tribal Consultation Letters

STATE OF CALIFORNIA Gavin Newsom, Governor

NATIVE AMERICAN HERITAGE COMMISSION

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