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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 39.10 0.00 49.54 56.51 55.88 55.15 0.00 15.05 5.33 57.49 8.38 0.00 Movement LOS D D E E E B A E A
d_A, Approach Delay [s/veh] 49.27 56.16 11.11 16.97
Approach LOS D E B B
d_I, Intersection Delay [s/veh] 21.16
Intersection LOS C
Intersection V/C 0.557
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 2.559 2.336 3.016 0.000 Crosswalk LOS B B C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1245 102 200 400 d_b, Bicycle Delay [s] 8.56 54.06 48.61 38.41
I_b,int, Bicycle LOS Score for Intersection 2.368 1.654 2.266 2.036 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
127
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.437
Level Of Service: C
Delay (sec / veh): 21.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 26: Anaheim Way & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Intersection Setup
128
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 512 487 309 0 0 0 56 1219 0 0 924 115 Total 15-Minute Volume [veh/h] 128 122 77 0 0 0 14 305 0 0 231 29 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 0.877 0.877 0.877 1.000 1.000 1.000 0.877 0.877 1.000 1.000 0.877 0.877 Total Hourly Volume [veh/h] 449 427 271 0 0 0 49 1069 0 0 810 101 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] 449 427 271 0 0 0 49 1069 0 0 810 101 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 1 0 0 0 0 0 4 0 0 3 0
Walk [s] 0 5 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 86 0 0 0 0 10 34 0 0 24 0
All red [s] 0.0 2.0 0.0 0.0 0.0 0.0 1.5 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 4.3 0.0 0.0 0.0 0.0 3.2 3.9 0.0 0.0 3.9 0.0 Maximum Green [s] 0 30 0 0 0 0 30 30 0 0 30 0
Minimum Green [s] 0 5 0 0 0 0 5 10 0 0 10 0
Lead / Lag - - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 0 0 3 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 98.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
130
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 276. 276. 252. 345. 38.74 138.30 130.3 134.1 62.50 95th-Percentile Queue Length [veh/ln] 11.0 11.0 10.1 13.8 1.55 5.53 5.21 5.37 2.50 50th-Percentile Queue Length [ft/ln] 169. 169. 151. 223. 21.52 76.83 72.39 74.53 34.72 50th-Percentile Queue Length [veh/ln] 6.78 6.79 6.08 8.93 0.86 3.07 2.90 2.98 1.39 Critical Lane Group No No No Yes No Yes No No No
Lane Group LOS D D D D E A B B B
d, Delay for Lane Group [s/veh] 39.0 39.0 38.5 45.3 57.65 8.15 11.63 11.92 10.93 X, volume / capacity 0.56 0.56 0.55 0.81 0.39 0.27 0.23 0.22 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 1.03 1.03 0.56 4.09 1.68 0.15 0.18 0.50 0.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 38.0 38.0 38.0 41.2 55.96 8.01 11.46 11.42 10.67 c, Capacity [veh/h] 471 472 856 382 145 4544 3025 1030 944 s, saturation flow rate [veh/h] 178 178 324 144 3459 6792 5094 1734 1589 (v / s)_i Volume / Saturation Flow Rate 0.15 0.15 0.15 0.21 0.02 0.18 0.14 0.13 0.07 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.04 0.67 0.59 0.59 0.59 g_i, Effective Green Time [s] 32 32 32 32 5 80 71 71 71 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C C C L C C C R
Lane Group Calculations
131
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 39.09 38.60 45.37 0.00 0.00 0.00 57.65 8.15 0.00 0.00 11.68 10.93 Movement LOS D D D E A B B
d_A, Approach Delay [s/veh] 40.39 0.00 10.33 11.62
Approach LOS D A B B
d_I, Intersection Delay [s/veh] 21.56
Intersection LOS C
Intersection V/C 0.437
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 2.569 2.305 0.000 3.143 Crosswalk LOS B 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] 1329 0 468 302 d_b, Bicycle Delay [s] 6.76 59.99 35.18 43.25
I_b,int, Bicycle LOS Score for Intersection 2.099 4.132 2.086 1.988 Bicycle LOS B D B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
132
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.157
Level Of Service: B
Delay (sec / veh): 12.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 27: I-5 HOV Ramps & Gene Autry Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Intersection Setup
133
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 37 0 14 40 0 10 16 170 79 30 84 29 Total 15-Minute Volume [veh/h] 9 0 3 10 0 2 4 42 20 8 21 7 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 0.931 1.000 0.931 0.931 1.000 0.931 0.931 0.931 0.931 0.931 0.931 0.931 Total Hourly Volume [veh/h] 34 0 13 37 0 9 15 158 74 28 78 27 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] 34 0 13 37 0 9 15 158 74 28 78 27 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 7 0
Walk [s] 0 0 0 0 0 0 0 4 0 0 4 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Split [s] 26 26 0 20 20 0 14 29 0 45 60 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 Permi Split Split Permi 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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 11.90 4.46 6.13 3.18 6.89 19.49 20.36 5.28 8.09 8.62 95th-Percentile Queue Length [veh/ln] 0.48 0.18 0.25 0.13 0.28 0.78 0.81 0.21 0.32 0.34 50th-Percentile Queue Length [ft/ln] 6.61 2.48 3.40 1.77 3.83 10.83 11.31 2.94 4.49 4.79 50th-Percentile Queue Length [veh/ln] 0.26 0.10 0.14 0.07 0.15 0.43 0.45 0.12 0.18 0.19 Critical Lane Group Yes No Yes No No No Yes Yes No No
Lane Group LOS B B B B B B B B A A
d, Delay for Lane Group [s/veh] 15.43 15.07 15.10 15.02 19.91 10.67 10.89 17.58 9.71 9.78 X, volume / capacity 0.16 0.07 0.09 0.05 0.24 0.17 0.18 0.15 0.07 0.08 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] 0.34 0.15 0.09 0.10 1.83 0.11 0.27 0.33 0.04 0.09 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 0.15 0.15 0.11 0.15 0.15 d1, Uniform Delay [s] 15.10 14.92 15.00 14.92 18.08 10.56 10.62 17.26 9.67 9.69 c, Capacity [veh/h] 226 199 429 200 67 1005 452 204 1085 503 s, saturation flow rate [veh/h] 1810 1589 3459 1615 1810 3618 1626 3459 3618 1676 (v / s)_i Volume / Saturation Flow Rate 0.02 0.01 0.01 0.01 0.01 0.05 0.05 0.01 0.02 0.02 g / C, Green / Cycle 0.12 0.12 0.12 0.12 0.04 0.28 0.28 0.06 0.30 0.30 g_i, Effective Green Time [s] 5 5 5 5 1 11 11 2 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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] 38 38 38 38 38 38 38 38 38 38
Lane Group L R L R L C C L C C
Lane Group Calculations
136
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.43 0.00 15.07 15.10 0.00 15.02 19.91 10.68 10.89 17.58 9.72 9.78 Movement LOS B B B B B B B B A A
d_A, Approach Delay [s/veh] 15.33 15.08 11.30 11.38
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 12.10
Intersection LOS B
Intersection V/C 0.157
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] 12.00 12.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.127 2.111 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] 1566 1566 1566 1566 d_b, Bicycle Delay [s] 0.90 0.90 0.90 0.90
I_b,int, Bicycle LOS Score for Intersection 1.560 1.560 1.705 1.638 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 5 7 8 - - - - - - - - - - - -
Ring 1 1 - 3 4 - - - - - - - - - - - -
Sequence
137
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.672
Level Of Service: D
Delay (sec / veh): 41.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 28: Walnut St & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 120.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Walnut St Walnut St Cerritos Ave
Intersection Setup
138
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 119 347 451 265 455 176
Total 15-Minute Volume [veh/h] 30 87 113 66 114 44
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 Total Hourly Volume [veh/h] 106 310 403 237 407 157
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] 106 310 403 237 407 157
Name Walnut St Walnut St Cerritos Ave
Volumes
139
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 1 0 1 0
Walk [s] 0 0 7 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 0 21 31 0 68 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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 250.42 236.20 371.11 390.09 493.50 189.69 95th-Percentile Queue Length [veh/ln] 10.02 9.45 14.84 15.60 19.74 7.59 50th-Percentile Queue Length [ft/ln] 150.00 139.39 243.23 258.30 341.88 105.48 50th-Percentile Queue Length [veh/ln] 6.00 5.58 9.73 10.33 13.68 4.22 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D D D D D D
d, Delay for Lane Group [s/veh] 35.47 35.58 40.47 44.50 47.44 35.14 X, volume / capacity 0.43 0.43 0.62 0.70 0.90 0.39
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.39 2.54 4.98 7.88 6.13 0.55 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 33.08 33.05 35.49 36.62 41.31 34.59 c, Capacity [veh/h] 562 524 576 510 505 451
s, saturation flow rate [veh/h] 1825 1702 1870 1654 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.13 0.13 0.19 0.22 0.26 0.11 g / C, Green / Cycle 0.31 0.31 0.31 0.31 0.28 0.28
g_i, Effective Green Time [s] 37 37 37 37 34 34
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.47 35.55 41.30 44.50 47.44 35.14 Movement LOS D D D D D D
d_A, Approach Delay [s/veh] 35.53 42.49 44.01
Approach LOS D D D
d_I, Intersection Delay [s/veh] 41.23
Intersection LOS D
Intersection V/C 0.672
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.48 0.00 49.48
I_p,int, Pedestrian LOS Score for Intersection 2.411 0.000 2.392 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] 267 434 1051 d_b, Bicycle Delay [s] 45.04 36.79 13.52
I_b,int, Bicycle LOS Score for Intersection 1.944 2.150 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - - - - - - - - - - - - - -
Ring 1 2 6 8 - - - - - - - - - - - - -
Sequence
142
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.408
Level Of Service: C
Delay (sec / veh): 22.5
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 2 3 0 403 2 195 143 1166 6 22 506 220 Total 15-Minute Volume [veh/h] 1 1 0 101 1 49 36 292 2 5 126 55 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 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 Total Hourly Volume [veh/h] 2 3 0 387 2 187 137 1121 6 21 486 211 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] 2 3 0 387 2 187 137 1121 6 21 486 211 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 0 0 0 3 0 0 5 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 20 0 0 36 0 13 29 0 35 51 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 4.4 0.0 4.4 4.4 0.0 4.4 4.4 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 104.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
145
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 7.05 247.5 247.6 243.8 192.5 194.7 206.0 31.10 143.2 138.1 95th-Percentile Queue Length [veh/ln] 0.28 9.90 9.90 9.75 7.70 7.79 8.24 1.24 5.73 5.53 50th-Percentile Queue Length [ft/ln] 3.92 147.8 147.8 145.0 107.5 109.1 117.2 17.28 79.61 76.77 50th-Percentile Queue Length [veh/ln] 0.16 5.91 5.92 5.80 4.30 4.36 4.69 0.69 3.18 3.07 Critical Lane Group Yes No No Yes No No Yes Yes No No
Lane Group LOS E D D D D A A E B B
d, Delay for Lane Group [s/veh] 58.76 50.19 50.19 51.54 54.30 9.57 9.92 57.82 12.04 12.46 X, volume / capacity 0.15 0.75 0.75 0.80 0.75 0.33 0.33 0.29 0.24 0.24 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.75 1.54 1.54 2.39 2.25 0.38 0.73 2.10 0.27 0.62 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 0.04 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 58.00 48.65 48.65 49.15 52.05 9.19 9.19 55.72 11.77 11.84 c, Capacity [veh/h] 34 271 272 242 190 2327 1219 76 2098 943 s, saturation flow rate [veh/h] 1833 1781 1782 1589 1781 3560 1865 1781 3560 1601 (v / s)_i Volume / Saturation Flow Rate 0.00 0.11 0.11 0.12 0.08 0.22 0.22 0.01 0.14 0.14 g / C, Green / Cycle 0.02 0.15 0.15 0.15 0.11 0.65 0.65 0.04 0.59 0.59 g_i, Effective Green Time [s] 2 18 18 18 13 79 79 5 71 71 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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.76 58.76 58.76 50.19 50.19 51.54 54.30 9.69 9.92 57.82 12.04 12.46 Movement LOS E E E D D D D A A E B B
d_A, Approach Delay [s/veh] 58.76 50.63 14.54 13.51
Approach LOS E D B B
d_I, Intersection Delay [s/veh] 22.45
Intersection LOS C
Intersection V/C 0.408
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 1.746 2.502 0.000 2.930 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] 257 510 393 760 d_b, Bicycle Delay [s] 45.60 33.31 38.73 23.07
I_b,int, Bicycle LOS Score for Intersection 1.568 2.550 2.283 1.971 Bicycle LOS A B B A
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.595
Level Of Service: D
Delay (sec / veh): 35.8
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 144 842 210 138 737 169 181 732 130 238 555 86 Total 15-Minute Volume [veh/h] 36 210 52 35 184 42 45 183 32 59 139 21 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 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 Total Hourly Volume [veh/h] 137 803 200 132 703 161 173 698 124 227 529 82 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] 137 803 200 132 703 161 173 698 124 227 529 82 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 11 0 0 12 0 0 14 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 24 0 15 24 0 18 66 0 15 63 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 28.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
150
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 94.79 291.6 287.0 90.64 250.2 248.3 120.9 394.2 143.5 164.1 295.0 91.84 95th-Percentile Queue Length [veh/ln] 3.79 11.66 11.48 3.63 10.01 9.94 4.84 15.77 5.74 6.57 11.80 3.67 50th-Percentile Queue Length [ft/ln] 52.66 181.2 177.7 50.36 149.8 148.4 67.21 261.6 79.76 91.19 183.8 51.02 50th-Percentile Queue Length [veh/ln] 2.11 7.25 7.11 2.01 6.00 5.94 2.69 10.46 3.19 3.65 7.36 2.04 Critical Lane Group No No Yes Yes No No No Yes No Yes No No Lane Group LOS D C C D C C D D D E D D
d, Delay for Lane Group [s/veh] 53.04 24.56 25.65 52.90 23.54 24.40 54.09 44.68 37.23 56.62 40.61 35.81 X, volume / capacity 0.48 0.46 0.46 0.46 0.39 0.39 0.60 0.82 0.33 0.77 0.62 0.21 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.86 0.96 2.03 0.80 0.74 1.56 1.39 2.30 0.57 3.11 0.84 0.32 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 0.13 0.08 0.13 0.13 d1, Uniform Delay [s] 52.17 23.60 23.62 52.10 22.80 22.84 52.71 42.38 36.67 53.51 39.77 35.49 c, Capacity [veh/h] 302 1564 741 302 1564 746 304 894 399 308 898 401 s, saturation flow rate [veh/h] 3459 3560 1686 3459 3560 1698 3459 3560 1589 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.20 0.20 0.04 0.17 0.17 0.05 0.21 0.08 0.07 0.16 0.05 g / C, Green / Cycle 0.09 0.44 0.44 0.09 0.44 0.44 0.09 0.25 0.25 0.09 0.25 0.25 g_i, Effective Green Time [s] 10 53 53 10 53 53 11 30 30 11 30 30 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 R
Lane Group Calculations
151
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.04 24.73 25.65 52.90 23.68 24.40 54.09 44.68 37.23 56.62 40.61 35.81 Movement LOS D C C D C C D D D E D D
d_A, Approach Delay [s/veh] 28.30 27.66 45.39 44.48
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 35.84
Intersection LOS D
Intersection V/C 0.595
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 3.020 3.002 2.874 2.978 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] 308 308 1008 958 d_b, Bicycle Delay [s] 42.95 42.95 14.77 16.29
I_b,int, Bicycle LOS Score for Intersection 2.217 2.134 2.420 2.285 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
152
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.531
Level Of Service: D
Delay (sec / veh): 35.3
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 144 679 136 215 801 109 175 990 160 154 464 195 Total 15-Minute Volume [veh/h] 36 170 34 54 200 27 44 248 40 38 116 49 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 0.937 0.937 0.937 0.937 0.937 0.937 0.937 0.937 0.937 0.937 0.937 0.937 Total Hourly Volume [veh/h] 135 636 127 201 751 102 164 928 150 144 435 183 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] 135 636 127 201 751 102 164 928 150 144 435 183 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 12 0 0 11 0 0 12 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 13 36 0 13 36 0 14 56 0 15 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] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 118.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
155
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 96.95 173.3 101.9 148.1 202.2 78.52 117.8 416.0 413.1 103.7 172.8 218.2 95th-Percentile Queue Length [veh/ln] 3.88 6.93 4.08 5.93 8.09 3.14 4.71 16.64 16.53 4.15 6.91 8.73 50th-Percentile Queue Length [ft/ln] 53.86 96.29 56.65 82.32 114.5 43.62 65.48 279.0 276.7 57.66 96.00 126.1 50th-Percentile Queue Length [veh/ln] 2.15 3.85 2.27 3.29 4.58 1.74 2.62 11.16 11.07 2.31 3.84 5.05 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS E B B E B B E D D E D D
d, Delay for Lane Group [s/veh] 55.56 19.18 18.42 57.16 19.13 17.38 55.26 45.06 46.36 55.55 38.39 40.10 X, volume / capacity 0.62 0.28 0.18 0.82 0.32 0.14 0.68 0.89 0.89 0.65 0.38 0.51 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] 1.02 0.29 0.52 2.46 0.35 0.38 1.15 1.28 2.57 1.09 0.07 0.40 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 0.04 d1, Uniform Delay [s] 54.55 18.89 17.91 54.70 18.78 17.00 54.12 43.78 43.79 54.46 38.31 39.69 c, Capacity [veh/h] 231 2434 759 262 2478 773 259 870 425 239 1214 379 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 3560 1740 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.13 0.09 0.06 0.16 0.07 0.05 0.22 0.22 0.04 0.09 0.12 g / C, Green / Cycle 0.07 0.48 0.48 0.08 0.49 0.49 0.07 0.24 0.24 0.07 0.24 0.24 g_i, Effective Green Time [s] 8 57 57 9 59 59 9 29 29 8 29 29 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
156
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.56 19.18 18.42 57.16 19.13 17.38 55.26 45.35 46.36 55.55 38.39 40.10 Movement LOS E B B E B B E D D E D D
d_A, Approach Delay [s/veh] 24.54 26.23 46.78 42.05
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 35.34
Intersection LOS D
Intersection V/C 0.531
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] 51.36 51.36 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 3.089 3.100 2.990 3.098 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] 516 516 850 866 d_b, Bicycle Delay [s] 33.02 33.02 19.85 19.28
I_b,int, Bicycle LOS Score for Intersection 2.087 2.178 2.288 2.007 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
157
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.487
Level Of Service: D
Delay (sec / veh): 36.0
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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 51 477 57 64 1194 13 23 65 113 133 93 46 Total 15-Minute Volume [veh/h] 13 119 14 16 299 3 6 16 28 33 23 11 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 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 Total Hourly Volume [veh/h] 49 461 55 62 1155 13 22 63 109 129 90 44 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] 49 461 55 62 1155 13 22 63 109 129 90 44 Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Volumes
159
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 5 0 0 29 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 3.0 0.0 1.5 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 13 56 0 22 65 0 0 42 0 0 42 0
All red [s] 1.0 2.0 0.0 1.0 2.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 4.0 4.8 0.0 4.0 4.8 0.0 0.0 4.4 0.0 0.0 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type ProtP Permi Permi ProtP Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 116.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
160
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 14.52 93.66 20.76 15.14 279.4 278.7 31.02 228.52 413.68 178.91 95th-Percentile Queue Length [veh/ln] 0.58 3.75 0.83 0.61 11.18 11.15 1.24 9.14 16.55 7.16 50th-Percentile Queue Length [ft/ln] 8.07 52.03 11.53 8.41 171.9 171.4 17.23 133.70 229.82 99.40 50th-Percentile Queue Length [veh/ln] 0.32 2.08 0.46 0.34 6.88 6.86 0.69 5.35 9.19 3.98 Critical Lane Group Yes No No No No Yes No Yes No No
Lane Group LOS A A A A A A D D F D
d, Delay for Lane Group [s/veh] 5.43 6.75 5.99 3.71 9.41 9.41 54.54 52.46 383.01 48.91 X, volume / capacity 0.11 0.19 0.05 0.08 0.46 0.46 0.17 0.71 1.70 0.53 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.44 0.18 0.09 0.02 1.20 1.20 0.59 3.78 325.83 1.66 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.04 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 4.99 6.57 5.91 3.69 8.21 8.21 53.96 48.68 57.18 47.24 c, Capacity [veh/h] 480 2464 1100 799 1301 1296 136 249 78 262 s, saturation flow rate [veh/h] 585 3560 1589 959 1870 1863 1250 1682 1316 1767 (v / s)_i Volume / Saturation Flow Rate 0.09 0.13 0.04 0.07 0.32 0.32 0.02 0.11 0.10 0.08 g / C, Green / Cycle 0.79 0.69 0.69 0.79 0.70 0.70 0.15 0.15 0.15 0.15 g_i, Effective Green Time [s] 94 83 83 94 84 84 18 18 18 18 l2, Clearance Lost Time [s] 0.00 2.00 2.00 0.00 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 R L C C L C L C
Lane Group Calculations
161
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.43 6.75 5.99 3.71 9.41 9.41 54.54 52.46 52.46 383.0 48.91 48.91 Movement LOS A A A A A A D D D F D D
d_A, Approach Delay [s/veh] 6.56 9.12 52.69 212.27
Approach LOS A A D F
d_I, Intersection Delay [s/veh] 35.96
Intersection LOS D
Intersection V/C 0.487
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 2.982 2.701 2.122 2.167 Crosswalk LOS C B 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] 820 970 610 625 d_b, Bicycle Delay [s] 20.89 15.91 28.98 28.36
I_b,int, Bicycle LOS Score for Intersection 2.042 2.608 1.891 2.008 Bicycle LOS B 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 1: 1 Existing AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.593
Level Of Service: C
Delay (sec / veh): 34.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Walnut St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Ball Rd Ball Road
Intersection Setup
3 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 114 263 241 64 329 99 51 679 95 226 983 34 Total 15-Minute Volume [veh/h] 29 66 60 16 82 25 13 170 24 57 246 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 Total Hourly Volume [veh/h] 109 251 230 61 314 94 49 648 91 216 938 32 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 109 251 230 61 314 94 49 648 91 216 938 32 Name Walnut St Walnut St Ball Rd Ball Road
Volumes
4 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No Yes No Yes
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 6 0 0 9 0 0 6 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 17 34 0 22 39 0 14 33 0 31 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 49.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
5 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 167.7 297.9 283.3 87.81 391.1 115.3 69.77 210.4 214.6 292.9 234.2 244.9 95th-Percentile Queue Length [veh/ln] 6.71 11.92 11.33 3.51 15.64 4.61 2.79 8.42 8.59 11.72 9.37 9.80 50th-Percentile Queue Length [ft/ln] 93.17 186.0 174.9 48.78 259.1 64.08 38.76 120.4 123.5 182.2 137.9 145.9 50th-Percentile Queue Length [veh/ln] 3.73 7.44 7.00 1.95 10.36 2.56 1.55 4.82 4.94 7.29 5.52 5.84 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS E D D E D D E C C E B B
d, Delay for Lane Group [s/veh] 63.15 46.01 47.75 56.27 54.89 41.43 56.09 22.07 22.69 59.65 17.41 17.92 X, volume / capacity 0.82 0.67 0.72 0.51 0.87 0.31 0.44 0.32 0.33 0.90 0.36 0.36 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] 8.63 2.39 3.57 2.41 8.49 0.65 1.99 0.54 1.12 8.87 0.54 1.05 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 0.08 0.13 0.13 0.08 0.15 0.13 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 54.53 43.62 44.18 53.85 46.40 40.78 54.09 21.53 21.57 50.78 16.87 16.87 c, Capacity [veh/h] 139 392 333 125 378 321 115 1589 784 250 1860 960 s, saturation flow rate [veh/h] 1781 1870 1589 1781 1870 1589 1781 3560 1756 1781 3560 1838 (v / s)_i Volume / Saturation Flow Rate 0.06 0.14 0.15 0.04 0.18 0.06 0.03 0.15 0.15 0.13 0.19 0.19 g / C, Green / Cycle 0.08 0.21 0.21 0.07 0.20 0.20 0.06 0.45 0.45 0.14 0.52 0.52 g_i, Effective Green Time [s] 9 25 25 8 24 24 8 54 54 17 63 63 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
6 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 63.15 46.01 47.75 56.27 54.89 41.43 56.09 22.22 22.69 59.65 17.57 17.92 Movement LOS E D D E D D E C C E B B
d_A, Approach Delay [s/veh] 49.85 52.36 24.37 25.23
Approach LOS D D C C
d_I, Intersection Delay [s/veh] 34.00
Intersection LOS C
Intersection V/C 0.593
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.562 2.351 2.891 2.919 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 492 575 475 758 d_b, Bicycle Delay [s] 34.14 30.47 34.90 23.14
I_b,int, Bicycle LOS Score for Intersection 2.579 2.371 2.013 2.243 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
7 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.532
Level Of Service: C
Delay (sec / veh): 27.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Flore St / West Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 50.00 100.0 100.0 100.0 100.0 100.0 180.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Place Flore Street Ball Road Ball Road
Intersection Setup
8 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 83 0 291 17 1 2 6 931 55 227 1184 34 Total 15-Minute Volume [veh/h] 21 0 73 4 0 1 2 233 14 57 296 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 Total Hourly Volume [veh/h] 79 0 276 16 1 2 6 883 52 215 1122 32 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] 79 0 276 16 1 2 6 883 52 215 1122 32 Name West Place Flore Street Ball Road Ball Road
Volumes
9 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 4 0 0 7 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 2.0 0.0 3.0 2.0 0.0 Split [s] 0 87 0 0 87 0 12 46 0 37 71 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
10 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 142.58 480.38 36.11 4.75 13.05 278.2 287.4 392.5 239.9 250.4 95th-Percentile Queue Length [veh/ln] 5.70 19.22 1.44 0.19 0.52 11.13 11.50 15.70 9.60 10.02 50th-Percentile Queue Length [ft/ln] 79.21 331.16 20.06 2.64 7.25 171.0 178.0 260.2 142.1 149.9 50th-Percentile Queue Length [veh/ln] 3.17 13.25 0.80 0.11 0.29 6.84 7.12 10.41 5.69 6.00 Critical Lane Group No Yes No No No No Yes Yes No No
Lane Group LOS E E F D F B B F A A
d, Delay for Lane Group [s/veh] 60.10 75.85 87.55 54.22 85.91 18.54 18.93 80.38 9.48 9.78 X, volume / capacity 0.27 0.91 0.31 0.01 0.21 0.31 0.32 0.88 0.32 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.47 9.62 3.25 0.01 3.44 0.40 0.78 9.26 0.33 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 59.63 66.24 84.30 54.21 82.46 18.14 18.15 71.13 9.15 9.15 c, Capacity [veh/h] 307 321 54 338 29 2073 1058 259 2532 1311 s, saturation flow rate [veh/h] 1413 1589 1088 1673 1781 3560 1817 1781 3560 1843 (v / s)_i Volume / Saturation Flow Rate 0.06 0.18 0.02 0.00 0.00 0.18 0.18 0.13 0.23 0.23 g / C, Green / Cycle 0.20 0.20 0.20 0.20 0.02 0.58 0.58 0.15 0.71 0.71 g_i, Effective Green Time [s] 34 34 34 34 3 99 99 25 121 121 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 Lane Group L C L C L C C L C C
Lane Group Calculations
11 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.10 75.85 75.85 87.55 54.22 54.22 85.91 18.66 18.93 80.38 9.57 9.78 Movement LOS E E E F D D F B B F A A
d_A, Approach Delay [s/veh] 72.36 82.55 19.08 20.70
Approach LOS E F B C
d_I, Intersection Delay [s/veh] 27.39
Intersection LOS C
Intersection V/C 0.532
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.32 74.32 74.32 74.32
I_p,int, Pedestrian LOS Score for Intersection 2.184 1.990 3.057 3.022 Crosswalk LOS B A C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 965 965 483 777 d_b, Bicycle Delay [s] 22.75 22.75 48.91 31.78
I_b,int, Bicycle LOS Score for Intersection 2.177 1.593 2.105 2.354 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
12 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.270
Level Of Service: A
Delay (sec / veh): 5.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Disneyland Dr & I-5 Off-ramps
Intersection Level Of Service Report
Crosswalk No No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 50.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Intersection Setup
13 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 162 0 0 134 715 49
Total 15-Minute Volume [veh/h] 40 0 0 33 179 12
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9780 1.0000 1.0000 0.9780 0.9780 0.9780 Total Hourly Volume [veh/h] 158 0 0 131 699 48
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] 158 0 0 131 699 48
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Volumes
14 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 0 0 0
Walk [s] 0 0 0 5 0 0
Vehicle Extension [s] 4.0 0.0 0.0 4.0 2.5 0.0
Split [s] 19 0 0 19 71 0
All red [s] 1.0 0.0 0.0 1.0 2.0 0.0
Amber [s] 3.6 0.0 0.0 3.6 3.6 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 7 0 0 7 10 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 2 0 0 6 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
15 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 10.67 8.72 10.94 2.16 95th-Percentile Queue Length [veh/ln] 0.43 0.35 0.44 0.09 50th-Percentile Queue Length [ft/ln] 5.93 4.85 6.08 1.20 50th-Percentile Queue Length [veh/ln] 0.24 0.19 0.24 0.05 Critical Lane Group Yes No Yes No
Lane Group LOS A A A A
d, Delay for Lane Group [s/veh] 8.22 8.11 4.25 3.76
X, volume / capacity 0.21 0.17 0.30 0.07
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.19 0.15 0.05 0.03
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.15 0.15 0.08 0.08
d1, Uniform Delay [s] 8.03 7.96 4.20 3.73
c, Capacity [veh/h] 776 776 2401 736
s, saturation flow rate [veh/h] 3560 3560 5188 1589
(v / s)_i Volume / Saturation Flow Rate 0.05 0.04 0.14 0.03 g / C, Green / Cycle 0.22 0.22 0.46 0.46
g_i, Effective Green Time [s] 5 5 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 25 25 25 25
Lane Group C C L R
Lane Group Calculations
16 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.22 0.00 0.00 8.11 4.25 3.76 Movement LOS A A A A
d_A, Approach Delay [s/veh] 8.22 8.11 4.22
Approach LOS A A A
d_I, Intersection Delay [s/veh] 5.32
Intersection LOS A
Intersection V/C 0.270
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 2402 2402 2402 d_b, Bicycle Delay [s] 0.50 0.50 0.50
I_b,int, Bicycle LOS Score for Intersection 1.693 1.670 1.560 Bicycle LOS A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 - - - - - - - - - - - - - -
Ring 1 2 - - - - - - - - - - - - - - -
Sequence
17 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.858
Level Of Service: F
Delay (sec / veh): 83.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: Disneyland Dr & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 90.00 100.0 100.0 90.00 100.0 100.0 140.0 100.0 100.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Disneyland Drive Disneyland Drive Ball Road Ball Road Intersection Setup
18 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 151 711 428 157 528 120 351 738 90 433 1184 123 Total 15-Minute Volume [veh/h] 38 178 107 39 132 30 88 185 22 108 296 31 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 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Total Hourly Volume [veh/h] 147 690 416 152 513 117 341 717 87 420 1150 119 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 147 690 416 152 513 117 341 717 87 420 1150 119 Name Disneyland Drive Disneyland Drive Ball Road Ball Road Volumes
19 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 13 0 0 12 0 0 24 0 0 13 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 24 38 0 78 92 0 16 35 0 19 38 0
All red [s] 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 10 30 0 10 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
20 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 244. 142 564. 575. 262. 440. 326. 305. 310.4 301.2 114.9 367.3 521.7 533.7 95th-Percentile Queue Length [veh/ln] 9.79 56.9 22.5 23.0 10.4 17.6 13.0 12.2 12.42 12.05 4.60 14.69 20.87 21.35 50th-Percentile Queue Length [ft/ln] 145. 951. 400. 409. 158. 298. 208. 191. 195.7 188.6 63.85 240.2 365.0 374.9 50th-Percentile Queue Length [veh/ln] 5.83 38.0 16.0 16.3 6.35 11.9 8.34 7.68 7.83 7.54 2.55 9.61 14.60 15.00 Critical Lane Group No Yes No No No Yes No No Yes No No No No Yes Lane Group LOS E F F F E E E E E D C E D D
d, Delay for Lane Group [s/veh] 60.1 277. 102. 104. 65.4 74.3 68.8 69.6 78.06 37.36 33.88 75.84 40.15 41.88 X, volume / capacity 0.42 1.43 0.94 0.95 0.52 0.84 0.68 0.70 0.85 0.37 0.14 0.87 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 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.80 209. 35.5 37.4 1.36 6.09 2.81 3.35 4.86 0.53 0.49 4.77 1.73 3.44 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.45 0.45 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 59.3 67.9 66.9 67.1 64.0 68.2 66.0 66.2 73.20 36.83 33.39 71.08 38.42 38.44 c, Capacity [veh/h] 356 374 317 318 304 319 290 260 414 1991 621 499 1478 740 s, saturation flow rate [veh/h] 178 187 158 158 178 187 170 152 3459 5094 1589 3459 3560 1781 (v / s)_i Volume / Saturation Flow Rate 0.08 0.29 0.19 0.19 0.09 0.14 0.12 0.12 0.10 0.14 0.06 0.13 0.24 0.24 g / C, Green / Cycle 0.20 0.20 0.20 0.20 0.17 0.17 0.17 0.17 0.12 0.39 0.39 0.14 0.41 0.41 g_i, Effective Green Time [s] 34 34 34 34 29 29 29 29 20 66 66 25 70 70 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C C R L C C C L C R L C C
Lane Group Calculations
21 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.14 234.2 104.3 65.41 71.74 69.61 78.06 37.36 33.88 75.84 40.61 41.88 Movement LOS E F F E E E E D C E D D
d_A, Approach Delay [s/veh] 170.64 70.19 49.21 49.47
Approach LOS F E D D
d_I, Intersection Delay [s/veh] 83.91
Intersection LOS F
Intersection V/C 0.858
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 76.18 76.18 76.18 76.18
I_p,int, Pedestrian LOS Score for Intersection 2.951 2.807 3.166 3.130 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] 383 1018 341 377 d_b, Bicycle Delay [s] 55.55 20.47 58.42 55.96
I_b,int, Bicycle LOS Score for Intersection 2.624 2.002 2.208 2.517 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
22 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.484
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: Disneyland Dr & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 240.0 100.0 180.0 300. 100. 100. 300. 260.0 100.0 300.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right U-tu Left Thru Righ Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Street Disneyland Drive Katella Ave Katella Avenue Intersection Setup
23 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 234 326 136 0 219 278 132 79 732 182 157 1247 159 Total 15-Minute Volume [veh/h] 58 81 34 0 55 69 33 20 183 45 39 312 40 Other Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.979 0.979 0.979 0.97 0.97 0.97 0.97 0.979 0.979 0.979 0.979 0.979 0.979 Total Hourly Volume [veh/h] 229 319 133 0 214 272 129 77 717 178 154 1221 156 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 2.00 2.00 0.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 229 319 133 0 214 272 129 77 717 178 154 1221 156 Name West Street Disneyland Drive Katella Ave Katella Avenue Volumes
24 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 35 0 0 0 35 0 0 13 0 0 17 0
Walk [s] 0 5 0 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 0.0 3.0 3.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 39 45 0 0 39 45 0 9 23 0 13 27 0
All red [s] 1.0 1.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 5 0 0 5 5 0 5 10 0 5 10 0
Lead / Lag Lead - - - Lea - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Per Prot Per Per Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 76.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
25 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 159.1 212.8 188.1 152.6 184.1 182.1 54.20 137.2 102.6 110.1 231.0 80.88 95th-Percentile Queue Length [veh/ln] 6.36 8.51 7.52 6.11 7.37 7.29 2.17 5.49 4.10 4.41 9.24 3.24 50th-Percentile Queue Length [ft/ln] 88.39 122.1 104.5 84.79 102.3 101.1 30.11 76.24 57.00 61.19 135.6 44.93 50th-Percentile Queue Length [veh/ln] 3.54 4.89 4.18 3.39 4.09 4.05 1.20 3.05 2.28 2.45 5.42 1.80 Critical Lane Group No Yes No Yes No No Yes No No No Yes No Lane Group LOS E D E E D E E B B E B A
d, Delay for Lane Group [s/veh] 55.53 53.46 55.37 57.71 52.24 55.26 58.02 11.56 11.44 58.81 11.67 9.80 X, volume / capacity 0.79 0.74 0.71 0.75 0.65 0.69 0.57 0.24 0.19 0.70 0.39 0.16 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] 1.75 2.51 4.67 3.87 1.67 4.42 1.36 0.19 0.45 3.85 0.37 0.34 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 0.04 0.11 0.11 0.11 0.11 0.11 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 53.78 50.95 50.70 53.83 50.57 50.83 56.66 11.37 11.00 54.96 11.30 9.47 c, Capacity [veh/h] 298 439 193 292 428 191 139 3042 949 225 3173 1006 s, saturation flow rate [veh/h] 3459 3618 1589 3514 3618 1615 3514 5094 1589 3459 5094 1615 (v / s)_i Volume / Saturation Flow Rate 0.07 0.09 0.09 0.06 0.08 0.08 0.02 0.14 0.11 0.05 0.24 0.10 g / C, Green / Cycle 0.09 0.12 0.12 0.08 0.12 0.12 0.04 0.60 0.60 0.06 0.62 0.62 g_i, Effective Green Time [s] 10 15 15 10 14 14 5 72 72 8 75 75 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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
26 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.53 53.46 55.37 57.7 57.7 52.2 55.2 58.02 11.56 11.44 58.81 11.67 9.80 Movement LOS E D E E E D E E B B E B A
d_A, Approach Delay [s/veh] 54.53 54.78 15.23 16.21
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 29.08
Intersection LOS C
Intersection V/C 0.484
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.792 2.775 3.147 3.152 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 666 666 300 367 d_b, Bicycle Delay [s] 26.68 26.68 43.37 40.03
I_b,int, Bicycle LOS Score for Intersection 2.134 1.898 2.106 2.419 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
27 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.412
Level Of Service: B
Delay (sec / veh): 16.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ox Road-Cast Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 120.0 100.0 150.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cast Place Ox Road Ball Road Ball Road
Intersection Setup
28 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 106 0 161 16 0 22 7 1234 92 88 1619 16 Total 15-Minute Volume [veh/h] 26 0 40 4 0 6 2 308 23 22 405 4 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 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 0.954 Total Hourly Volume [veh/h] 101 0 154 15 0 21 7 1177 88 84 1545 15 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] 101 0 154 15 0 21 7 1177 88 84 1545 15 Name Cast Place Ox Road Ball Road Ball Road
Volumes
29 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 6 0 0 7 0 0 4 0
Walk [s] 0 5 0 0 5 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.5 0.0 0.0 2.0 0.0 2.0 3.0 0.0 2.5 3.0 0.0 Split [s] 0 122 0 0 16 0 12 20 0 12 20 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.5 0.0 4.0 4.5 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
30 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 191.2 178.4 176.5 30.67 42.50 14.27 230.6 45.08 87.74 272.3 287.4 95th-Percentile Queue Length [veh/ln] 7.65 7.14 7.06 1.23 1.70 0.57 9.23 1.80 3.51 10.89 11.50 50th-Percentile Queue Length [ft/ln] 106.5 99.14 98.07 17.04 23.61 7.93 135.3 25.04 48.74 166.5 178.0 50th-Percentile Queue Length [veh/ln] 4.26 3.97 3.92 0.68 0.94 0.32 5.41 1.00 1.95 6.66 7.12 Critical Lane Group No No Yes No Yes Yes No No No No Yes Lane Group LOS F F F E E F A A F A A
d, Delay for Lane Group [s/veh] 82.52 83.54 83.70 76.83 77.47 83.59 8.37 6.67 81.36 7.47 7.87 X, volume / capacity 0.72 0.73 0.74 0.16 0.25 0.22 0.33 0.08 0.54 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 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] 5.48 6.42 6.57 0.29 0.55 1.29 0.24 0.13 2.12 0.44 0.84 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.08 0.08 0.04 0.04 0.04 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 77.04 77.12 77.13 76.55 76.92 82.30 8.13 6.54 79.24 7.03 7.03 c, Capacity [veh/h] 131 118 117 98 88 32 3722 1161 161 2705 1413 s, saturation flow rate [veh/h] 1781 1613 1589 1781 1589 1781 5094 1589 3459 3560 1861 (v / s)_i Volume / Saturation Flow Rate 0.05 0.05 0.05 0.01 0.01 0.00 0.24 0.06 0.03 0.30 0.30 g / C, Green / Cycle 0.07 0.07 0.07 0.06 0.06 0.02 0.73 0.73 0.05 0.76 0.76 g_i, Effective Green Time [s] 12 12 12 9 9 3 124 124 8 129 129 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C R L C L C R L C C
Lane Group Calculations
31 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 82.67 83.54 83.63 76.83 77.47 77.47 83.59 8.37 6.67 81.36 7.60 7.87 Movement LOS F F F E E E F A A F A A
d_A, Approach Delay [s/veh] 83.23 77.20 8.65 11.37
Approach LOS F E A B
d_I, Intersection Delay [s/veh] 16.75
Intersection LOS B
Intersection V/C 0.412
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.34 74.34 76.22 76.22
I_p,int, Pedestrian LOS Score for Intersection 2.417 1.990 3.132 3.138 Crosswalk LOS B A C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1377 129 171 171 d_b, Bicycle Delay [s] 8.25 74.34 71.10 71.10
I_b,int, Bicycle LOS Score for Intersection 2.000 1.622 2.293 2.507 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
32 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.976
Level Of Service: C
Delay (sec / veh): 33.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 7: Harbor Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 200.0 100.0 240.0 300.0 100.0 150.0 190.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Intersection Setup
33 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 670 866 280 106 668 289 263 733 390 181 1279 79 Total 15-Minute Volume [veh/h] 168 217 70 27 167 72 66 183 97 45 320 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 0.988 0.988 0.988 0.988 0.988 0.988 0.988 0.988 0.988 0.988 0.988 0.988 Total Hourly Volume [veh/h] 662 856 277 105 660 286 260 724 385 179 1264 78 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] 662 856 277 105 660 286 260 724 385 179 1264 78 Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Volumes
34 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.5 2.5 0.0 2.5 2.5 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 31 0 0 10 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 3.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Split [s] 51 46 0 59 43 0 18 51 0 14 47 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 5 5 0 5 5 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 5,7 2,7
Signal Group 5 2 0 1 6 0 13 10 0 9 14 0
Control Type Overla Overla Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
35 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 196.4 207.6 206.9 58.10 212.3 293.0 150.5 217.3 410.8 104.9 307.0 341.4 95th-Percentile Queue Length [veh/ln] 7.86 8.31 8.28 2.32 8.49 11.72 6.02 8.70 16.43 4.20 12.28 13.66 50th-Percentile Queue Length [ft/ln] 110.2 118.4 117.9 32.28 121.8 182.2 83.66 125.5 274.8 58.32 193.1 219.9 50th-Percentile Queue Length [veh/ln] 4.41 4.74 4.72 1.29 4.87 7.29 3.35 5.02 11.00 2.33 7.72 8.80 Critical Lane Group Yes Yes No No No Yes No No Yes Yes No No Lane Group LOS B C C D D D D C D D D D
d, Delay for Lane Group [s/veh] 14.52 21.04 21.68 46.03 35.34 43.48 47.60 31.35 51.51 49.17 36.85 41.64 X, volume / capacity 0.37 0.41 0.43 0.47 0.58 0.81 0.74 0.52 0.89 0.68 0.79 0.79 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.05 0.13 0.62 0.55 0.47 6.45 3.61 0.37 16.36 3.72 1.38 6.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.15 0.04 0.11 0.17 0.13 0.13 0.32 0.13 0.13 0.21 d1, Uniform Delay [s] 14.48 20.91 21.06 45.48 34.87 37.03 43.99 30.98 35.15 45.45 35.48 35.49 c, Capacity [veh/h] 1796 2108 658 228 1149 359 356 1403 438 265 1269 448 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1799 (v / s)_i Volume / Saturation Flow Rate 0.19 0.17 0.18 0.03 0.13 0.18 0.08 0.14 0.25 0.05 0.20 0.20 g / C, Green / Cycle 0.52 0.42 0.41 0.07 0.23 0.23 0.10 0.28 0.28 0.08 0.25 0.25 g_i, Effective Green Time [s] 52 42 42 7 23 23 10 28 28 8 25 25 l2, Clearance Lost Time [s] 0.00 0.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 C, Cycle Length [s] 101 101 101 101 101 101 101 101 101 101 101 101 Lane Group L C R L C R L C R L C C
Lane Group Calculations
36 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 14.52 21.04 21.68 46.03 35.34 43.48 47.60 31.35 51.51 49.17 37.89 41.64 Movement LOS B C C D D D D C D D D D
d_A, Approach Delay [s/veh] 18.73 38.62 40.11 39.41
Approach LOS B D D D
d_I, Intersection Delay [s/veh] 32.96
Intersection LOS C
Intersection V/C 0.976
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 41.85 41.85 40.05 40.05
I_p,int, Pedestrian LOS Score for Intersection 3.271 3.102 3.325 3.231 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] 833 753 922 842 d_b, Bicycle Delay [s] 17.19 19.60 14.66 16.90
I_b,int, Bicycle LOS Score for Intersection 2.558 2.144 2.322 2.194 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 13 14 - - - - - - - - - - -
Ring 1 1 2 - 9 10 - - - - - - - - - - -
Sequence
37 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.601
Level Of Service: B
Delay (sec / veh): 14.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 8: Harbor Blvd & I-5 NB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 1000.00 180.00 100.00 140.00 635.00 No. of Lanes in Entry Pocket 0 1 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Intersection Setup
38 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 1039 490 15 1279 102 882
Total 15-Minute Volume [veh/h] 260 122 4 320 25 220
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9740 0.9740 0.9740 0.9740 0.9740 0.9740 Total Hourly Volume [veh/h] 1012 477 15 1246 99 859
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] 1012 477 15 1246 99 859
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Volumes
39 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall Yes No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 12 0 0 0 0 0
Walk [s] 7 0 0 0 0 0
Vehicle Extension [s] 4.0 0.0 2.0 4.0 2.0 0.0
Split [s] 25 0 12 37 28 0
All red [s] 1.5 0.0 2.0 1.5 3.0 0.0
Amber [s] 4.0 0.0 3.2 4.0 3.5 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 15 0 6 15 7 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 2 0 1 6 7 0
Control Type Permissive Unsignalized Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 26.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
40 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 148.56 10.28 98.65 44.85 251.53 251.53 95th-Percentile Queue Length [veh/ln] 5.94 0.41 3.95 1.79 10.06 10.06 50th-Percentile Queue Length [ft/ln] 82.54 5.71 54.81 24.92 150.83 150.83 50th-Percentile Queue Length [veh/ln] 3.30 0.23 2.19 1.00 6.03 6.03 Critical Lane Group Yes Yes No No Yes No
Lane Group LOS B C A B C C
d, Delay for Lane Group [s/veh] 13.64 30.61 8.70 15.30 22.97 22.97 X, volume / capacity 0.47 0.20 0.35 0.17 0.83 0.83
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] 0.70 0.48 0.26 0.05 3.08 3.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.04 0.50 0.04 0.10 0.10
d1, Uniform Delay [s] 12.94 30.14 8.44 15.25 19.89 19.89 c, Capacity [veh/h] 2230 75 3677 598 534 534
s, saturation flow rate [veh/h] 5094 1781 6792 1781 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.20 0.01 0.19 0.06 0.28 0.28 g / C, Green / Cycle 0.44 0.04 0.54 0.34 0.34 0.34
g_i, Effective Green Time [s] 29 3 35 22 22 22
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 65 65 65 65 65 65
Lane Group C L C L C R
Lane Group Calculations
41 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.64 0.00 30.61 8.70 15.30 22.97 Movement LOS B C A B C
d_A, Approach Delay [s/veh] 13.64 8.96 22.18
Approach LOS B A C
d_I, Intersection Delay [s/veh] 14.35
Intersection LOS B
Intersection V/C 0.601
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.357 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 599 968 661 d_b, Bicycle Delay [s] 15.96 8.66 14.59
I_b,int, Bicycle LOS Score for Intersection 2.131 2.093 3.183 Bicycle LOS B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
42 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.334
Level Of Service: A
Delay (sec / veh): 7.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 9: Harbor Blvd & I-5 SB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 49.21 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 1 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 1000.00 650.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Intersection Setup
43 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 64 1293 717 669 283 399
Total 15-Minute Volume [veh/h] 16 323 179 167 71 100
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9570 0.9570 0.9570 0.9570 0.9570 0.9570 Total Hourly Volume [veh/h] 61 1237 686 640 271 382
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] 61 1237 686 640 271 382
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Volumes
44 8/14/2023
Gibson Transportation Consulting, Inc.

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

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 44.10 32.89 52.27 90.27 95th-Percentile Queue Length [veh/ln] 1.76 1.32 2.09 3.61 50th-Percentile Queue Length [ft/ln] 24.50 18.27 29.04 50.15 50th-Percentile Queue Length [veh/ln] 0.98 0.73 1.16 2.01 Critical Lane Group No Yes No Yes
Lane Group LOS C A A C
d, Delay for Lane Group [s/veh] 31.02 2.75 5.71 27.20
X, volume / capacity 0.55 0.26 0.23 0.62
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 1.50 0.12 0.17 0.50
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.04 0.50 0.50 0.04
d1, Uniform Delay [s] 29.52 2.63 5.54 26.69
c, Capacity [veh/h] 116 5057 3147 459
s, saturation flow rate [veh/h] 1781 6792 5094 3459
(v / s)_i Volume / Saturation Flow Rate 0.04 0.19 0.14 0.08 g / C, Green / Cycle 0.06 0.75 0.62 0.13
g_i, Effective Green Time [s] 4 48 40 9
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 65 65 65 65
Lane Group L C C L
Lane Group Calculations
46 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.02 2.75 5.71 0.00 27.20 0.00 Movement LOS C A A C
d_A, Approach Delay [s/veh] 4.08 5.71 27.20
Approach LOS A A C
d_I, Intersection Delay [s/veh] 7.35
Intersection LOS A
Intersection V/C 0.334
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.198 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1045 738 639 d_b, Bicycle Delay [s] 7.42 12.96 15.06
I_b,int, Bicycle LOS Score for Intersection 2.119 1.954 1.560 Bicycle LOS B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 3 - - - - - - - - - - - - -
Sequence
47 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.343
Level Of Service: C
Delay (sec / veh): 24.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 10: Harbor Blvd & Manchester Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 125.00 100.00 150.00 250.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-turn Thru Right Left Thru Left Right Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Intersection Setup
48 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 132 1041 58 159 913 47 274 Total 15-Minute Volume [veh/h] 33 260 15 40 228 12 68
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9640 0.9640 0.9640 0.9640 0.9640 0.9640 0.9640 Total Hourly Volume [veh/h] 127 1004 56 153 880 45 264
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 127 1004 56 153 880 45 264
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Volumes
49 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 28
Pedestrian Walk [s] 5
Pedestrian Signal Group 4
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 19 0 0 10 10 0
Walk [s] 0 7 0 0 5 5 0
Vehicle Extension [s] 3.0 4.0 0.0 2.5 4.0 3.0 0.0
Split [s] 25 63 0 20 58 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 4.8 0.0 3.0 4.8 3.0 0.0
Maximum Green [s] 30 30 0 30 30 30 0
Minimum Green [s] 7 26 0 7 10 10 0
Lead / Lag Lead - - Lead - Lead -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 7 0
Control Type Protecte Permissi Permissi Overlap Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 95.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
50 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 207.50 247.20 256.29 198.41 150.07 64.45 204.76 95th-Percentile Queue Length [veh/ln] 8.30 9.89 10.25 7.94 6.00 2.58 8.19 50th-Percentile Queue Length [ft/ln] 118.31 147.58 154.40 111.73 83.37 35.80 116.32 50th-Percentile Queue Length [veh/ln] 4.73 5.90 6.18 4.47 3.33 1.43 4.65 Critical Lane Group No No Yes Yes No No Yes
Lane Group LOS E B B D B D E
d, Delay for Lane Group [s/veh] 68.42 15.60 16.07 43.89 13.83 52.60 61.59 X, volume / capacity 0.83 0.36 0.36 0.40 0.23 0.23 0.83 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.22 0.49 0.97 0.50 0.14 0.54 5.43 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.08 0.50 0.11 0.11 d1, Uniform Delay [s] 58.20 15.10 15.11 43.39 13.69 52.06 56.16 c, Capacity [veh/h] 160 2030 1038 393 3893 209 330
s, saturation flow rate [veh/h] 1781 3560 1820 1781 6792 1781 2813 (v / s)_i Volume / Saturation Flow Rate 0.07 0.20 0.20 0.09 0.13 0.03 0.10 g / C, Green / Cycle 0.09 0.57 0.57 0.22 0.57 0.12 0.12 g_i, Effective Green Time [s] 12 74 74 29 75 15 15
l2, Clearance Lost Time [s] 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130
Lane Group L C C L C L R
Lane Group Calculations
51 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 68.42 15.74 16.07 43.89 13.83 52.60 61.59 Movement LOS E B B D B D E
d_A, Approach Delay [s/veh] 21.41 18.29 60.27
Approach LOS C B E
d_I, Intersection Delay [s/veh] 24.89
Intersection LOS C
Intersection V/C 0.343
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.33 0.00 56.33
I_p,int, Pedestrian LOS Score for Intersection 3.011 0.000 2.281 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 880 803 508 d_b, Bicycle Delay [s] 20.40 23.29 36.20
I_b,int, Bicycle LOS Score for Intersection 2.237 2.002 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
52 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.378
Level Of Service: B
Delay (sec / veh): 17.5
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 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300. 100. 100. 100. 260.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 0 2 0 0 0 0 0 2 0 0
Lane Width [ft] 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-tu Left Thru Righ Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Intersection Setup
53 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 0 89 899 71 142 746 1 0 21 2 80 22 173 Total 15-Minute Volume [veh/h] 0 22 225 18 35 187 0 0 5 1 20 5 43 Other Adjustment Factor 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.96 1.00 0.96 0.96 0.966 0.966 0.966 1.000 0.966 0.966 0.966 0.966 0.966 Total Hourly Volume [veh/h] 0 89 868 69 137 721 1 0 20 2 77 21 167 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 1.00 1.00 1.00 1.00 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 2.00 Base Volume Adjustment Factor 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 0 89 868 69 137 721 1 0 20 2 77 21 167 Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Volumes
54 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 0.0 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] 0.0 0.0 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 0.0 Pedestrian Clearance [s] 0 0 28 0 0 28 0 0 30 0 0 30 0
Walk [s] 0 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 0.0 5.0 0.0 2.0 3.0 0.0 0.0 4.0 0.0 2.0 3.0 0.0 Split [s] 0 0 41 0 11 52 0 0 43 0 35 69 0
All red [s] 0.0 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 0.0 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] 0 0 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 0 0 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag - - - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 0 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Per Prot Per Per 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 0.00 154.5 161.1 106.9 72.18 78.11 17.07 15.68 57.91 28.73 245.5 95th-Percentile Queue Length [veh/ln] 0.00 6.18 6.44 4.28 2.89 3.12 0.68 0.63 2.32 1.15 9.82 50th-Percentile Queue Length [ft/ln] 0.00 85.84 89.50 59.43 40.10 43.39 9.48 8.71 32.17 15.96 146.3 50th-Percentile Queue Length [veh/ln] 0.00 3.43 3.58 2.38 1.60 1.74 0.38 0.35 1.29 0.64 5.85 Critical Lane Group No No Yes Yes No No No No No No Yes Lane Group LOS A A A E A A E E E D E
d, Delay for Lane Group [s/veh] 0.00 8.20 8.47 63.01 4.17 4.30 55.60 55.77 59.40 48.96 60.24 X, volume / capacity 0.00 0.26 0.27 0.76 0.18 0.18 0.07 0.08 0.39 0.08 0.79 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.00 0.27 0.53 2.36 0.14 0.27 0.23 0.38 0.46 0.14 6.10 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 0.50 0.50 0.50 0.04 0.50 0.50 0.15 0.15 0.04 0.11 0.11 d1, Uniform Delay [s] 0.00 7.93 7.94 60.65 4.03 4.03 55.38 55.39 58.94 48.83 54.14 c, Capacity [veh/h] 503 2435 1232 187 2737 1437 177 132 204 259 220 s, saturation flow rate [veh/h] 714 3560 1801 3459 3560 1869 1870 1649 3459 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.00 0.18 0.18 0.04 0.14 0.14 0.01 0.01 0.02 0.01 0.11 g / C, Green / Cycle 0.68 0.68 0.68 0.05 0.77 0.77 0.08 0.08 0.06 0.14 0.14 g_i, Effective Green Time [s] 89 89 89 7 100 100 10 10 8 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] 2.00 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 0.00 8.27 8.47 63.01 4.22 4.30 55.60 55.67 55.77 59.40 48.96 60.24 Movement LOS A A A E A A E E E E D E
d_A, Approach Delay [s/veh] 8.29 13.61 55.68 59.10
Approach LOS A B E E
d_I, Intersection Delay [s/veh] 17.46
Intersection LOS B
Intersection V/C 0.378
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 2.862 2.982 1.973 2.805 Crosswalk LOS C 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] 541 711 572 972 d_b, Bicycle Delay [s] 34.57 27.01 33.13 17.17
I_b,int, Bicycle LOS Score for Intersection 2.093 2.049 1.579 2.013 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
57 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.549
Level Of Service: D
Delay (sec / veh): 37.2
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 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 0
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 2: 2 Existing 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] 156 658 194 63 648 151 0 197 956 184 254 1314 91 Total 15-Minute Volume [veh/h] 39 165 49 16 162 38 0 49 239 46 64 328 23 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 0.963 0.963 0.963 0.963 0.963 0.963 0.96 0.96 0.96 0.96 0.963 0.963 0.963 Total Hourly Volume [veh/h] 150 634 187 61 624 145 0 190 921 177 245 1265 88 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] 150 634 187 61 624 145 0 190 921 177 245 1265 88 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 14 48 48 14 48 48 0 15 35 53 33 53 35
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 113.3 226.4 210.5 44.92 226.4 165.6 143.1 320.3 198.1 183.4 438.1 89.38 95th-Percentile Queue Length [veh/ln] 4.54 9.06 8.42 1.80 9.06 6.62 5.72 12.81 7.92 7.34 17.53 3.58 50th-Percentile Queue Length [ft/ln] 62.99 132.1 120.4 24.96 132.1 92.01 79.51 203.3 111.5 101.9 296.9 49.65 50th-Percentile Queue Length [veh/ln] 2.52 5.29 4.82 1.00 5.29 3.68 3.18 8.13 4.46 4.08 11.88 1.99 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E C C E C C E C C E D C
d, Delay for Lane Group [s/veh] 58.97 32.21 33.09 58.09 33.13 32.54 58.35 34.03 31.81 57.02 35.82 27.39 X, volume / capacity 0.59 0.37 0.35 0.28 0.37 0.28 0.65 0.52 0.32 0.70 0.68 0.15 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] 0.79 0.59 1.73 0.25 0.62 1.24 0.87 1.04 1.46 0.90 1.90 0.54 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 58.18 31.62 31.36 57.84 32.51 31.30 57.47 32.98 30.35 56.12 33.93 26.85 c, Capacity [veh/h] 264 1779 555 226 1729 548 304 1847 576 365 1946 598 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1615 3459 5176 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.13 0.12 0.02 0.13 0.09 0.06 0.18 0.11 0.07 0.25 0.06 g / C, Green / Cycle 0.08 0.35 0.35 0.07 0.34 0.34 0.09 0.36 0.36 0.11 0.38 0.38 g_i, Effective Green Time [s] 10 45 45 8 44 44 11 46 46 14 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] 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
61 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.97 32.21 33.09 58.09 33.13 32.54 58.3 58.3 34.0 31.8 57.02 35.82 27.39 Movement LOS E C C E C C E E C C E D C
d_A, Approach Delay [s/veh] 36.52 34.85 37.30 38.61
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 37.15
Intersection LOS D
Intersection V/C 0.549
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 54.47 54.47 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 3.094 3.063 3.187 3.178 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] 643 643 443 720 d_b, Bicycle Delay [s] 29.92 29.92 39.39 26.63
I_b,int, Bicycle LOS Score for Intersection 2.114 2.034 2.187 2.472 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
62 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.292
Level Of Service: B
Delay (sec / veh): 19.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 13: Harbor Blvd & Convention Way / Toy Story Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 300.0 100.0 100.0 300.0 100.0 260.0 240.0 100.0 400.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Intersection Setup
63 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 81 911 46 47 847 128 147 3 164 22 2 61 Total 15-Minute Volume [veh/h] 20 228 12 12 212 32 37 1 41 5 1 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 0.911 0.911 0.911 0.911 0.911 0.911 0.911 0.911 0.911 0.911 0.911 0.911 Total Hourly Volume [veh/h] 74 830 42 43 772 117 134 3 149 20 2 56 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] 74 830 42 43 772 117 134 3 149 20 2 56 Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Volumes
64 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 58 0 17 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 58.84 162.2 170.6 34.47 149.9 63.75 110.4 116.1 115.6 32.83 43.88 43.75 95th-Percentile Queue Length [veh/ln] 2.35 6.49 6.83 1.38 6.00 2.55 4.42 4.65 4.62 1.31 1.76 1.75 50th-Percentile Queue Length [ft/ln] 32.69 90.13 94.81 19.15 83.30 35.42 61.37 64.53 64.22 18.24 24.38 24.30 50th-Percentile Queue Length [veh/ln] 1.31 3.61 3.79 0.77 3.33 1.42 2.45 2.58 2.57 0.73 0.98 0.97 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E A A E A A E D D E E E
d, Delay for Lane Group [s/veh] 58.90 9.07 9.33 59.99 9.63 8.81 61.84 53.62 53.62 62.02 55.09 55.10 X, volume / capacity 0.35 0.27 0.27 0.26 0.26 0.12 0.63 0.43 0.43 0.33 0.22 0.22 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.91 0.28 0.54 0.76 0.19 0.24 2.79 0.57 0.58 1.05 0.27 0.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.04 d1, Uniform Delay [s] 57.99 8.79 8.79 59.23 9.45 8.57 59.05 53.04 53.04 60.97 54.81 54.82 c, Capacity [veh/h] 231 2373 1216 180 3321 1036 233 193 192 67 146 144 s, saturation flow rate [veh/h] 3459 3560 1824 3459 5094 1589 3459 1598 1589 1781 1605 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.18 0.18 0.01 0.17 0.08 0.04 0.05 0.05 0.01 0.02 0.02 g / C, Green / Cycle 0.07 0.67 0.67 0.05 0.65 0.65 0.07 0.12 0.12 0.04 0.09 0.09 g_i, Effective Green Time [s] 9 87 87 7 85 85 9 16 16 5 12 12 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 R L C R L C R
Lane Group Calculations
66 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.90 9.15 9.33 59.99 9.63 8.81 61.84 53.62 53.62 62.02 55.09 55.09 Movement LOS E A A E A A E D D E E E
d_A, Approach Delay [s/veh] 13.04 11.85 57.47 56.88
Approach LOS B B E E
d_I, Intersection Delay [s/veh] 19.73
Intersection LOS B
Intersection V/C 0.292
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] 51.76 51.76 54.47 54.47
I_p,int, Pedestrian LOS Score for Intersection 2.993 3.097 2.556 2.353 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] 551 535 788 388 d_b, Bicycle Delay [s] 34.14 34.86 23.89 42.25
I_b,int, Bicycle LOS Score for Intersection 2.131 2.122 2.078 1.700 Bicycle LOS B B B A
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.588
Level Of Service: D
Delay (sec / veh): 37.3
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 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
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 2: 2 Existing 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] 130 779 209 139 760 75 43 428 74 196 658 126 Total 15-Minute Volume [veh/h] 33 195 52 35 190 19 11 107 18 49 164 31 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 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 Total Hourly Volume [veh/h] 125 749 201 134 730 72 41 411 71 188 632 121 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] 125 749 201 134 730 72 41 411 71 188 632 121 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
69 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 34 0 16 35 0 28 34 0 46 52 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 197.8 270.6 264.7 207.0 222.4 227.9 64.44 322.9 312.9 268.1 462.5 441.4 95th-Percentile Queue Length [veh/ln] 7.91 10.83 10.59 8.28 8.90 9.12 2.58 12.92 12.52 10.73 18.50 17.66 50th-Percentile Queue Length [ft/ln] 111.3 165.2 160.7 117.9 129.2 133.2 35.80 205.4 197.6 163.3 316.6 299.5 50th-Percentile Queue Length [veh/ln] 4.45 6.61 6.43 4.72 5.17 5.33 1.43 8.22 7.91 6.53 12.67 11.98 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E C C E C C E D D E D D
d, Delay for Lane Group [s/veh] 63.97 21.71 22.49 62.71 20.18 20.67 62.30 53.83 54.11 59.21 48.40 48.50 X, volume / capacity 0.86 0.39 0.39 0.85 0.32 0.32 0.51 0.81 0.82 0.86 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] 5.27 0.65 1.40 4.58 0.47 0.94 1.80 1.88 2.07 3.66 1.84 1.95 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 0.04 d1, Uniform Delay [s] 58.70 21.06 21.09 58.13 19.71 19.73 60.51 51.96 52.04 55.55 46.56 46.56 c, Capacity [veh/h] 152 1735 816 164 1760 882 84 317 301 228 469 443 s, saturation flow rate [veh/h] 1781 3560 1675 1781 3560 1786 1781 1870 1776 1781 1870 1767 (v / s)_i Volume / Saturation Flow Rate 0.07 0.19 0.19 0.08 0.16 0.16 0.02 0.14 0.14 0.11 0.22 0.22 g / C, Green / Cycle 0.08 0.49 0.49 0.09 0.49 0.49 0.05 0.17 0.17 0.13 0.25 0.25 g_i, Effective Green Time [s] 11 63 63 12 64 64 6 22 22 17 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 C
Lane Group Calculations
71 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 63.97 21.82 22.49 62.71 20.31 20.67 62.30 53.94 54.11 59.21 48.44 48.50 Movement LOS E C C E C C E D D E D D
d_A, Approach Delay [s/veh] 26.85 26.39 54.63 50.60
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 37.35
Intersection LOS D
Intersection V/C 0.588
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 2.911 2.879 2.592 2.660 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] 428 443 428 705 d_b, Bicycle Delay [s] 40.18 39.40 40.18 27.28
I_b,int, Bicycle LOS Score for Intersection 2.175 2.095 2.009 2.368 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
72 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.260
Level Of Service: D
Delay (sec / veh): 43.9
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 2: 2 Existing 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] 41 70 42 144 91 36 26 212 72 130 264 216 Total 15-Minute Volume [veh/h] 10 17 10 36 23 9 6 53 18 33 66 54 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 0.935 0.935 0.935 0.935 0.935 0.935 0.935 0.935 0.935 0.935 0.935 0.935 Total Hourly Volume [veh/h] 38 65 39 135 85 34 24 198 67 122 247 202 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] 38 65 39 135 85 34 24 198 67 122 247 202 Name Clementine Street Clementine Street Disney Way Disney Way Volumes
74 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 7 0 0 18 0 0 19 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 1.5 2.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 12 22 0 12 22 0 12 56 0 30 74 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 58.02 29.16 28.31 96.97 31.89 30.59 36.99 89.56 92.52 177.5 161.7 266.3 95th-Percentile Queue Length [veh/ln] 2.32 1.17 1.13 3.88 1.28 1.22 1.48 3.58 3.70 7.10 6.47 10.65 50th-Percentile Queue Length [ft/ln] 32.23 16.20 15.73 53.87 17.72 16.99 20.55 49.75 51.40 98.65 89.85 161.9 50th-Percentile Queue Length [veh/ln] 1.29 0.65 0.63 2.15 0.71 0.68 0.82 1.99 2.06 3.95 3.59 6.48 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E B B E A A E D D E D D
d, Delay for Lane Group [s/veh] 58.44 10.17 10.22 55.61 9.51 9.55 58.48 50.05 50.69 55.50 45.84 51.82 X, volume / capacity 0.44 0.05 0.06 0.63 0.06 0.06 0.34 0.39 0.42 0.76 0.46 0.84 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.25 0.09 0.11 1.04 0.10 0.11 2.65 0.17 0.61 2.60 0.21 2.93 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.04 d1, Uniform Delay [s] 55.18 10.08 10.11 54.57 9.42 9.43 55.83 49.88 50.07 52.90 45.63 48.89 c, Capacity [veh/h] 93 1115 983 230 1142 1036 76 548 171 171 573 256 s, saturation flow rate [veh/h] 1781 1870 1648 3459 1870 1696 1781 5094 1589 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.03 0.03 0.04 0.03 0.04 0.01 0.04 0.05 0.07 0.07 0.14 g / C, Green / Cycle 0.05 0.60 0.60 0.07 0.61 0.61 0.04 0.11 0.11 0.10 0.16 0.16 g_i, Effective Green Time [s] 6 72 72 8 73 73 5 13 13 12 19 19 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.44 10.17 10.22 55.61 9.52 9.55 58.48 50.05 50.69 55.50 45.84 51.82 Movement LOS E B B E A A E D D E D D
d_A, Approach Delay [s/veh] 23.12 34.01 50.90 50.02
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 43.93
Intersection LOS D
Intersection V/C 0.260
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 2.401 2.561 2.819 2.748 Crosswalk LOS B B C 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] 283 283 850 1150 d_b, Bicycle Delay [s] 44.21 44.21 19.85 10.84
I_b,int, Bicycle LOS Score for Intersection 1.686 1.783 1.730 1.895 Bicycle LOS A A A A
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.510
Level Of Service: B
Delay (sec / veh): 17.5
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 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] 100.0 100.0 100.0 300.0 100.0 100.0 150.0 100.0 200.0 180.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name KCML Clementine Street Katella Avenue Katella Avenue Intersection Setup
78 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 19 26 30 89 30 194 92 1115 7 11 1559 107 Total 15-Minute Volume [veh/h] 5 7 7 22 7 49 23 279 2 3 390 27 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 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 0.948 Total Hourly Volume [veh/h] 18 25 28 84 28 184 87 1057 7 10 1478 101 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] 18 25 28 84 28 184 87 1057 7 10 1478 101 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
79 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 11 29 0 58 76 0 11 25 0 18 32 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 ProtP Permi Permi ProtP 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 22.79 35.53 41.56 110.1 39.70 271.9 69.09 191.8 2.95 8.37 298.4 53.38 95th-Percentile Queue Length [veh/ln] 0.91 1.42 1.66 4.41 1.59 10.88 2.76 7.67 0.12 0.33 11.94 2.14 50th-Percentile Queue Length [ft/ln] 12.66 19.74 23.09 61.19 22.05 166.2 38.38 107.0 1.64 4.65 186.4 29.66 50th-Percentile Queue Length [veh/ln] 0.51 0.79 0.92 2.45 0.88 6.65 1.54 4.28 0.07 0.19 7.46 1.19 Critical Lane Group No No No No No Yes Yes No No No Yes No Lane Group LOS D D D D D E E A A E B A
d, Delay for Lane Group [s/veh] 46.75 51.22 51.79 43.81 48.68 61.34 62.14 9.06 6.96 62.60 12.05 8.88 X, volume / capacity 0.06 0.11 0.15 0.23 0.11 0.83 0.50 0.32 0.01 0.13 0.47 0.10 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] 0.09 0.46 0.78 0.12 0.38 7.33 2.15 0.24 0.01 0.64 0.47 0.20 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 0.23 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 46.67 50.75 51.01 43.70 48.29 54.01 60.00 8.81 6.95 61.96 11.58 8.68 c, Capacity [veh/h] 304 229 195 380 271 234 182 3487 1088 87 3349 1029 s, saturation flow rate [veh/h] 1412 1870 1589 1494 1870 1615 3514 5176 1615 3459 5176 1589 (v / s)_i Volume / Saturation Flow Rate 0.01 0.01 0.02 0.06 0.02 0.12 0.03 0.22 0.00 0.00 0.30 0.07 g / C, Green / Cycle 0.21 0.12 0.12 0.21 0.14 0.14 0.05 0.67 0.67 0.03 0.65 0.65 g_i, Effective Green Time [s] 27 16 16 27 19 19 7 88 88 3 84 84 l2, Clearance Lost Time [s] 0.00 2.00 2.00 0.00 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
81 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.75 51.22 51.79 43.81 48.68 61.34 62.14 9.06 6.96 62.60 12.05 8.88 Movement LOS D D D D D E E A A E B A
d_A, Approach Delay [s/veh] 50.31 55.14 13.07 12.18
Approach LOS D E B B
d_I, Intersection Delay [s/veh] 17.48
Intersection LOS B
Intersection V/C 0.510
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 2.343 2.422 3.213 3.200 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 369 1092 308 415 d_b, Bicycle Delay [s] 43.22 13.39 46.54 40.80
I_b,int, Bicycle LOS Score for Intersection 1.683 2.076 2.227 2.482 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
82 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.227
Level Of Service: B
Delay (sec / veh): 17.3
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 2: 2 Existing 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] 5 0 51 248 12 130 0 408 11 13 395 0 Total 15-Minute Volume [veh/h] 1 0 13 62 3 32 0 102 3 3 99 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 0.947 1.000 0.947 0.947 0.947 0.947 1.000 0.947 0.947 0.947 0.947 1.000 Total Hourly Volume [veh/h] 5 0 48 235 11 123 0 386 10 12 374 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] 5 0 48 235 11 123 0 386 10 12 374 0 Name I-5 Disney Way Disney Way
Volumes
84 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 42 0 0 0 14 0 0 25 0 9 34 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 4.82 52.53 128.0 127.5 115.0 41.87 43.18 3.37 31.67 95th-Percentile Queue Length [veh/ln] 0.19 2.10 5.12 5.10 4.60 1.67 1.73 0.13 1.27 50th-Percentile Queue Length [ft/ln] 2.68 29.18 71.12 70.86 63.93 23.26 23.99 1.87 17.60 50th-Percentile Queue Length [veh/ln] 0.11 1.17 2.84 2.83 2.56 0.93 0.96 0.07 0.70 Critical Lane Group No Yes No No Yes Yes No No No
Lane Group LOS D D D D D A A A A
d, Delay for Lane Group [s/veh] 40.82 44.94 38.52 38.53 38.67 6.21 6.28 4.72 4.69 X, volume / capacity 0.06 0.63 0.61 0.61 0.62 0.12 0.12 0.02 0.11 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 2.98 1.04 1.04 1.17 0.11 0.20 0.04 0.06 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.04 0.04 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 40.73 41.96 37.49 37.49 37.50 6.10 6.08 4.68 4.62 c, Capacity [veh/h] 91 81 220 219 196 2303 1193 771 3528 s, saturation flow rate [veh/h] 1781 1589 1781 1774 1589 3560 1844 995 5094 (v / s)_i Volume / Saturation Flow Rate 0.00 0.03 0.08 0.08 0.08 0.08 0.08 0.01 0.08 g / C, Green / Cycle 0.05 0.05 0.12 0.12 0.12 0.65 0.65 0.69 0.69 g_i, Effective Green Time [s] 5 5 11 11 11 58 58 62 62
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.82 0.00 44.94 38.53 38.53 38.67 0.00 6.23 6.28 4.72 4.69 0.00 Movement LOS D D D D D A A A A
d_A, Approach Delay [s/veh] 44.57 38.57 6.23 4.69
Approach LOS D D A A
d_I, Intersection Delay [s/veh] 17.33
Intersection LOS B
Intersection V/C 0.227
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 1.979 2.063 0.000 0.000 Crosswalk LOS A 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] 828 175 444 644 d_b, Bicycle Delay [s] 15.47 37.49 27.27 20.72
I_b,int, Bicycle LOS Score for Intersection 1.560 2.203 1.790 1.784 Bicycle LOS A B A A
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.553
Level Of Service: C
Delay (sec / veh): 34.4
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 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] 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 2: 2 Existing 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] 163 846 99 103 712 136 136 829 87 139 1180 134 Total 15-Minute Volume [veh/h] 41 211 25 26 178 34 34 207 22 35 295 34 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 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 0.961 Total Hourly Volume [veh/h] 157 813 95 99 684 131 131 797 84 134 1134 129 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] 157 813 95 99 684 131 131 797 84 134 1134 129 Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Volumes
89 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 16 70 0 15 69 0 14 21 0 14 21 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 108.1 314.5 112.2 66.94 317.6 318.1 89.85 232.6 238.2 91.93 302.0 100.1 95th-Percentile Queue Length [veh/ln] 4.32 12.58 4.49 2.68 12.70 12.72 3.59 9.31 9.53 3.68 12.08 4.01 50th-Percentile Queue Length [ft/ln] 60.05 198.8 62.34 37.19 201.2 201.6 49.92 136.7 140.8 51.07 189.2 55.66 50th-Percentile Queue Length [veh/ln] 2.40 7.96 2.49 1.49 8.05 8.07 2.00 5.47 5.64 2.04 7.57 2.23 Critical Lane Group Yes No No No No Yes Yes No No No Yes No Lane Group LOS D D D D D D D C C D C B
d, Delay for Lane Group [s/veh] 53.53 45.09 39.50 52.28 45.42 47.35 53.44 20.31 20.92 53.52 21.95 18.35 X, volume / capacity 0.54 0.76 0.28 0.35 0.74 0.74 0.47 0.36 0.36 0.48 0.48 0.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 1.10 1.28 0.53 0.52 1.66 3.51 0.90 0.59 1.18 0.94 0.69 0.51 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] 52.44 43.82 38.97 51.76 43.75 43.84 52.54 19.72 19.74 52.58 21.26 17.84 c, Capacity [veh/h] 303 1120 349 296 775 375 287 1703 852 288 2437 760 s, saturation flow rate [veh/h] 3459 5094 1589 3459 3560 1721 3459 3560 1781 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.17 0.06 0.03 0.16 0.16 0.04 0.17 0.17 0.04 0.23 0.08 g / C, Green / Cycle 0.09 0.22 0.22 0.09 0.22 0.22 0.08 0.48 0.48 0.08 0.48 0.48 g_i, Effective Green Time [s] 10 26 26 10 26 26 10 57 57 10 58 58 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 C L C C L C R
Lane Group Calculations
91 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.53 45.09 39.50 52.28 45.80 47.35 53.44 20.47 20.92 53.52 21.95 18.35 Movement LOS D D D D D D D C C D C B
d_A, Approach Delay [s/veh] 45.84 46.72 24.77 24.64
Approach LOS D D C C
d_I, Intersection Delay [s/veh] 34.42
Intersection LOS C
Intersection V/C 0.553
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] 51.36 51.36 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 3.181 2.993 3.139 3.134 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] 1076 1060 260 260 d_b, Bicycle Delay [s] 12.80 13.27 45.43 45.43
I_b,int, Bicycle LOS Score for Intersection 2.169 2.083 2.138 2.359 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
92 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.700
Level Of Service: C
Delay (sec / veh): 23.0
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] 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 1 1 0 0 1 0 0 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 Cerritos Avenue Cerittos Avenue Intersection Setup
93 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 1 1027 269 92 978 10 12 10 26 480 2 137 Total 15-Minute Volume [veh/h] 0 257 67 23 245 2 3 2 6 120 1 34 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 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 Total Hourly Volume [veh/h] 1 952 249 85 907 9 11 9 24 445 2 127 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] 1 952 249 85 907 9 11 9 24 445 2 127 Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Volumes
94 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 Yes No Yes No No No Yes
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 2.0 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 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 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] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 Split [s] 11 28 0 11 28 0 0 15 0 11 36 11
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 1.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 3.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 30
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 7
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 0 0 4 0 3 8 1
Control Type Protec Permi Permi Protec Permi Permi Split Split Split Split Split Overla 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 2.46 217.1 174.5 75.43 178.7 189.2 8.55 26.31 320.3 0.99 55.47 95th-Percentile Queue Length [veh/ln] 0.10 8.68 6.98 3.02 7.15 7.57 0.34 1.05 12.81 0.04 2.22 50th-Percentile Queue Length [ft/ln] 1.37 125.3 96.97 41.91 99.33 105.1 4.75 14.62 203.4 0.55 30.82 50th-Percentile Queue Length [veh/ln] 0.05 5.01 3.88 1.68 3.97 4.21 0.19 0.58 8.14 0.02 1.23 Critical Lane Group No Yes No Yes No No No Yes Yes No No Lane Group LOS E C C D B B C C C B B
d, Delay for Lane Group [s/veh] 74.00 24.03 23.75 36.41 18.30 18.59 29.53 30.47 29.83 16.94 11.95 X, volume / capacity 0.28 0.72 0.60 0.63 0.50 0.50 0.07 0.22 0.86 0.00 0.19 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] 38.08 0.69 1.31 4.39 0.31 0.59 0.16 0.65 6.66 0.00 0.13 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 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.19 0.11 0.11 d1, Uniform Delay [s] 35.92 23.34 22.43 32.02 18.00 18.00 29.37 29.82 23.17 16.94 11.83 c, Capacity [veh/h] 4 1431 446 146 1285 672 179 166 561 589 719 s, saturation flow rate [veh/h] 1781 5094 1589 1781 3560 1860 1781 1659 1781 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.00 0.20 0.17 0.05 0.18 0.18 0.01 0.02 0.27 0.00 0.09 g / C, Green / Cycle 0.00 0.28 0.28 0.08 0.36 0.36 0.10 0.10 0.31 0.31 0.45 g_i, Effective Green Time [s] 0 20 20 6 26 26 7 7 23 23 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 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 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] 72 72 72 72 72 72 72 72 72 72 72
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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 74.00 24.03 23.75 36.41 18.40 18.59 29.53 30.47 30.47 29.83 16.94 11.95 Movement LOS E C C D B B C C C C B B
d_A, Approach Delay [s/veh] 24.01 19.93 30.24 25.83
Approach LOS C B C C
d_I, Intersection Delay [s/veh] 23.03
Intersection LOS C
Intersection V/C 0.700
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] 25.78 25.78 25.78 25.78
I_p,int, Pedestrian LOS Score for Intersection 3.052 2.988 2.134 2.360 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] 640 640 278 863 d_b, Bicycle Delay [s] 16.62 16.62 26.63 11.62
I_b,int, Bicycle LOS Score for Intersection 2.273 2.154 1.639 2.581 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 4 - - - - - - - - - - - - -
Sequence
97 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.557
Level Of Service: C
Delay (sec / veh): 25.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 20: Anaheim Blvd & I-5 NB On-ramp / Anaheim Way Intersection Level Of Service Report
Crosswalk No Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 100.0 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] 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 100.0 100.0 100.0 100.0 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 2: 2 Existing 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] 246 660 0 0 1106 318 0 0 0 68 274 617 Total 15-Minute Volume [veh/h] 61 165 0 0 277 80 0 0 0 17 68 154 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 0.968 0.968 1.000 1.000 0.968 0.968 1.000 1.000 1.000 0.968 0.968 0.968 Total Hourly Volume [veh/h] 238 639 0 0 1071 308 0 0 0 66 265 597 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] 238 639 0 0 1071 308 0 0 0 66 265 597 Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Volumes
99 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 51 0 0 36 0 0 0 0 0 69 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 171.09 92.39 244.60 220.48 361.2 349.0 337.3 95th-Percentile Queue Length [veh/ln] 6.84 3.70 9.78 8.82 14.45 13.96 13.49 50th-Percentile Queue Length [ft/ln] 95.05 51.33 145.64 127.78 235.3 225.8 216.6 50th-Percentile Queue Length [veh/ln] 3.80 2.05 5.83 5.11 9.42 9.03 8.67 Critical Lane Group Yes No Yes No No Yes No
Lane Group LOS E A B B D D D
d, Delay for Lane Group [s/veh] 57.21 7.42 16.00 16.42 42.41 46.49 43.66 X, volume / capacity 0.77 0.19 0.40 0.36 0.71 0.82 0.75 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.99 0.12 0.42 1.18 1.99 4.60 2.77 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 53.22 7.30 15.58 15.24 40.42 41.89 40.89 c, Capacity [veh/h] 319 3436 2797 873 479 374 411
s, saturation flow rate [veh/h] 3459 5094 5094 1589 1852 1446 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.13 0.22 0.20 0.18 0.21 0.19 g / C, Green / Cycle 0.09 0.67 0.55 0.55 0.26 0.26 0.26 g_i, Effective Green Time [s] 11 81 66 66 31 31 31
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120
Lane Group L C C R C C R
Lane Group Calculations
101
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.21 7.42 0.00 0.00 16.00 16.42 0.00 0.00 0.00 42.41 42.41 45.02 Movement LOS E A B B D D D
d_A, Approach Delay [s/veh] 20.94 16.09 0.00 44.12
Approach LOS C B A D
d_I, Intersection Delay [s/veh] 25.60
Intersection LOS C
Intersection V/C 0.557
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 2.985 2.137 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] 752 502 0 1045 d_b, Bicycle Delay [s] 23.36 33.66 59.99 13.67
I_b,int, Bicycle LOS Score for Intersection 2.058 2.343 4.132 2.351 Bicycle LOS B B D B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 4 - - - - - - - - - - - - -
Sequence
102
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.455
Level Of Service: D
Delay (sec / veh): 40.0
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
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 34 667 17 509 610 81 246 260 174 0 314 0 Total 15-Minute Volume [veh/h] 9 167 4 127 152 20 62 65 44 0 79 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 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 1.000 0.958 1.000 Total Hourly Volume [veh/h] 33 639 16 488 584 78 236 249 167 0 301 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] 33 639 16 488 584 78 236 249 167 0 301 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Volumes
104
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 11 19 0 77 85 0 29 54 0 0 25 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 68.86 188.1 196.8 374.1 122.7 124.2 211.9 125.2 253.6 181.18 95th-Percentile Queue Length [veh/ln] 2.75 7.53 7.88 14.97 4.91 4.97 8.48 5.01 10.15 7.25 50th-Percentile Queue Length [ft/ln] 38.25 104.5 110.6 245.6 68.18 69.02 121.5 69.60 152.4 100.66 50th-Percentile Queue Length [veh/ln] 1.53 4.18 4.43 9.83 2.73 2.76 4.86 2.78 6.10 4.03 Critical Lane Group No No Yes Yes No No Yes No No Yes
Lane Group LOS F B B E A A E D E E
d, Delay for Lane Group [s/veh] 89.01 17.82 18.09 65.13 8.51 8.68 72.14 50.27 55.35 69.04 X, volume / capacity 0.70 0.23 0.23 0.87 0.19 0.19 0.81 0.25 0.54 0.69 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 16.69 0.28 0.53 4.32 0.17 0.35 5.03 0.18 1.97 2.71 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] 72.33 17.54 17.55 60.81 8.34 8.34 67.11 50.09 53.38 66.33 c, Capacity [veh/h] 49 1951 1012 582 2453 1213 305 1038 324 453 s, saturation flow rate [veh/h] 1781 3560 1846 3459 3560 1760 3459 5094 1589 5094 (v / s)_i Volume / Saturation Flow Rate 0.02 0.13 0.13 0.15 0.13 0.13 0.07 0.05 0.11 0.06 g / C, Green / Cycle 0.03 0.55 0.55 0.17 0.69 0.69 0.09 0.20 0.20 0.09 g_i, Effective Green Time [s] 4 82 82 25 103 103 13 31 31 13 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 89.01 17.91 18.09 65.13 8.55 8.68 72.14 50.27 55.35 0.00 69.04 0.00 Movement LOS F B B E A A E D E E
d_A, Approach Delay [s/veh] 21.28 32.56 59.48 69.04
Approach LOS C C E E
d_I, Intersection Delay [s/veh] 40.00
Intersection LOS D
Intersection V/C 0.455
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 66.26 0.00 66.26 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.829 0.000 2.995 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] 187 1067 653 267 d_b, Bicycle Delay [s] 61.64 16.33 33.99 56.32
I_b,int, Bicycle LOS Score for Intersection 1.955 2.220 1.840 1.732 Bicycle LOS A B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
107
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.520
Level Of Service: C
Delay (sec / veh): 30.4
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 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 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 2: 2 Existing 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] 179 633 122 77 574 134 0 142 969 127 139 1275 68 Total 15-Minute Volume [veh/h] 45 158 31 19 143 33 0 35 242 32 35 319 17 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 0.988 0.988 0.988 0.988 0.988 0.988 0.98 0.98 0.98 0.98 0.988 0.988 0.988 Total Hourly Volume [veh/h] 177 625 121 76 567 132 0 140 957 125 137 1260 67 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] 177 625 121 76 567 132 0 140 957 125 137 1260 67 Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Volumes
109
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 16 32 13 16 32 0 0 13 59 0 13 59 0
All red [s] 1.0 1.0 2.0 1.0 1.0 0.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 3.0 4.0 3.0 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 30 30 30 0 0 30 30 0 30 30 0
Minimum Green [s] 7 10 7 7 10 0 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 3 1 6 0 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 122.3 255.4 152.2 51.39 237.1 171.8 97.70 158.7 169.2 95.69 256.3 36.11 95th-Percentile Queue Length [veh/ln] 4.89 10.22 6.09 2.06 9.49 6.87 3.91 6.35 6.77 3.83 10.26 1.44 50th-Percentile Queue Length [ft/ln] 67.98 153.7 84.57 28.55 140.0 95.47 54.28 88.20 94.04 53.16 154.4 20.06 50th-Percentile Queue Length [veh/ln] 2.72 6.15 3.38 1.14 5.60 3.82 2.17 3.53 3.76 2.13 6.18 0.80 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E D D E D D E B B E B B
d, Delay for Lane Group [s/veh] 56.75 49.72 47.03 55.40 50.64 49.14 56.99 12.15 12.60 57.03 13.78 10.66 X, volume / capacity 0.75 0.80 0.50 0.41 0.80 0.59 0.61 0.27 0.27 0.60 0.42 0.07 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] 1.79 0.74 0.58 0.52 0.78 0.89 2.50 0.21 0.64 2.53 0.42 0.15 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 0.04 0.04 0.04 0.04 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 54.96 48.98 46.46 54.88 49.87 48.25 54.49 11.94 11.96 54.50 13.36 10.51 c, Capacity [veh/h] 239 788 246 189 721 229 235 3057 1039 230 3056 939 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1759 3459 5176 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.12 0.08 0.02 0.11 0.08 0.04 0.16 0.16 0.04 0.25 0.04 g / C, Green / Cycle 0.07 0.15 0.15 0.05 0.14 0.14 0.07 0.59 0.59 0.07 0.59 0.59 g_i, Effective Green Time [s] 8 19 19 7 17 17 8 71 71 8 71 71 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
111
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.75 49.72 47.03 55.40 50.64 49.14 56.9 56.9 12.2 12.6 57.03 13.78 10.66 Movement LOS E D D E D D E E B B E B B
d_A, Approach Delay [s/veh] 50.71 50.86 17.40 17.69
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 30.42
Intersection LOS C
Intersection V/C 0.520
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] 51.36 51.36 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 3.251 3.041 3.171 3.240 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] 450 450 900 900 d_b, Bicycle Delay [s] 36.06 36.06 18.16 18.16
I_b,int, Bicycle LOS Score for Intersection 2.073 1.991 2.012 2.375 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
112
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.374
Level Of Service: B
Delay (sec / veh): 15.2
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 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 2 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 2: 2 Existing 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] 4 825 91 34 771 11 1 1 9 230 2 157 Total 15-Minute Volume [veh/h] 1 206 23 8 193 3 0 0 2 58 1 39 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 0.912 0.912 0.912 0.912 0.912 0.912 0.912 0.912 0.912 0.912 0.912 0.912 Total Hourly Volume [veh/h] 4 752 83 31 703 10 1 1 8 210 2 143 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] 4 752 83 31 703 10 1 1 8 210 2 143 Name Haster St Haster Street Gene Autry Way
Volumes
114
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 12 25 55 13 26 0 20 27 0 55 19 13
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.7 4.1 3.7 4.7 4.1 0.0 3.7 4.1 0.0 3.7 4.1 4.7 Maximum Green [s] 30 30 30 30 30 0 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 5.77 191.2 8.27 45.50 87.53 94.11 15.28 153.87 84.70 95th-Percentile Queue Length [veh/ln] 0.23 7.65 0.33 1.82 3.50 3.76 0.61 6.15 3.39 50th-Percentile Queue Length [ft/ln] 3.21 106.5 4.59 25.28 48.63 52.29 8.49 85.49 47.05 50th-Percentile Queue Length [veh/ln] 0.13 4.26 0.18 1.01 1.95 2.09 0.34 3.42 1.88 Critical Lane Group No Yes No Yes No No Yes Yes No
Lane Group LOS E A A E A A E D D
d, Delay for Lane Group [s/veh] 59.71 8.28 2.45 55.23 5.49 5.65 56.85 53.99 37.06 X, volume / capacity 0.17 0.34 0.04 0.34 0.20 0.20 0.12 0.71 0.24 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 1.18 0.38 0.03 0.74 0.17 0.33 0.61 1.11 0.07 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] 58.53 7.90 2.42 54.49 5.31 5.32 56.24 52.88 36.99 c, Capacity [veh/h] 24 2428 2258 100 2580 1346 90 322 667 s, saturation flow rate [veh/h] 1781 3560 2813 1781 3560 1857 1612 3459 2813 (v / s)_i Volume / Saturation Flow Rate 0.00 0.23 0.03 0.02 0.14 0.14 0.01 0.07 0.06 g / C, Green / Cycle 0.01 0.68 0.81 0.06 0.73 0.73 0.03 0.09 0.25 g_i, Effective Green Time [s] 2 82 97 7 87 87 4 11 30
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
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 59.71 8.28 2.45 55.23 5.54 5.65 56.85 56.85 56.85 53.99 0.00 37.06 Movement LOS E A A E A A E E E D D
d_A, Approach Delay [s/veh] 7.93 7.61 56.85 47.12
Approach LOS A A E D
d_I, Intersection Delay [s/veh] 15.17
Intersection LOS B
Intersection V/C 0.374
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 50.3 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 20.25 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 0.000 2.924 1.743 2.681 Crosswalk LOS F C A 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] 332 348 365 838 d_b, Bicycle Delay [s] 41.76 40.93 40.11 20.25
I_b,int, Bicycle LOS Score for Intersection 2.319 2.008 1.578 1.560 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
117
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.757
Level Of Service: C
Delay (sec / veh): 33.3
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 2: 2 Existing 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] 52 599 110 66 634 182 182 532 59 155 854 114 Total 15-Minute Volume [veh/h] 13 150 28 16 159 46 46 133 15 39 214 29 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 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 0.927 Total Hourly Volume [veh/h] 48 555 102 61 588 169 169 493 55 144 792 106 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] 48 555 102 61 588 169 169 493 55 144 792 106 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
119
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 11 25 0 11 25 0 16 34 0 20 38 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 51.74 283.9 273.6 65.84 334.7 316.4 182.8 223.5 217.9 156.2 408.9 397.1 95th-Percentile Queue Length [veh/ln] 2.07 11.36 10.95 2.63 13.39 12.66 7.31 8.94 8.72 6.25 16.36 15.89 50th-Percentile Queue Length [ft/ln] 28.74 175.3 167.5 36.58 214.5 200.4 101.6 130.0 125.9 86.78 273.3 263.9 50th-Percentile Queue Length [veh/ln] 1.15 7.01 6.70 1.46 8.58 8.02 4.06 5.20 5.04 3.47 10.93 10.56 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D C C D C C D C C D D D
d, Delay for Lane Group [s/veh] 42.64 29.65 29.92 42.74 31.92 32.41 41.87 25.58 25.62 42.47 37.11 37.48 X, volume / capacity 0.50 0.60 0.60 0.58 0.68 0.68 0.83 0.49 0.50 0.81 0.85 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] 1.41 4.25 4.51 1.72 5.95 6.43 3.19 1.07 1.11 3.12 7.89 8.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.19 0.19 0.04 0.24 0.25 d1, Uniform Delay [s] 41.23 25.40 25.42 41.02 25.97 25.98 38.68 24.50 24.51 39.36 29.21 29.22 c, Capacity [veh/h] 103 610 578 114 622 575 218 607 586 191 579 555 s, saturation flow rate [veh/h] 1781 1870 1770 1781 1870 1728 1781 1870 1805 1781 1870 1794 (v / s)_i Volume / Saturation Flow Rate 0.03 0.19 0.20 0.04 0.23 0.23 0.10 0.16 0.16 0.09 0.26 0.26 g / C, Green / Cycle 0.06 0.33 0.33 0.06 0.33 0.33 0.12 0.32 0.32 0.11 0.31 0.31 g_i, Effective Green Time [s] 5 30 30 6 30 30 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] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
121
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.64 29.76 29.92 42.74 32.08 32.41 41.87 25.60 25.62 42.47 37.26 37.48 Movement LOS D C C D C C D C C D D D
d_A, Approach Delay [s/veh] 30.66 32.95 29.43 38.00
Approach LOS C C C D
d_I, Intersection Delay [s/veh] 33.29
Intersection LOS C
Intersection V/C 0.757
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] 34.72 34.72 34.72 34.72
I_p,int, Pedestrian LOS Score for Intersection 2.613 2.741 2.662 2.656 Crosswalk LOS B B 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] 433 433 633 721 d_b, Bicycle Delay [s] 27.66 27.66 21.06 18.41
I_b,int, Bicycle LOS Score for Intersection 2.187 2.287 2.197 2.486 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
122
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.582
Level Of Service: C
Delay (sec / veh): 21.2
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 2: 2 Existing 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] 32 0 397 96 78 10 0 693 533 296 1456 0 Total 15-Minute Volume [veh/h] 8 0 99 24 19 3 0 173 133 74 364 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 0.967 1.000 0.967 0.967 0.967 0.967 1.000 0.967 0.967 0.967 0.967 1.000 Total Hourly Volume [veh/h] 31 0 384 93 75 10 0 670 515 286 1408 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] 31 0 384 93 75 10 0 670 515 286 1408 0 Name I-5 Manchester Avenue Katella Avenue Katella Avenue Volumes
124
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 49 0 0 0 11 0 0 35 35 25 60 0
All red [s] 1.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 0.0 0.0 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 0 0 5 0 0 10 10 5 10 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups 5,8
Signal Group 5 0 0 0 6 0 0 8 8 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 2.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
125
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 35.97 240.2 240.2 66.11 53.00 13.59 161.88 227.21 200.52 179.60 95th-Percentile Queue Length [veh/ln] 1.44 9.61 9.61 2.64 2.12 0.54 6.48 9.09 8.02 7.18 50th-Percentile Queue Length [ft/ln] 19.98 142.4 142.4 36.73 29.45 7.55 89.94 132.73 113.25 99.78 50th-Percentile Queue Length [veh/ln] 0.80 5.70 5.70 1.47 1.18 0.30 3.60 5.31 4.53 3.99 Critical Lane Group No Yes No Yes No No No Yes Yes No
Lane Group LOS D D D E E D B A E A
d, Delay for Lane Group [s/veh] 40.36 47.68 47.68 57.29 56.18 54.54 16.56 7.76 55.71 9.13 X, volume / capacity 0.09 0.66 0.66 0.51 0.40 0.11 0.26 0.45 0.78 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.12 2.51 2.51 2.11 1.34 0.56 0.24 1.01 3.62 0.19 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 0.40 0.11 0.50 d1, Uniform Delay [s] 40.24 45.17 45.17 55.17 54.84 53.97 16.32 6.75 52.09 8.94 c, Capacity [veh/h] 341 299 299 189 194 88 2664 1172 377 4534 s, saturation flow rate [veh/h] 1810 1589 1589 3459 3560 1615 5176 1615 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.02 0.12 0.12 0.03 0.02 0.01 0.13 0.33 0.09 0.21 g / C, Green / Cycle 0.19 0.19 0.19 0.05 0.05 0.05 0.52 0.74 0.11 0.66 g_i, Effective Green Time [s] 23 23 23 7 7 7 62 88 13 79 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 40.36 0.00 47.68 57.29 56.18 54.54 0.00 16.56 7.76 55.71 9.13 0.00 Movement LOS D D E E D B A E A
d_A, Approach Delay [s/veh] 47.14 56.67 12.73 17.00
Approach LOS D E B B
d_I, Intersection Delay [s/veh] 21.18
Intersection LOS C
Intersection V/C 0.582
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 2.574 2.350 3.073 0.000 Crosswalk LOS B B C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 728 102 500 917 d_b, Bicycle Delay [s] 24.26 54.06 33.75 17.61
I_b,int, Bicycle LOS Score for Intersection 2.267 1.711 2.234 2.282 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
127
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.489
Level Of Service: C
Delay (sec / veh): 23.3
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 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] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Intersection Setup
128
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 632 906 138 0 0 0 46 1102 0 0 1541 141 Total 15-Minute Volume [veh/h] 158 227 34 0 0 0 11 276 0 0 385 35 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.959 0.959 0.959 1.000 1.000 1.000 0.959 0.959 1.000 1.000 0.959 0.959 Total Hourly Volume [veh/h] 606 869 132 0 0 0 44 1057 0 0 1478 135 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] 606 869 132 0 0 0 44 1057 0 0 1478 135 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 92 0 0 0 0 10 28 0 0 18 0
All red [s] 0.0 2.0 0.0 0.0 0.0 0.0 1.5 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 4.3 0.0 0.0 0.0 0.0 3.2 3.9 0.0 0.0 3.9 0.0 Maximum Green [s] 0 30 0 0 0 0 30 30 0 0 30 0
Minimum Green [s] 0 5 0 0 0 0 5 10 0 0 10 0
Lead / Lag - - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 0 0 3 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 64.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
130
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 380. 383. 346. 345. 31.81 120.20 226.4 230.7 76.37 95th-Percentile Queue Length [veh/ln] 15.2 15.3 13.8 13.8 1.27 4.81 9.06 9.23 3.05 50th-Percentile Queue Length [ft/ln] 250. 253. 224. 223. 17.67 66.78 132.2 135.3 42.43 50th-Percentile Queue Length [veh/ln] 10.0 10.1 8.96 8.93 0.71 2.67 5.29 5.41 1.70 Critical Lane Group No No No Yes Yes No Yes No No
Lane Group LOS D D D D E A B B B
d, Delay for Lane Group [s/veh] 43.7 43.7 42.5 44.1 57.55 7.76 12.72 13.19 10.81 X, volume / capacity 0.77 0.77 0.77 0.77 0.34 0.24 0.38 0.36 0.15 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] 2.71 2.68 1.50 3.06 1.45 0.12 0.36 0.96 0.33 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 41.0 41.0 41.0 41.0 56.10 7.63 12.36 12.22 10.49 c, Capacity [veh/h] 463 468 842 410 136 4574 3060 1061 955 s, saturation flow rate [veh/h] 178 180 324 158 3459 6792 5094 1766 1589 (v / s)_i Volume / Saturation Flow Rate 0.20 0.20 0.20 0.20 0.01 0.16 0.23 0.22 0.09 g / C, Green / Cycle 0.26 0.26 0.26 0.26 0.04 0.67 0.60 0.60 0.60 g_i, Effective Green Time [s] 31 31 31 31 5 81 72 72 72 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C C C L C C C R
Lane Group Calculations
131
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.75 42.96 44.11 0.00 0.00 0.00 57.55 7.76 0.00 0.00 12.80 10.81 Movement LOS D D D E A B B
d_A, Approach Delay [s/veh] 43.35 0.00 9.75 12.67
Approach LOS D A A B
d_I, Intersection Delay [s/veh] 23.34
Intersection LOS C
Intersection V/C 0.489
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 2.640 2.411 0.000 3.181 Crosswalk LOS B 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] 1429 0 368 202 d_b, Bicycle Delay [s] 4.90 59.99 39.92 48.50
I_b,int, Bicycle LOS Score for Intersection 2.251 4.132 2.033 2.253 Bicycle LOS B D B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
132
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.276
Level Of Service: B
Delay (sec / veh): 14.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 27: I-5 HOV Ramps & Gene Autry Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 1 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Intersection Setup
133
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 182 0 34 58 0 14 15 105 12 15 201 35 Total 15-Minute Volume [veh/h] 45 0 9 15 0 4 4 26 3 4 50 9 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 0.907 1.000 0.907 0.907 1.000 0.907 0.907 0.907 0.907 0.907 0.907 0.907 Total Hourly Volume [veh/h] 165 0 31 53 0 13 14 95 11 14 182 32 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] 165 0 31 53 0 13 14 95 11 14 182 32 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 73 73 0 19 19 0 9 19 0 9 19 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 Permi Split Split Permi 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 64.65 10.82 9.91 4.91 7.29 10.65 11.43 3.21 22.14 23.53 95th-Percentile Queue Length [veh/ln] 2.59 0.43 0.40 0.20 0.29 0.43 0.46 0.13 0.89 0.94 50th-Percentile Queue Length [ft/ln] 35.92 6.01 5.51 2.73 4.05 5.92 6.35 1.79 12.30 13.07 50th-Percentile Queue Length [veh/ln] 1.44 0.24 0.22 0.11 0.16 0.24 0.25 0.07 0.49 0.52 Critical Lane Group Yes No Yes No Yes No No No No Yes
Lane Group LOS B B B B C B B C B B
d, Delay for Lane Group [s/veh] 16.41 14.18 16.12 16.00 21.96 12.11 12.18 20.36 12.45 12.63 X, volume / capacity 0.51 0.11 0.12 0.06 0.24 0.08 0.09 0.13 0.17 0.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.15 0.15 0.11 0.12 2.00 0.05 0.12 0.48 0.12 0.27 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 0.15 0.15 0.11 0.15 0.15 d1, Uniform Delay [s] 15.26 14.02 16.01 15.88 19.96 12.05 12.07 19.88 12.33 12.36 c, Capacity [veh/h] 354 311 480 224 62 920 459 118 920 449 s, saturation flow rate [veh/h] 1810 1589 3459 1615 1810 3618 1805 3459 3618 1764 (v / s)_i Volume / Saturation Flow Rate 0.10 0.02 0.02 0.01 0.01 0.02 0.02 0.00 0.04 0.05 g / C, Green / Cycle 0.20 0.20 0.14 0.14 0.03 0.25 0.25 0.03 0.25 0.25 g_i, Effective Green Time [s] 8 8 6 6 1 11 11 1 11 11
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] 42 42 42 42 42 42 42 42 42 42
Lane Group L R L R L C C L C C
Lane Group Calculations
136
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 16.41 0.00 14.18 16.12 0.00 16.00 21.96 12.13 12.18 20.36 12.49 12.63 Movement LOS B B B B C B B C B B
d_A, Approach Delay [s/veh] 16.06 16.10 13.25 12.98
Approach LOS B B B B
d_I, Intersection Delay [s/veh] 14.36
Intersection LOS B
Intersection V/C 0.276
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] 13.84 13.84 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.153 2.123 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] 1423 1423 1423 1423 d_b, Bicycle Delay [s] 1.75 1.75 1.75 1.75
I_b,int, Bicycle LOS Score for Intersection 1.560 1.560 1.632 1.698 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 5 7 8 - - - - - - - - - - - -
Ring 1 1 - 3 4 - - - - - - - - - - - -
Sequence
137
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.517
Level Of Service: D
Delay (sec / veh): 36.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 28: Walnut St & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 120.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Walnut St Walnut St Cerritos Ave
Intersection Setup
138
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 143 316 340 256 269 96
Total 15-Minute Volume [veh/h] 36 79 85 64 67 24
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9790 0.9790 0.9790 0.9790 0.9790 0.9790 Total Hourly Volume [veh/h] 140 309 333 251 263 94
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] 140 309 333 251 263 94
Name Walnut St Walnut St Cerritos Ave
Volumes
139
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 30 39 0 51 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 227.33 214.98 280.39 290.55 326.02 114.99 95th-Percentile Queue Length [veh/ln] 9.09 8.60 11.22 11.62 13.04 4.60 50th-Percentile Queue Length [ft/ln] 132.83 123.75 172.65 180.41 207.81 63.88 50th-Percentile Queue Length [veh/ln] 5.31 4.95 6.91 7.22 8.31 2.56 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS C C C C D D
d, Delay for Lane Group [s/veh] 29.64 29.69 31.12 33.02 53.98 43.72 X, volume / capacity 0.36 0.36 0.44 0.51 0.85 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] 1.56 1.64 2.09 3.13 6.37 0.71 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] 28.09 28.05 29.03 29.89 47.61 43.01 c, Capacity [veh/h] 655 614 675 586 316 282
s, saturation flow rate [veh/h] 1815 1702 1870 1624 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.13 0.13 0.16 0.18 0.15 0.06 g / C, Green / Cycle 0.36 0.36 0.36 0.36 0.18 0.18
g_i, Effective Green Time [s] 43 43 43 43 21 21
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 29.64 29.68 31.36 33.02 53.98 43.72 Movement LOS C C C C D D
d_A, Approach Delay [s/veh] 29.67 32.07 51.28
Approach LOS C C D
d_I, Intersection Delay [s/veh] 36.23
Intersection LOS D
Intersection V/C 0.517
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] 49.39 0.00 49.39
I_p,int, Pedestrian LOS Score for Intersection 2.363 0.000 2.331 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] 417 568 768 d_b, Bicycle Delay [s] 37.49 30.71 22.72
I_b,int, Bicycle LOS Score for Intersection 1.938 2.051 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - - - - - - - - - - - - - -
Ring 1 2 6 8 - - - - - - - - - - - - -
Sequence
142
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.554
Level Of Service: C
Delay (sec / veh): 22.1
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 2: 2 Existing 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] 7 9 3 234 11 164 150 759 7 41 1167 310 Total 15-Minute Volume [veh/h] 2 2 1 59 3 41 38 190 2 10 292 78 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 0.957 0.957 0.957 0.957 0.957 0.957 0.957 0.957 0.957 0.957 0.957 0.957 Total Hourly Volume [veh/h] 7 9 3 224 11 157 144 726 7 39 1117 297 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] 7 9 3 224 11 157 144 726 7 39 1117 297 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 36 0 16 25 0 39 48 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 25.61 155.8 156.4 213.4 199.7 125.5 134.4 57.43 316.6 309.5 95th-Percentile Queue Length [veh/ln] 1.02 6.23 6.26 8.54 7.99 5.02 5.38 2.30 12.67 12.38 50th-Percentile Queue Length [ft/ln] 14.23 86.58 86.94 122.6 112.6 69.74 74.68 31.91 200.5 195.0 50th-Percentile Queue Length [veh/ln] 0.57 3.46 3.48 4.90 4.51 2.79 2.99 1.28 8.02 7.80 Critical Lane Group Yes No No Yes Yes No No No No Yes
Lane Group LOS E D D D D A A E B B
d, Delay for Lane Group [s/veh] 55.94 49.21 49.20 52.81 54.07 9.56 9.77 57.55 15.63 16.55 X, volume / capacity 0.24 0.52 0.52 0.78 0.76 0.22 0.22 0.41 0.49 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 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] 0.57 0.66 0.66 2.40 2.26 0.23 0.44 2.75 0.83 1.75 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.04 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 55.38 48.55 48.55 50.41 51.81 9.34 9.34 54.80 14.81 14.81 c, Capacity [veh/h] 80 235 236 210 198 2259 1181 99 2062 971 s, saturation flow rate [veh/h] 1787 1781 1789 1589 1781 3560 1861 1781 3560 1676 (v / s)_i Volume / Saturation Flow Rate 0.01 0.07 0.07 0.10 0.08 0.14 0.14 0.02 0.28 0.28 g / C, Green / Cycle 0.04 0.13 0.13 0.13 0.11 0.64 0.64 0.06 0.58 0.58 g_i, Effective Green Time [s] 5 16 16 16 13 76 76 7 70 70 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.94 55.94 55.94 49.21 49.20 52.81 54.07 9.64 9.77 57.55 15.76 16.55 Movement LOS E E E D D D D A A E B B
d_A, Approach Delay [s/veh] 55.94 50.65 16.91 17.05
Approach LOS E D B B
d_I, Intersection Delay [s/veh] 22.07
Intersection LOS C
Intersection V/C 0.554
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 1.767 2.485 0.000 2.958 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] 257 510 327 710 d_b, Bicycle Delay [s] 45.60 33.31 42.01 24.97
I_b,int, Bicycle LOS Score for Intersection 1.591 2.234 2.063 2.395 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 2 - 3 4 - - - - - - - - - - - -
Sequence
147
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.678
Level Of Service: D
Delay (sec / veh): 36.8
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 2: 2 Existing 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] 243 1065 146 147 1072 179 187 546 109 219 810 133 Total 15-Minute Volume [veh/h] 61 266 36 37 268 45 47 137 27 55 203 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 0.939 0.939 0.939 0.939 0.939 0.939 0.939 0.939 0.939 0.939 0.939 0.939 Total Hourly Volume [veh/h] 228 1000 137 138 1007 168 176 513 102 206 761 125 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] 228 1000 137 138 1007 168 176 513 102 206 761 125 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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 24 0 15 24 0 15 64 0 17 66 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 167.6 347.7 353.5 96.87 363.7 366.9 125.3 281.8 114.1 149.3 425.4 141.6 95th-Percentile Queue Length [veh/ln] 6.70 13.91 14.14 3.87 14.55 14.68 5.01 11.27 4.56 5.98 17.02 5.67 50th-Percentile Queue Length [ft/ln] 93.11 224.8 229.3 53.82 237.4 239.9 69.63 173.7 63.39 82.99 286.6 78.69 50th-Percentile Queue Length [veh/ln] 3.72 8.99 9.17 2.15 9.50 9.60 2.79 6.95 2.54 3.32 11.47 3.15 Critical Lane Group Yes No No No No Yes Yes No No No Yes No Lane Group LOS E C C D C C D D C E D C
d, Delay for Lane Group [s/veh] 56.58 27.95 29.43 53.11 28.66 30.33 54.30 37.88 34.24 55.69 43.07 34.90 X, volume / capacity 0.78 0.55 0.55 0.49 0.57 0.57 0.61 0.56 0.25 0.72 0.83 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 3.14 1.46 2.93 0.90 1.62 3.29 1.50 0.60 0.36 2.38 2.23 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 1.00 k, delay calibration 0.08 0.50 0.50 0.08 0.50 0.50 0.08 0.13 0.13 0.08 0.13 0.13 d1, Uniform Delay [s] 53.44 26.49 26.49 52.21 27.05 27.05 52.80 37.28 33.88 53.31 40.84 34.43 c, Capacity [veh/h] 312 1482 731 303 1472 718 304 979 437 304 979 437 s, saturation flow rate [veh/h] 3459 3560 1757 3459 3560 1736 3459 3560 1589 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.23 0.23 0.04 0.24 0.24 0.05 0.15 0.07 0.06 0.23 0.08 g / C, Green / Cycle 0.09 0.42 0.42 0.09 0.41 0.41 0.09 0.27 0.27 0.09 0.27 0.27 g_i, Effective Green Time [s] 11 50 50 10 50 50 11 33 33 11 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] 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 R
Lane Group Calculations
151
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.58 28.30 29.43 53.11 29.02 30.33 54.30 37.88 34.24 55.69 43.07 34.90 Movement LOS E C C D C C D D C E D C
d_A, Approach Delay [s/veh] 33.14 31.72 41.05 44.51
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 36.83
Intersection LOS D
Intersection V/C 0.678
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 3.087 3.078 2.897 2.983 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] 308 308 975 1008 d_b, Bicycle Delay [s] 42.95 42.95 15.77 14.77
I_b,int, Bicycle LOS Score for Intersection 2.359 2.329 2.254 2.518 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
152
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.577
Level Of Service: D
Delay (sec / veh): 36.5
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 2: 2 Existing 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] 181 960 87 185 834 127 234 722 132 257 970 256 Total 15-Minute Volume [veh/h] 45 240 22 46 209 32 58 181 33 64 242 64 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 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 0.958 Total Hourly Volume [veh/h] 173 920 83 177 799 122 224 692 126 246 929 245 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] 173 920 83 177 799 122 224 692 126 246 929 245 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 12 43 0 12 43 0 19 50 0 15 46 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 124.3 241.5 61.97 127.5 210.8 93.09 157.1 314.1 309.6 174.7 356.9 287.9 95th-Percentile Queue Length [veh/ln] 4.97 9.66 2.48 5.10 8.43 3.72 6.29 12.56 12.38 6.99 14.28 11.52 50th-Percentile Queue Length [ft/ln] 69.09 143.3 34.43 70.84 120.7 51.71 87.31 198.5 195.0 97.09 232.0 178.4 50th-Percentile Queue Length [veh/ln] 2.76 5.73 1.38 2.83 4.83 2.07 3.49 7.94 7.80 3.88 9.28 7.14 Critical Lane Group No Yes No Yes No No Yes No No No Yes No Lane Group LOS E C B E B B D D D E D D
d, Delay for Lane Group [s/veh] 57.21 20.11 17.16 57.50 19.44 17.79 54.30 43.76 44.32 55.27 45.58 44.32 X, volume / capacity 0.78 0.39 0.11 0.79 0.34 0.16 0.73 0.73 0.73 0.81 0.86 0.72 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.11 0.46 0.30 2.32 0.37 0.46 1.23 0.48 1.00 1.83 0.75 1.06 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 0.04 d1, Uniform Delay [s] 55.11 19.65 16.87 55.17 19.07 17.33 53.07 43.28 43.32 53.44 44.83 43.26 c, Capacity [veh/h] 233 2469 770 233 2469 770 319 792 384 319 1133 354 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 3560 1726 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.19 0.05 0.05 0.16 0.08 0.07 0.16 0.16 0.07 0.19 0.16 g / C, Green / Cycle 0.07 0.49 0.49 0.07 0.49 0.49 0.09 0.22 0.22 0.09 0.22 0.22 g_i, Effective Green Time [s] 8 58 58 8 58 58 11 27 27 11 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 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.21 20.11 17.16 57.50 19.44 17.79 54.30 43.87 44.32 55.27 45.58 44.32 Movement LOS E C B E B B D D D E D D
d_A, Approach Delay [s/veh] 25.37 25.40 46.17 47.04
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 36.45
Intersection LOS D
Intersection V/C 0.577
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] 51.36 51.36 51.36 51.36
I_p,int, Pedestrian LOS Score for Intersection 3.130 3.146 3.029 3.133 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] 633 633 750 683 d_b, Bicycle Delay [s] 28.03 28.03 23.45 26.02
I_b,int, Bicycle LOS Score for Intersection 2.235 2.190 2.158 2.375 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
157
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.373
Level Of Service: C
Delay (sec / veh): 31.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 32: Harbor Blvd & Vermont Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 135.0 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 50.00 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Intersection Setup
158
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 122 883 164 51 844 28 22 44 89 141 86 38 Total 15-Minute Volume [veh/h] 31 221 41 13 211 7 5 11 22 35 22 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.973 0.973 0.973 0.973 0.973 0.973 0.973 0.973 0.973 0.973 0.973 0.973 Total Hourly Volume [veh/h] 119 859 160 50 821 27 21 43 87 137 84 37 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] 119 859 160 50 821 27 21 43 87 137 84 37 Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Volumes
159
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing 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] 12 65 0 12 65 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 ProtP Permi Permi ProtP 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 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 31.27 180.3 58.11 10.58 189.5 187.6 30.14 177.79 421.13 162.65 95th-Percentile Queue Length [veh/ln] 1.25 7.21 2.32 0.42 7.58 7.50 1.21 7.11 16.85 6.51 50th-Percentile Queue Length [ft/ln] 17.37 100.2 32.29 5.88 105.3 104.2 16.74 98.77 236.75 90.36 50th-Percentile Queue Length [veh/ln] 0.69 4.01 1.29 0.24 4.21 4.17 0.67 3.95 9.47 3.61 Critical Lane Group No Yes No Yes No No No Yes No No
Lane Group LOS A A A A A A E D F D
d, Delay for Lane Group [s/veh] 4.40 6.86 5.71 3.61 7.49 7.50 55.98 52.27 351.56 50.91 X, volume / capacity 0.19 0.35 0.14 0.09 0.33 0.33 0.18 0.62 1.63 0.54 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] 0.67 0.38 0.27 0.03 0.68 0.69 0.71 2.84 294.47 1.98 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.04 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 3.73 6.49 5.44 3.58 6.81 6.81 55.27 49.43 57.09 48.92 c, Capacity [veh/h] 636 2545 1136 561 1319 1304 122 216 87 229 s, saturation flow rate [veh/h] 753 3560 1589 651 1870 1849 1267 1672 1372 1774 (v / s)_i Volume / Saturation Flow Rate 0.16 0.25 0.10 0.08 0.23 0.23 0.02 0.08 0.10 0.07 g / C, Green / Cycle 0.80 0.72 0.72 0.80 0.71 0.71 0.13 0.13 0.13 0.13 g_i, Effective Green Time [s] 97 86 86 97 85 85 15 15 15 15 l2, Clearance Lost Time [s] 0.00 2.00 2.00 0.00 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 R L C C L C L C
Lane Group Calculations
161
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.40 6.86 5.71 3.61 7.49 7.50 55.98 52.27 52.27 351.5 50.91 50.91 Movement LOS A A A A A A E D D F D D
d_A, Approach Delay [s/veh] 6.44 7.28 52.80 210.88
Approach LOS A A D F
d_I, Intersection Delay [s/veh] 31.18
Intersection LOS C
Intersection V/C 0.373
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 3.024 2.709 2.206 2.177 Crosswalk LOS C B 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] 970 970 627 642 d_b, Bicycle Delay [s] 15.91 15.91 28.29 27.68
I_b,int, Bicycle LOS Score for Intersection 2.524 2.321 1.815 1.997 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 4 - - - - - - - - - - - - -
Sequence
162
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 2: 2 Existing PM
Version 2022 (SP 0-0)
Generated with
Future without Project Conditions
Volume to Capacity (v/c): 0.868
Level Of Service: D
Delay (sec / veh): 42.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Walnut St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Ball Rd Ball Road
Intersection Setup
3 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 110 150 420 140 230 60 70 1400 130 220 660 50 Total 15-Minute Volume [veh/h] 28 38 105 35 58 15 18 350 33 55 165 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 110 150 420 140 230 60 70 1400 130 220 660 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 110 150 420 140 230 60 70 1400 130 220 660 50 Name Walnut St Walnut St Ball Rd Ball Road
Volumes
4 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No Yes No Yes
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 6 0 0 9 0 0 6 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 23 43 0 16 36 0 16 46 0 15 45 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 60.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
5 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 160.0 155.4 513.9 204.3 150.7 143.8 96.40 511.3 540.4 290.1 202.7 209.6 95th-Percentile Queue Length [veh/ln] 6.40 6.22 20.56 8.17 6.03 5.75 3.86 20.45 21.62 11.60 8.11 8.38 50th-Percentile Queue Length [ft/ln] 88.90 86.35 358.6 116.0 83.76 79.90 53.55 356.5 380.5 180.0 114.8 119.8 50th-Percentile Queue Length [veh/ln] 3.56 3.45 14.35 4.64 3.35 3.20 2.14 14.26 15.22 7.20 4.59 4.79 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E C E E C C E D D E C C
d, Delay for Lane Group [s/veh] 61.91 33.50 60.63 64.43 32.30 32.39 56.57 40.60 45.58 61.54 24.00 24.57 X, volume / capacity 0.80 0.28 0.92 0.87 0.27 0.27 0.55 0.81 0.81 0.92 0.32 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.49 0.34 19.18 10.48 0.30 0.33 2.72 5.58 10.55 10.28 0.56 1.11 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.13 0.32 0.08 0.13 0.13 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 54.43 33.16 41.45 53.95 32.00 32.06 53.86 35.02 35.02 51.26 23.44 23.46 c, Capacity [veh/h] 138 537 457 160 560 521 128 1263 635 240 1488 754 s, saturation flow rate [veh/h] 1781 1870 1589 1781 1870 1740 1781 3560 1790 1781 3560 1804 (v / s)_i Volume / Saturation Flow Rate 0.06 0.08 0.26 0.08 0.08 0.08 0.04 0.29 0.29 0.12 0.13 0.13 g / C, Green / Cycle 0.08 0.29 0.29 0.09 0.30 0.30 0.07 0.35 0.35 0.13 0.42 0.42 g_i, Effective Green Time [s] 9 35 35 11 36 36 9 43 43 16 50 50 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
6 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 61.91 33.50 60.63 64.43 32.33 32.39 56.57 41.95 45.58 61.54 24.16 24.57 Movement LOS E C E E C C E D D E C C
d_A, Approach Delay [s/veh] 54.85 42.79 42.89 33.02
Approach LOS D D D C
d_I, Intersection Delay [s/veh] 42.59
Intersection LOS D
Intersection V/C 0.868
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.35 51.35 51.35 51.35
I_p,int, Pedestrian LOS Score for Intersection 2.561 2.452 2.948 3.012 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 641 525 691 675 d_b, Bicycle Delay [s] 27.69 32.65 25.69 26.35
I_b,int, Bicycle LOS Score for Intersection 2.121 1.914 2.440 2.071 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
7 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.583
Level Of Service: B
Delay (sec / veh): 19.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Flore St / West Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 50.00 100.0 100.0 100.0 100.0 100.0 180.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Place Flore Street Ball Road Ball Road
Intersection Setup
8 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 0 90 50 10 10 10 1850 70 230 750 20 Total 15-Minute Volume [veh/h] 5 0 23 13 3 3 3 463 18 58 188 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 20 0 90 50 10 10 10 1850 70 230 750 20 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 20 0 90 50 10 10 10 1850 70 230 750 20 Name West Place Flore Street Ball Road Ball Road
Volumes
9 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 4 0 0 7 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 2.0 0.0 3.0 2.0 0.0 Split [s] 0 18 0 0 18 0 12 66 0 86 140 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
10 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 38.76 183.70 114.05 37.61 21.29 421.6 441.3 396.7 73.58 78.64 95th-Percentile Queue Length [veh/ln] 1.55 7.35 4.56 1.50 0.85 16.87 17.65 15.87 2.94 3.15 50th-Percentile Queue Length [ft/ln] 21.53 102.06 63.36 20.89 11.83 283.5 299.4 263.6 40.88 43.69 50th-Percentile Queue Length [veh/ln] 0.86 4.08 2.53 0.84 0.47 11.34 11.98 10.55 1.64 1.75 Critical Lane Group No Yes No No No No Yes Yes No No
Lane Group LOS E F F E F B B F A A
d, Delay for Lane Group [s/veh] 76.59 81.96 102.10 72.77 85.30 12.61 13.33 80.26 3.15 3.27 X, volume / capacity 0.16 0.69 0.78 0.14 0.26 0.51 0.51 0.88 0.17 0.17 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] 0.57 6.18 17.80 0.45 3.53 0.74 1.44 9.26 0.13 0.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 76.01 75.77 84.31 72.32 81.77 11.87 11.88 70.99 3.03 3.03 c, Capacity [veh/h] 127 131 64 142 38 2492 1285 262 2938 1523 s, saturation flow rate [veh/h] 1392 1589 1306 1718 1781 3560 1835 1781 3560 1845 (v / s)_i Volume / Saturation Flow Rate 0.01 0.06 0.04 0.01 0.01 0.36 0.36 0.13 0.14 0.14 g / C, Green / Cycle 0.08 0.08 0.08 0.08 0.02 0.70 0.70 0.15 0.83 0.83 g_i, Effective Green Time [s] 14 14 14 14 4 119 119 25 140 140 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 Lane Group L C L C L C C L C C
Lane Group Calculations
11 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 76.59 81.96 81.96 102.1 72.77 72.77 85.30 12.84 13.33 80.26 3.19 3.27 Movement LOS E F F F E E F B B F A A
d_A, Approach Delay [s/veh] 80.98 93.72 13.23 20.92
Approach LOS F F B C
d_I, Intersection Delay [s/veh] 19.91
Intersection LOS B
Intersection V/C 0.583
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.32 74.32 74.32 74.32
I_p,int, Pedestrian LOS Score for Intersection 2.107 2.003 3.030 3.191 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 153 153 718 1589 d_b, Bicycle Delay [s] 72.47 72.47 34.92 3.59
I_b,int, Bicycle LOS Score for Intersection 1.741 1.675 2.621 2.110 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
12 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.613
Level Of Service: A
Delay (sec / veh): 9.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Disneyland Dr & I-5 Off-ramps
Intersection Level Of Service Report
Crosswalk No No No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 50.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Intersection Setup
13 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 130 0 0 1080 930 10
Total 15-Minute Volume [veh/h] 33 0 0 270 233 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 130 0 0 1080 930 10
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 130 0 0 1080 930 10
Name Disneyland Drive Disneyland Drive I-5 SB Off-Ramps Volumes
14 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 0.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 0 0 0 0
Walk [s] 0 0 0 5 0 0
Vehicle Extension [s] 4.0 0.0 0.0 4.0 2.5 0.0
Split [s] 49 0 0 49 41 0
All red [s] 1.0 0.0 0.0 1.0 2.0 0.0
Amber [s] 3.6 0.0 0.0 3.6 3.6 0.0
Maximum Green [s] 30 0 0 30 30 0
Minimum Green [s] 7 0 0 7 10 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 2 0 0 6 7 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Free Running
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
15 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 8.10 95.82 74.94 2.03 95th-Percentile Queue Length [veh/ln] 0.32 3.83 3.00 0.08 50th-Percentile Queue Length [ft/ln] 4.50 53.23 41.63 1.13 50th-Percentile Queue Length [veh/ln] 0.18 2.13 1.67 0.05 Critical Lane Group No Yes Yes No
Lane Group LOS A A B A
d, Delay for Lane Group [s/veh] 5.37 7.96 11.17 9.04
X, volume / capacity 0.08 0.64 0.58 0.02
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 0.03 0.57 0.24 0.01
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.15 0.15 0.08 0.08
d1, Uniform Delay [s] 5.34 7.39 10.93 9.02
c, Capacity [veh/h] 1700 1700 1610 493
s, saturation flow rate [veh/h] 3560 3560 5188 1589
(v / s)_i Volume / Saturation Flow Rate 0.04 0.30 0.18 0.01 g / C, Green / Cycle 0.48 0.48 0.31 0.31
g_i, Effective Green Time [s] 18 18 12 12
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 38 38 38 38
Lane Group C C L R
Lane Group Calculations
16 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.37 0.00 0.00 7.96 11.17 9.04 Movement LOS A A B A
d_A, Approach Delay [s/veh] 5.37 7.96 11.15
Approach LOS A A B
d_I, Intersection Delay [s/veh] 9.19
Intersection LOS A
Intersection V/C 0.613
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 0.000 Crosswalk LOS F F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1597 1597 1597 d_b, Bicycle Delay [s] 0.76 0.76 0.76
I_b,int, Bicycle LOS Score for Intersection 1.667 2.451 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 6 7 - - - - - - - - - - - - - -
Ring 1 2 - - - - - - - - - - - - - - -
Sequence
17 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.885
Level Of Service: E
Delay (sec / veh): 65.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 4: Disneyland Dr & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 90.00 100.0 100.0 90.00 100.0 100.0 140.0 100.0 100.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Disneyland Drive Disneyland Drive Ball Road Ball Road Intersection Setup
18 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 150 330 330 670 770 130 320 1330 140 550 830 70 Total 15-Minute Volume [veh/h] 38 83 83 168 193 33 80 333 35 138 208 18 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 150 330 330 670 770 130 320 1330 140 550 830 70 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] 150 330 330 670 770 130 320 1330 140 550 830 70 Name Disneyland Drive Disneyland Drive Ball Road Ball Road Volumes
19 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 13 0 0 12 0 0 24 0 0 13 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 16 41 0 48 73 0 47 50 0 31 34 0
All red [s] 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 1.5 1.5 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 10 30 0 10 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
20 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 249. 490. 304. 319. 606. 615. 584. 555. 288.3 682.2 215.5 445.5 384.9 394.7 95th-Percentile Queue Length [veh/ln] 9.98 19.6 12.1 12.7 24.2 24.6 23.3 22.2 11.53 27.29 8.62 17.82 15.40 15.79 50th-Percentile Queue Length [ft/ln] 149. 339. 191. 202. 435. 442. 416. 393. 178.7 499.0 124.1 302.8 254.1 262.0 50th-Percentile Queue Length [veh/ln] 5.97 13.5 7.64 8.10 17.4 17.7 16.6 15.7 7.15 19.96 4.97 12.11 10.17 10.48 Critical Lane Group No Yes No No No No No Yes No Yes No Yes No No Lane Group LOS E F E E E E E E E E D E D D
d, Delay for Lane Group [s/veh] 63.6 82.1 69.0 68.8 64.9 64.8 65.1 65.5 78.86 69.38 49.40 72.56 43.97 45.22 X, volume / capacity 0.47 0.86 0.67 0.67 0.87 0.87 0.87 0.87 0.84 0.92 0.31 0.89 0.48 0.48 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.09 14.4 3.88 3.68 5.21 5.13 5.42 5.76 4.84 10.60 1.77 4.52 1.29 2.54 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.26 0.14 0.14 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 62.5 67.7 65.1 65.1 59.7 59.7 59.7 59.7 74.02 58.78 47.63 68.04 42.68 42.68 c, Capacity [veh/h] 318 334 268 284 468 476 447 421 383 1451 453 620 1259 635 s, saturation flow rate [veh/h] 178 187 149 158 178 181 170 160 3459 5094 1589 3459 3560 1796 (v / s)_i Volume / Saturation Flow Rate 0.08 0.15 0.12 0.12 0.23 0.23 0.23 0.23 0.09 0.26 0.09 0.16 0.17 0.17 g / C, Green / Cycle 0.18 0.18 0.18 0.18 0.26 0.26 0.26 0.26 0.11 0.28 0.28 0.18 0.35 0.35 g_i, Effective Green Time [s] 30 30 30 30 45 45 45 45 19 48 48 30 60 60 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C C R L C C C L C R L C C
Lane Group Calculations
21 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 63.66 80.52 68.89 64.93 65.22 65.51 78.86 69.38 49.40 72.56 44.32 45.22 Movement LOS E F E E E E E E D E D D
d_A, Approach Delay [s/veh] 72.67 65.12 69.51 55.07
Approach LOS E E E E
d_I, Intersection Delay [s/veh] 65.01
Intersection LOS E
Intersection V/C 0.885
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 76.21 76.21 76.21 76.21
I_p,int, Pedestrian LOS Score for Intersection 2.941 2.856 3.194 3.217 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] 418 794 518 330 d_b, Bicycle Delay [s] 53.18 30.88 46.67 59.28
I_b,int, Bicycle LOS Score for Intersection 2.228 2.423 2.544 2.357 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
22 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.940
Level Of Service: D
Delay (sec / veh): 45.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 5: Disneyland Dr & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 240.0 100.0 180.0 300. 100. 100. 300. 260.0 100.0 300.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 2 0 1 2 0 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.0 12.0 12.0 12.0 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right U-tu Left Thru Righ Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Street Disneyland Drive Katella Ave Katella Avenue Intersection Setup
23 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 230 410 230 0 500 270 330 290 3000 210 180 920 500 Total 15-Minute Volume [veh/h] 58 103 58 0 125 68 83 73 750 53 45 230 125 Other Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 230 410 230 0 500 270 330 290 3000 210 180 920 500 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 2.00 2.00 0.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 230 410 230 0 500 270 330 290 3000 210 180 920 500 Name West Street Disneyland Drive Katella Ave Katella Avenue Volumes
24 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 35 0 0 0 35 0 0 13 0 0 17 0
Walk [s] 0 5 0 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 0.0 3.0 3.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 12 45 0 0 20 53 0 12 46 0 9 43 0
All red [s] 1.0 1.0 0.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 5 0 0 5 5 0 5 10 0 5 10 0
Lead / Lag Lead - - - Lea - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Per Prot Per Per Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 76.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
25 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 174.3 242.8 285.2 375.2 147.8 373.2 194.9 781.5 965.6 126.2 244.8 445.3 95th-Percentile Queue Length [veh/ln] 6.97 9.71 11.41 15.01 5.91 14.93 7.80 31.26 38.63 5.05 9.79 17.82 50th-Percentile Queue Length [ft/ln] 96.86 144.3 176.3 238.9 82.11 244.9 109.2 583.4 742.2 70.13 145.8 302.7 50th-Percentile Queue Length [veh/ln] 3.87 5.77 7.05 9.56 3.28 9.80 4.37 23.34 29.69 2.81 5.83 12.11 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D D F D D D D E E C C
d, Delay for Lane Group [s/veh] 68.06 46.91 53.24 89.92 37.35 48.05 54.64 40.37 57.33 58.61 22.36 31.01 X, volume / capacity 0.98 0.64 0.82 1.06 0.31 0.84 0.82 0.96 0.98 0.73 0.40 0.68 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] 12.16 1.07 5.71 37.90 0.20 4.84 1.75 10.55 26.79 4.01 0.51 5.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.11 0.11 0.11 0.11 0.04 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 55.89 45.84 47.53 52.02 37.15 43.21 52.89 29.82 30.54 54.60 21.85 25.93 c, Capacity [veh/h] 235 642 282 471 881 393 356 2463 867 248 2313 733 s, saturation flow rate [veh/h] 3459 3618 1589 3514 3618 1615 3514 5094 1792 3459 5094 1615 (v / s)_i Volume / Saturation Flow Rate 0.07 0.11 0.14 0.14 0.07 0.20 0.08 0.46 0.48 0.05 0.18 0.31 g / C, Green / Cycle 0.07 0.18 0.18 0.13 0.24 0.24 0.10 0.48 0.48 0.07 0.46 0.46 g_i, Effective Green Time [s] 8 21 21 16 29 29 12 58 58 9 55 55 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
26 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 68.06 46.91 53.24 89.9 89.9 37.3 48.0 54.64 44.00 57.33 58.61 22.36 31.01 Movement LOS E D D F F D D D D E E C C
d_A, Approach Delay [s/veh] 54.17 64.46 45.68 29.14
Approach LOS D E D C
d_I, Intersection Delay [s/veh] 45.91
Intersection LOS D
Intersection V/C 0.940
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.37 51.37 51.37 51.37
I_p,int, Pedestrian LOS Score for Intersection 2.822 2.930 3.404 3.501 Crosswalk LOS C C C D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 666 800 683 633 d_b, Bicycle Delay [s] 26.70 21.63 26.04 28.05
I_b,int, Bicycle LOS Score for Intersection 2.277 2.055 3.003 2.440 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
27 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.783
Level Of Service: C
Delay (sec / veh): 26.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ox Road-Cast Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 120.0 100.0 150.0 220.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 1 0 1 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cast Place Ox Road Ball Road Ball Road
Intersection Setup
28 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 90 0 80 40 10 20 60 2790 270 370 1690 40 Total 15-Minute Volume [veh/h] 23 0 20 10 3 5 15 698 68 93 423 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 90 0 80 40 10 20 60 2790 270 370 1690 40 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 90 0 80 40 10 20 60 2790 270 370 1690 40 Name Cast Place Ox Road Ball Road Ball Road
Volumes
29 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 6 0 0 7 0 0 4 0
Walk [s] 0 5 0 0 5 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.5 0.0 0.0 2.0 0.0 2.0 3.0 0.0 2.5 3.0 0.0 Split [s] 0 16 0 0 16 0 12 109 0 29 126 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.5 0.0 4.0 4.5 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
30 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 116.1 112.8 109.1 67.84 66.92 121.4 932.1 201.4 322.0 330.0 347.2 95th-Percentile Queue Length [veh/ln] 4.64 4.52 4.37 2.71 2.68 4.86 37.29 8.06 12.88 13.20 13.89 50th-Percentile Queue Length [ft/ln] 64.50 62.72 60.65 37.69 37.18 67.47 713.1 113.9 204.7 210.9 224.4 50th-Percentile Queue Length [veh/ln] 2.58 2.51 2.43 1.51 1.49 2.70 28.53 4.56 8.19 8.44 8.98 Critical Lane Group No No Yes No Yes No Yes No Yes No No Lane Group LOS E E F E E F C B E A B
d, Delay for Lane Group [s/veh] 79.35 79.66 80.04 76.81 76.95 83.28 25.20 12.87 76.72 9.64 10.16 X, volume / capacity 0.51 0.52 0.53 0.32 0.33 0.69 0.84 0.26 0.86 0.44 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] 2.53 2.78 3.10 0.60 0.67 3.68 2.69 0.61 3.82 0.54 1.04 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.08 0.08 0.04 0.04 0.04 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 76.82 76.88 76.94 76.21 76.27 79.60 22.51 12.26 72.90 9.11 9.12 c, Capacity [veh/h] 116 110 103 111 105 86 3331 1039 431 2599 1349 s, saturation flow rate [veh/h] 1781 1690 1589 1781 1687 1781 5094 1589 3459 3560 1848 (v / s)_i Volume / Saturation Flow Rate 0.03 0.03 0.03 0.02 0.02 0.03 0.55 0.17 0.11 0.32 0.32 g / C, Green / Cycle 0.06 0.06 0.06 0.06 0.06 0.05 0.65 0.65 0.12 0.73 0.73 g_i, Effective Green Time [s] 11 11 11 11 11 8 111 111 21 124 124 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 170 170 170 170 170 170 170 170 170 170 170 Lane Group L C R L C L C R L C C
Lane Group Calculations
31 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 79.46 79.66 79.93 76.83 76.95 76.95 83.28 25.20 12.87 76.72 9.81 10.16 Movement LOS E E E E E E F C B E A B
d_A, Approach Delay [s/veh] 79.68 76.88 25.25 21.61
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 26.21
Intersection LOS C
Intersection V/C 0.783
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 74.34 74.34 76.22 76.22
I_p,int, Pedestrian LOS Score for Intersection 2.490 2.026 3.356 3.367 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 129 129 1218 1418 d_b, Bicycle Delay [s] 74.34 74.34 13.00 7.20
I_b,int, Bicycle LOS Score for Intersection 1.840 1.675 3.276 2.715 Bicycle LOS A A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
32 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 1.622
Level Of Service: F
Delay (sec / veh): 187.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 7: Harbor Blvd & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 200.0 100.0 240.0 300.0 100.0 150.0 190.0 100.0 300.0 No. of Lanes in Entry Pocket 2 0 0 2 0 1 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Intersection Setup
33 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 670 830 300 200 2210 450 420 1680 880 290 1170 180 Total 15-Minute Volume [veh/h] 168 208 75 50 553 113 105 420 220 73 293 45 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 670 830 300 200 2210 450 420 1680 880 290 1170 180 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 670 830 300 200 2210 450 420 1680 880 290 1170 180 Name Harbor Boulevard Harbor Blvd Ball Road Ball Road
Volumes
34 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.5 2.5 0.0 2.5 2.5 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 31 0 0 10 0 0 10 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 3.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Split [s] 26 26 0 63 52 0 18 67 0 14 63 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.5 3.5 0.0 3.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 5 5 0 5 5 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 5,7 2,7
Signal Group 5 2 0 1 6 0 13 10 0 9 14 0
Control Type Overla Overla Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
35 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 237.2 240.0 269.6 138.8 1996. 763.6 267.8 989.5 2778. 201.6 380.6 426.2 95th-Percentile Queue Length [veh/ln] 9.49 9.60 10.78 5.55 79.85 30.55 10.72 39.58 111.1 8.07 15.23 17.05 50th-Percentile Queue Length [ft/ln] 140.1 142.2 164.4 77.11 1283. 527.8 163.1 670.4 1757. 114.0 250.8 287.2 50th-Percentile Queue Length [veh/ln] 5.61 5.69 6.58 3.08 51.34 21.11 6.53 26.82 70.32 4.56 10.03 11.49 Critical Lane Group Yes Yes No No Yes No No No Yes Yes No No Lane Group LOS B C C E F F D F F E D E
d, Delay for Lane Group [s/veh] 17.70 25.64 27.65 57.20 367.1 126.3 54.91 148.1 528.7 57.63 47.78 60.29 X, volume / capacity 0.37 0.40 0.46 0.76 1.71 1.12 0.83 1.23 2.06 0.78 0.86 0.87 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.05 0.12 1.33 1.75 321.5 80.65 4.21 103.4 484.0 4.39 2.47 14.96 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.11 0.28 0.04 0.15 0.50 0.13 0.13 0.50 0.13 0.13 0.31 d1, Uniform Delay [s] 17.65 25.51 26.32 55.46 45.67 45.67 50.69 44.71 44.71 53.24 45.31 45.34 c, Capacity [veh/h] 1790 2084 650 262 1291 403 507 1371 428 370 1168 392 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1710 (v / s)_i Volume / Saturation Flow Rate 0.19 0.16 0.19 0.06 0.43 0.28 0.12 0.33 0.55 0.08 0.20 0.20 g / C, Green / Cycle 0.52 0.41 0.41 0.08 0.25 0.25 0.15 0.27 0.27 0.11 0.23 0.23 g_i, Effective Green Time [s] 63 50 50 9 31 31 18 33 33 13 28 28 l2, Clearance Lost Time [s] 0.00 0.00 2.00 2.00 2.00 2.00 2.50 2.50 2.50 2.50 2.50 2.50 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.50 4.50 4.50 4.50 4.50 4.50 C, Cycle Length [s] 122 122 122 122 122 122 122 122 122 122 122 122 Lane Group L C R L C R L C R L C C
Lane Group Calculations
36 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 17.70 25.64 27.65 57.20 367.1 126.3 54.91 148.1 528.7 57.63 49.49 60.29 Movement LOS B C C E F F D F F E D E
d_A, Approach Delay [s/veh] 23.02 307.61 247.40 52.11
Approach LOS C F F D
d_I, Intersection Delay [s/veh] 187.92
Intersection LOS F
Intersection V/C 1.622
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 52.37 52.37 50.53 50.53
I_p,int, Pedestrian LOS Score for Intersection 3.488 3.330 3.495 3.354 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] 360 770 1024 958 d_b, Bicycle Delay [s] 41.02 23.08 14.53 16.55
I_b,int, Bicycle LOS Score for Intersection 2.550 3.133 3.199 2.236 Bicycle LOS B C C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 13 14 - - - - - - - - - - -
Ring 1 1 2 - 9 10 - - - - - - - - - - -
Sequence
37 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.880
Level Of Service: B
Delay (sec / veh): 14.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 8: Harbor Blvd & I-5 NB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 1000.00 180.00 100.00 140.00 635.00 No. of Lanes in Entry Pocket 0 1 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Thru Right Left Thru Left Right
Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Intersection Setup
38 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 930 200 90 3270 70 750
Total 15-Minute Volume [veh/h] 233 50 23 818 18 188
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] 930 200 90 3270 70 750
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] 930 200 90 3270 70 750
Name Harbor Boulevard Harbor Boulevard I-5 Northbound Ramps Volumes
39 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall Yes No No No
l2, Clearance Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 12 0 0 0 0 0
Walk [s] 7 0 0 0 0 0
Vehicle Extension [s] 4.0 0.0 2.0 4.0 2.0 0.0
Split [s] 30 0 12 42 23 0
All red [s] 1.5 0.0 2.0 1.5 3.0 0.0
Amber [s] 4.0 0.0 3.2 4.0 3.5 0.0
Maximum Green [s] 30 0 30 30 30 0
Minimum Green [s] 15 0 6 15 7 0
Lead / Lag - - Lead - Lead -
Auxiliary Signal Groups
Signal Group 2 0 1 6 7 0
Control Type Permissive Unsignalized Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 14.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
40 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 131.53 59.67 308.99 32.90 218.50 218.50 95th-Percentile Queue Length [veh/ln] 5.26 2.39 12.36 1.32 8.74 8.74 50th-Percentile Queue Length [ft/ln] 73.07 33.15 194.60 18.28 126.33 126.33 50th-Percentile Queue Length [veh/ln] 2.92 1.33 7.78 0.73 5.05 5.05 Critical Lane Group No No Yes No Yes No
Lane Group LOS B C B B C C
d, Delay for Lane Group [s/veh] 13.51 29.13 12.76 17.11 22.78 22.78 X, volume / capacity 0.42 0.54 0.82 0.14 0.81 0.81
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] 0.60 0.99 2.02 0.04 1.33 1.33 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.04 0.50 0.04 0.04 0.04
d1, Uniform Delay [s] 12.91 28.15 10.74 17.07 21.46 21.46 c, Capacity [veh/h] 2195 168 3984 518 462 462
s, saturation flow rate [veh/h] 5094 1781 6792 1781 1589 1589 (v / s)_i Volume / Saturation Flow Rate 0.18 0.05 0.48 0.04 0.24 0.24 g / C, Green / Cycle 0.43 0.09 0.59 0.29 0.29 0.29
g_i, Effective Green Time [s] 28 6 38 19 19 19
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 65 65 65 65 65 65
Lane Group C L C L C R
Lane Group Calculations
41 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 13.51 0.00 29.13 12.76 17.11 22.78 Movement LOS B C B B C
d_A, Approach Delay [s/veh] 13.51 13.20 22.30
Approach LOS B B C
d_I, Intersection Delay [s/veh] 14.72
Intersection LOS B
Intersection V/C 0.880
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.335 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 753 1122 507 d_b, Bicycle Delay [s] 12.65 6.28 18.13
I_b,int, Bicycle LOS Score for Intersection 2.071 2.946 2.913 Bicycle LOS B C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
42 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.680
Level Of Service: B
Delay (sec / veh): 10.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 9: Harbor Blvd & I-5 SB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 49.21 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 1 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 1000.00 650.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Intersection Setup
43 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 70 820 2110 1190 350 350
Total 15-Minute Volume [veh/h] 18 205 528 298 88 88
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 70 820 2110 1190 350 350
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 820 2110 1190 350 350
Name Harbor Boulevard Harbor Boulevard I-5 Southbound Ramps Volumes
44 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 17 0 0 0
Walk [s] 0 0 7 0 0 0
Vehicle Extension [s] 2.0 4.0 4.0 0.0 2.0 0.0
Split [s] 10 44 34 0 21 0
All red [s] 1.5 1.0 1.0 0.0 2.0 0.0
Amber [s] 3.2 4.0 4.0 0.0 3.2 0.0
Maximum Green [s] 30 30 30 0 30 0
Minimum Green [s] 5 20 20 0 7 0
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups
Signal Group 5 2 6 0 3 0
Control Type Protected Permissive Permissive Unsignalized Permissive Unsignalized Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 2.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 65
Signal Coordination Group -
Located in CBD No
Intersection Settings
45 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 48.32 22.76 238.31 111.06 95th-Percentile Queue Length [veh/ln] 1.93 0.91 9.53 4.44 50th-Percentile Queue Length [ft/ln] 26.84 12.65 140.96 61.70 50th-Percentile Queue Length [veh/ln] 1.07 0.51 5.64 2.47 Critical Lane Group Yes No Yes Yes
Lane Group LOS C A B C
d, Delay for Lane Group [s/veh] 31.10 2.86 10.39 26.65
X, volume / capacity 0.58 0.17 0.69 0.67
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00
d2, Incremental Delay [s] 1.63 0.07 1.33 0.55
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00
k, delay calibration 0.04 0.50 0.50 0.04
d1, Uniform Delay [s] 29.47 2.79 9.05 26.10
c, Capacity [veh/h] 121 4929 3039 524
s, saturation flow rate [veh/h] 1781 6792 5094 3459
(v / s)_i Volume / Saturation Flow Rate 0.04 0.12 0.41 0.10 g / C, Green / Cycle 0.07 0.73 0.60 0.15
g_i, Effective Green Time [s] 4 47 39 10
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00
C, Cycle Length [s] 65 65 65 65
Lane Group L C C L
Lane Group Calculations
46 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 31.10 2.86 10.39 0.00 26.65 0.00 Movement LOS C A B C
d_A, Approach Delay [s/veh] 5.08 10.39 26.65
Approach LOS A B C
d_I, Intersection Delay [s/veh] 10.68
Intersection LOS B
Intersection V/C 0.680
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 0.00 22.47
I_p,int, Pedestrian LOS Score for Intersection 0.000 0.000 2.216 Crosswalk LOS F F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1199 891 486 d_b, Bicycle Delay [s] 5.22 10.00 18.66
I_b,int, Bicycle LOS Score for Intersection 1.927 2.720 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 3 - - - - - - - - - - - - -
Sequence
47 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.398
Level Of Service: C
Delay (sec / veh): 23.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 10: Harbor Blvd & Manchester Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 49.21 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 1 0 0 0 0
Entry Pocket Length [ft] 150.00 100.00 100.00 125.00 100.00 150.00 250.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement U-turn Thru Right Left Thru Left Right Lane Configuration
Approach Northbound Southbound Westbound
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Intersection Setup
48 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 110 800 40 310 910 30 60
Total 15-Minute Volume [veh/h] 28 200 10 78 228 8 15
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 110 800 40 310 910 30 60
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 110 800 40 310 910 30 60
Name Harbor Boulevard Harbor Boulevard Manchester Avenue Volumes
49 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 28
Pedestrian Walk [s] 5
Pedestrian Signal Group 4
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No No
Maximum Recall No No No No No
Minimum Recall No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 0.0
Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 19 0 0 10 10 0
Walk [s] 0 7 0 0 5 5 0
Vehicle Extension [s] 3.0 4.0 0.0 2.5 4.0 3.0 0.0
Split [s] 44 52 0 37 45 19 0
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 0.0
Amber [s] 3.0 4.8 0.0 3.0 4.8 3.0 0.0
Maximum Green [s] 30 30 0 30 30 30 0
Minimum Green [s] 7 26 0 7 10 10 0
Lead / Lag Lead - - Lead - Lead -
Auxiliary Signal Groups 1,8
Signal Group 5 2 0 1 6 7 0
Control Type Protecte Permissi Permissi Overlap Permissive Permissive Permissive Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 95.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
50 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 178.49 225.19 234.15 315.66 152.11 43.36 43.11 95th-Percentile Queue Length [veh/ln] 7.14 9.01 9.37 12.63 6.08 1.73 1.72 50th-Percentile Queue Length [ft/ln] 99.16 131.25 137.87 199.76 84.51 24.09 23.95 50th-Percentile Queue Length [veh/ln] 3.97 5.25 5.51 7.99 3.38 0.96 0.96 Critical Lane Group Yes No No Yes Yes No Yes
Lane Group LOS E C C C B E E
d, Delay for Lane Group [s/veh] 69.43 20.72 21.20 34.89 14.17 57.49 57.64 X, volume / capacity 0.80 0.32 0.32 0.50 0.24 0.23 0.29 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.38 0.49 0.95 1.20 0.14 0.85 0.74 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 0.20 0.50 0.11 0.11 d1, Uniform Delay [s] 59.05 20.24 20.25 33.69 14.03 56.64 56.90 c, Capacity [veh/h] 137 1735 889 616 3856 133 210
s, saturation flow rate [veh/h] 1781 3560 1825 1781 6792 1781 2813 (v / s)_i Volume / Saturation Flow Rate 0.06 0.16 0.16 0.17 0.13 0.02 0.02 g / C, Green / Cycle 0.08 0.49 0.49 0.35 0.57 0.07 0.07 g_i, Effective Green Time [s] 10 63 63 45 74 10 10
l2, Clearance Lost Time [s] 2.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130
Lane Group L C C L C L R
Lane Group Calculations
51 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.43 20.87 21.20 34.89 14.17 57.49 57.64 Movement LOS E C C C B E E
d_A, Approach Delay [s/veh] 26.51 19.44 57.59
Approach LOS C B E
d_I, Intersection Delay [s/veh] 23.93
Intersection LOS C
Intersection V/C 0.398
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 56.32 0.00 56.32
I_p,int, Pedestrian LOS Score for Intersection 2.975 0.000 2.257 Crosswalk LOS C F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 603 231 d_b, Bicycle Delay [s] 27.02 31.72 50.87
I_b,int, Bicycle LOS Score for Intersection 2.082 2.063 1.560 Bicycle LOS B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
52 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.674
Level Of Service: C
Delay (sec / veh): 25.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 11: Harbor Blvd & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 300.0 100.0 100.0 260.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 2 0 0 0 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Intersection Setup
53 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 180 770 390 380 1240 120 10 10 10 170 150 130 Total 15-Minute Volume [veh/h] 45 193 98 95 310 30 3 3 3 43 38 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] 180 770 390 380 1240 120 10 10 10 170 150 130 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] 180 770 390 380 1240 120 10 10 10 170 150 130 Name Harbor Boulevard Harbor Boulevard Disney Way Disney Way Volumes
54 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 28 0 0 28 0 0 30 0 0 30 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.5 5.0 0.0 2.0 3.0 0.0 0.0 4.0 0.0 2.0 3.0 0.0 Split [s] 12 41 0 34 63 0 0 43 0 12 55 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.8 0.0 3.0 4.8 0.0 0.0 4.8 0.0 4.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
55 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 146.4 245.2 261.9 258.4 242.7 249.0 17.05 28.49 128.2 197.0 173.7 95th-Percentile Queue Length [veh/ln] 5.86 9.81 10.48 10.34 9.71 9.96 0.68 1.14 5.13 7.88 6.95 50th-Percentile Queue Length [ft/ln] 81.35 146.1 158.6 156.0 144.2 148.9 9.47 15.83 71.22 110.7 96.51 50th-Percentile Queue Length [veh/ln] 3.25 5.85 6.35 6.24 5.77 5.96 0.38 0.63 2.85 4.43 3.86 Critical Lane Group No No Yes Yes No No Yes No Yes No No Lane Group LOS E B B E B B E E E D D
d, Delay for Lane Group [s/veh] 70.89 13.79 15.14 57.74 10.28 10.75 67.65 55.27 62.82 48.24 48.51 X, volume / capacity 0.85 0.36 0.41 0.87 0.38 0.38 0.17 0.14 0.80 0.44 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 10.50 0.48 1.30 2.06 0.47 0.94 2.79 0.66 2.62 0.90 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 0.24 0.15 0.04 0.11 0.11 d1, Uniform Delay [s] 60.39 13.32 13.83 55.68 9.81 9.81 64.86 54.61 60.20 47.33 47.41 c, Capacity [veh/h] 213 2134 953 439 2366 1187 60 140 213 340 289 s, saturation flow rate [veh/h] 3459 3560 1589 3459 3560 1787 54 1564 3459 1870 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.22 0.25 0.11 0.25 0.25 0.19 0.01 0.05 0.08 0.08 g / C, Green / Cycle 0.06 0.60 0.60 0.13 0.66 0.66 0.09 0.09 0.06 0.18 0.18 g_i, Effective Green Time [s] 8 78 78 16 86 86 12 12 8 24 24 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 70.89 13.79 15.14 57.74 10.41 10.75 67.65 55.27 55.27 62.82 48.24 48.51 Movement LOS E B B E B B E E E E D D
d_A, Approach Delay [s/veh] 21.85 20.77 59.40 53.83
Approach LOS C C E D
d_I, Intersection Delay [s/veh] 25.68
Intersection LOS C
Intersection V/C 0.674
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 3.079 3.080 2.266 2.893 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] 542 880 572 757 d_b, Bicycle Delay [s] 34.57 20.38 33.12 25.11
I_b,int, Bicycle LOS Score for Intersection 2.297 2.517 1.584 2.302 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
57 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.844
Level Of Service: E
Delay (sec / veh): 56.9
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 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without 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] 320 660 161 160 891 212 0 477 260 101 299 1207 80 Total 15-Minute Volume [veh/h] 80 165 40 40 223 53 0 119 651 25 75 302 20 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] 320 660 161 160 891 212 0 477 260 101 299 1207 80 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] 320 660 161 160 891 212 0 477 260 101 299 1207 80 Name Harbor Boulevard Harbor Boulevard Katella Avenue Katella Avenue Volumes
59 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without 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 53 47 15 47 53
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 5.2 5.2 5.2 5.2 5.2 5.2 0.0 5.2 5.2 5.2 5.2 5.2 5.2 Maximum Green [s] 30 30 30 30 30 30 0 30 30 30 30 30 30 Minimum Green [s] 7 10 10 7 10 10 0 7 10 10 7 10 10
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups 5,8 1,4
Signal Group 5 2 2 1 6 6 0 7 4 8 3 8 4
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 100.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
60 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 275.7 230.7 178.9 116.2 311.1 234.3 348.2 845.8 1001. 236.3 331.6 360.2 95th-Percentile Queue Length [veh/ln] 11.03 9.23 7.16 4.65 12.44 9.38 13.93 33.83 40.07 9.45 13.27 14.41 50th-Percentile Queue Length [ft/ln] 163.8 135.3 99.41 64.61 196.2 138.0 221.9 627.3 753.7 139.1 212.1 234.6 50th-Percentile Queue Length [veh/ln] 6.56 5.41 3.98 2.58 7.85 5.52 8.88 25.10 30.15 5.57 8.49 9.39 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS F C C E D D F F F F D D
d, Delay for Lane Group [s/veh] 99.55 33.35 33.10 58.89 36.51 35.74 75.94 66.66 83.10 75.44 37.11 39.52 X, volume / capacity 1.08 0.38 0.30 0.60 0.53 0.40 1.03 1.02 1.03 1.01 0.56 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] 40.05 0.65 1.42 0.82 1.20 2.20 19.53 26.09 42.52 16.03 1.32 3.72 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.50 0.50 d1, Uniform Delay [s] 59.50 32.70 31.68 58.07 35.31 33.54 56.41 40.57 40.57 59.41 35.79 35.80 c, Capacity [veh/h] 297 1723 538 266 1684 534 464 1945 697 297 1706 601 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1854 3459 5176 1823 (v / s)_i Volume / Saturation Flow Rate 0.09 0.13 0.10 0.05 0.17 0.13 0.14 0.38 0.39 0.09 0.18 0.18 g / C, Green / Cycle 0.08 0.34 0.34 0.08 0.33 0.33 0.13 0.38 0.38 0.09 0.33 0.33 g_i, Effective Green Time [s] 11 44 44 10 43 43 17 49 49 11 43 43 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C R L C R L C C L C C
Lane Group Calculations
61 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 99.55 33.35 33.10 58.89 36.51 35.74 75.9 75.9 70.5 83.1 75.44 37.62 39.52 Movement LOS F C C E D D E F E F F D D
d_A, Approach Delay [s/veh] 51.88 39.21 71.76 44.85
Approach LOS D D E D
d_I, Intersection Delay [s/veh] 56.92
Intersection LOS E
Intersection V/C 0.844
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 3.130 3.226 3.464 3.424 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] 643 628 720 628 d_b, Bicycle Delay [s] 29.92 30.60 26.62 30.60
I_b,int, Bicycle LOS Score for Intersection 2.187 2.254 2.676 2.214 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
62 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.773
Level Of Service: D
Delay (sec / veh): 35.6
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 179 990 597 185 1030 196 141 483 115 220 368 270 Total 15-Minute Volume [veh/h] 45 248 149 46 258 49 35 121 29 55 92 68 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] 179 990 597 185 1030 196 141 483 115 220 368 270 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] 179 990 597 185 1030 196 141 483 115 220 368 270 Name Harbor Blvd Harbor Boulevard Convention Way Toy Story Volumes
64 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 10 0 0 15 0
Walk [s] 0 7 0 0 7 0 0 10 0 0 10 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 13 61 0 13 61 0 18 42 0 14 38 0
All red [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Amber [s] 4.0 5.2 0.0 3.0 5.2 0.0 3.0 4.8 0.0 3.0 4.8 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 28.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
65 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 137.1 259.6 558.1 142.6 270.1 158.8 213.4 284.2 140.4 164.9 227.8 354.3 95th-Percentile Queue Length [veh/ln] 5.49 10.38 22.33 5.71 10.81 6.35 8.54 11.37 5.62 6.60 9.11 14.17 50th-Percentile Queue Length [ft/ln] 76.21 156.9 395.1 79.27 164.8 88.26 122.6 175.5 78.05 91.64 133.2 229.9 50th-Percentile Queue Length [veh/ln] 3.05 6.28 15.81 3.17 6.60 3.53 4.91 7.02 3.12 3.67 5.33 9.20 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS E C C E C B E D D E D E
d, Delay for Lane Group [s/veh] 63.75 20.42 32.10 64.46 20.65 19.10 64.60 45.20 42.06 61.49 46.14 58.35 X, volume / capacity 0.74 0.39 0.75 0.77 0.40 0.25 0.79 0.60 0.32 0.82 0.51 0.83 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.42 0.44 6.32 5.02 0.47 0.73 7.47 0.26 0.19 2.39 0.20 8.73 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.18 d1, Uniform Delay [s] 59.33 19.98 25.78 59.44 20.18 18.36 57.13 44.94 41.87 59.10 45.94 49.62 c, Capacity [veh/h] 242 2559 799 242 2559 799 179 809 361 268 727 324 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 1781 3560 1589 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.19 0.38 0.05 0.20 0.12 0.08 0.14 0.07 0.06 0.10 0.17 g / C, Green / Cycle 0.07 0.50 0.50 0.07 0.50 0.50 0.10 0.23 0.23 0.08 0.20 0.20 g_i, Effective Green Time [s] 9 65 65 9 65 65 13 30 30 10 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 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 63.75 20.42 32.10 64.46 20.65 19.10 64.60 45.20 42.06 61.49 46.14 58.35 Movement LOS E C C E C B E D D E D E
d_A, Approach Delay [s/veh] 28.76 26.18 48.42 53.92
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 35.56
Intersection LOS D
Intersection V/C 0.773
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 3.204 3.169 2.711 2.907 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] 828 828 541 480 d_b, Bicycle Delay [s] 22.34 22.34 34.58 37.56
I_b,int, Bicycle LOS Score for Intersection 2.531 2.336 2.169 2.267 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
67 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.867
Level Of Service: D
Delay (sec / veh): 49.4
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] 240.0 100.0 100.0 210.0 100.0 100.0 100.0 100.0 100.0 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 80 1190 140 60 1030 80 300 1090 220 200 300 120 Total 15-Minute Volume [veh/h] 20 298 35 15 258 20 75 273 55 50 75 30 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 80 1190 140 60 1030 80 300 1090 220 200 300 120 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 80 1190 140 60 1030 80 300 1090 220 200 300 120 Name Harbor Blvd Harbor Blvd Orangewood Ave Orangewood Ave Volumes
69 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 18 0 0 8 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 11 39 0 11 39 0 29 60 0 20 51 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 5.2 0.0 3.0 5.2 0.0 3.5 5.2 0.0 3.5 5.2 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 74.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
70 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 125.6 498.7 521.5 92.02 403.5 423.0 414.2 755.1 761.5 278.1 157.5 125.1 95th-Percentile Queue Length [veh/ln] 5.03 19.95 20.86 3.68 16.14 16.92 16.57 30.21 30.46 11.12 6.30 5.00 50th-Percentile Queue Length [ft/ln] 69.82 346.2 364.9 51.12 269.0 284.7 277.5 560.9 566.3 170.9 87.51 69.51 50th-Percentile Queue Length [veh/ln] 2.79 13.85 14.60 2.04 10.76 11.39 11.10 22.44 22.65 6.84 3.50 2.78 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D D E D D E D E E C C
d, Delay for Lane Group [s/veh] 67.28 46.58 51.88 64.65 42.53 45.64 68.59 50.62 55.10 62.04 31.96 31.70 X, volume / capacity 0.82 0.79 0.79 0.70 0.67 0.67 0.91 0.91 0.93 0.91 0.26 0.23 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] 6.42 5.83 11.13 3.72 3.28 6.38 16.64 13.14 17.10 5.77 0.04 0.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.21 0.35 0.36 0.04 0.04 0.04 d1, Uniform Delay [s] 60.86 40.74 40.74 60.93 39.25 39.26 51.96 37.47 38.00 56.28 31.92 31.62 c, Capacity [veh/h] 97 1119 556 86 1097 555 329 731 689 220 1173 524 s, saturation flow rate [veh/h] 1781 3560 1771 1781 3560 1802 1781 1870 1764 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.04 0.25 0.25 0.03 0.21 0.21 0.17 0.36 0.37 0.11 0.08 0.08 g / C, Green / Cycle 0.05 0.31 0.31 0.05 0.31 0.31 0.18 0.39 0.39 0.12 0.33 0.33 g_i, Effective Green Time [s] 7 41 41 6 40 40 24 51 51 16 43 43 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 130 130 130 130 130 130 130 130 130 130 130 130 Lane Group L C C L C C L C C L C R
Lane Group Calculations
71 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 67.28 47.92 51.88 64.65 43.42 45.64 68.59 52.36 55.10 62.04 31.96 31.70 Movement LOS E D D E D D E D E E C C
d_A, Approach Delay [s/veh] 49.41 44.66 55.76 41.62
Approach LOS D D E D
d_I, Intersection Delay [s/veh] 49.38
Intersection LOS D
Intersection V/C 0.867
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 3.010 3.082 2.721 2.781 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 505 505 828 689 d_b, Bicycle Delay [s] 36.35 36.35 22.34 27.93
I_b,int, Bicycle LOS Score for Intersection 2.335 2.203 2.888 2.071 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
72 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.737
Level Of Service: D
Delay (sec / veh): 43.3
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 70 60 30 560 80 70 220 370 60 140 490 520 Total 15-Minute Volume [veh/h] 18 15 8 140 20 18 55 93 15 35 123 130 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 70 60 30 560 80 70 220 370 60 140 490 520 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 70 60 30 560 80 70 220 370 60 140 490 520 Name Clementine Street Clementine Street Disney Way Disney Way Volumes
74 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 10 0 0 7 0 0 18 0 0 19 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 1.5 2.0 0.0 3.0 2.0 0.0 2.0 2.0 0.0 Split [s] 16 22 0 27 33 0 21 31 0 40 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
75 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 46.85 54.04 52.67 324.7 78.56 69.39 286.2 104.9 49.35 190.4 229.1 615.1 95th-Percentile Queue Length [veh/ln] 1.87 2.16 2.11 12.99 3.14 2.78 11.45 4.20 1.97 7.62 9.17 24.61 50th-Percentile Queue Length [ft/ln] 26.03 30.02 29.26 206.7 43.65 38.55 177.1 58.33 27.42 106.0 134.1 442.6 50th-Percentile Queue Length [veh/ln] 1.04 1.20 1.17 8.27 1.75 1.54 7.08 2.33 1.10 4.24 5.37 17.71 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D D D D C C E C C E C E
d, Delay for Lane Group [s/veh] 54.82 40.83 41.07 49.31 29.91 30.05 59.34 24.29 23.42 55.08 29.68 58.38 X, volume / capacity 0.33 0.13 0.14 0.88 0.14 0.14 0.87 0.19 0.10 0.77 0.40 0.94 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.88 0.73 0.89 1.61 0.48 0.58 8.91 0.02 0.03 2.57 0.08 20.44 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.04 0.50 0.50 0.11 0.04 0.04 0.04 0.04 0.35 d1, Uniform Delay [s] 53.94 40.10 40.18 47.70 29.43 29.47 50.42 24.28 23.40 52.51 29.60 37.94 c, Capacity [veh/h] 214 361 322 636 589 501 253 1975 616 182 1239 553 s, saturation flow rate [veh/h] 3459 1870 1670 3459 1870 1589 1781 5094 1589 1781 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.02 0.02 0.03 0.16 0.04 0.04 0.12 0.07 0.04 0.08 0.14 0.33 g / C, Green / Cycle 0.06 0.19 0.19 0.18 0.32 0.32 0.14 0.39 0.39 0.10 0.35 0.35 g_i, Effective Green Time [s] 7 23 23 22 38 38 17 47 47 12 42 42 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C R L C C
Lane Group Calculations
76 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.82 40.88 41.07 49.31 29.91 30.05 59.34 24.29 23.42 55.08 29.68 58.38 Movement LOS D D D D C C E C C E C E
d_A, Approach Delay [s/veh] 47.02 45.23 36.07 45.75
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 43.33
Intersection LOS D
Intersection V/C 0.737
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.52 49.52 49.52 49.52
I_p,int, Pedestrian LOS Score for Intersection 2.538 2.712 2.895 2.902 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 283 467 433 750 d_b, Bicycle Delay [s] 44.22 35.29 36.84 23.45
I_b,int, Bicycle LOS Score for Intersection 1.692 2.145 1.917 2.192 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.694
Level Of Service: C
Delay (sec / veh): 24.1
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 0 1 0 0 2 0 1 2 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name KCML Clementine Street Katella Avenue Katella Avenue Intersection Setup
78 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 70 120 110 160 70 90 2630 120 270 1480 60 Total 15-Minute Volume [veh/h] 13 18 30 28 40 18 23 658 30 68 370 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] 50 70 120 110 160 70 90 2630 120 270 1480 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 [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 70 120 110 160 70 90 2630 120 270 1480 60 Name KCML Clementine Street Katella Avenue Katella Avenue Volumes
79 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 9 0 0 13 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 5 0 0 7 0
Vehicle Extension [s] 3.0 5.0 0.0 1.5 3.0 0.0 3.0 5.0 0.0 3.0 5.0 0.0 Split [s] 12 24 0 49 61 0 23 43 0 14 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] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 20.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 130
Signal Coordination Group -
Located in CBD No
Intersection Settings
80 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 80.25 101.8 193.8 168.5 165.5 156.6 67.45 479.6 530.6 201.1 214.1 232.0 95th-Percentile Queue Length [veh/ln] 3.21 4.07 7.76 6.74 6.62 6.27 2.70 19.19 21.23 8.05 8.57 9.28 50th-Percentile Queue Length [ft/ln] 44.58 56.57 108.4 93.64 91.95 87.01 37.47 330.5 372.4 113.7 123.1 136.3 50th-Percentile Queue Length [veh/ln] 1.78 2.26 4.34 3.75 3.68 3.48 1.50 13.22 14.90 4.55 4.93 5.45 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 B C E B B
d, Delay for Lane Group [s/veh] 67.79 56.22 67.33 63.72 53.13 53.55 61.90 18.44 20.51 61.62 10.91 11.42 X, volume / capacity 0.60 0.35 0.71 0.82 0.47 0.49 0.49 0.66 0.66 0.80 0.34 0.34 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 2.26 11.15 4.51 1.32 1.59 2.00 1.10 3.09 4.26 0.28 0.78 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 0.11 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] 60.89 53.95 56.18 59.21 51.80 51.96 59.91 17.34 17.41 57.36 10.63 10.64 c, Capacity [veh/h] 83 199 169 135 255 229 184 3090 1102 339 3326 1190 s, saturation flow rate [veh/h] 1810 1870 1589 1781 1870 1683 3514 5176 1846 3459 5176 1852 (v / s)_i Volume / Saturation Flow Rate 0.03 0.04 0.08 0.06 0.06 0.07 0.03 0.39 0.39 0.08 0.22 0.22 g / C, Green / Cycle 0.05 0.11 0.11 0.08 0.14 0.14 0.05 0.60 0.60 0.10 0.64 0.64 g_i, Effective Green Time [s] 6 14 14 10 18 18 7 78 78 13 84 84 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 67.79 56.22 67.33 63.72 53.24 53.55 61.90 18.92 20.51 61.62 11.03 11.42 Movement LOS E E E E D D E B C E B B
d_A, Approach Delay [s/veh] 64.18 56.69 20.35 18.59
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 24.11
Intersection LOS C
Intersection V/C 0.694
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 2.473 2.561 3.417 3.439 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 292 861 585 446 d_b, Bicycle Delay [s] 47.40 21.07 32.56 39.24
I_b,int, Bicycle LOS Score for Intersection 1.758 1.840 2.731 2.306 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
82 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.442
Level Of Service: B
Delay (sec / veh): 17.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 17: I-5 SB Off-ramp & Disney Way
Intersection Level Of Service Report
Crosswalk Yes Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 125.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 Disney Way Disney Way
Intersection Setup
83 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 0 40 570 10 150 0 930 10 150 830 0 Total 15-Minute Volume [veh/h] 5 0 10 143 3 38 0 233 3 38 208 0 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 20 0 40 570 10 150 0 930 10 150 830 0 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 20 0 40 570 10 150 0 930 10 150 830 0 Name I-5 Disney Way Disney Way
Volumes
84 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 5 0
Walk [s] 0 0 0 0 0 0 0 10 0 0 10 0
Vehicle Extension [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Split [s] 10 0 0 0 37 0 0 34 0 9 43 0
All red [s] 1.5 0.0 0.0 0.0 2.5 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.2 0.0 0.0 0.0 3.6 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 0 30 30 0
Minimum Green [s] 5 0 0 0 7 0 0 15 0 5 15 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 0 0 0 6 0 0 8 0 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
85 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 19.47 40.17 250.3 250.6 127.6 143.49 146.75 64.62 106.23 95th-Percentile Queue Length [veh/ln] 0.78 1.61 10.02 10.02 5.11 5.74 5.87 2.58 4.25 50th-Percentile Queue Length [ft/ln] 10.82 22.32 149.9 150.1 70.91 79.71 81.53 35.90 59.02 50th-Percentile Queue Length [veh/ln] 0.43 0.89 6.00 6.00 2.84 3.19 3.26 1.44 2.36 Critical Lane Group No Yes Yes No No Yes No No No
Lane Group LOS D D D D C B B B A
d, Delay for Lane Group [s/veh] 41.39 43.16 35.05 35.04 31.52 11.00 11.24 12.86 8.59 X, volume / capacity 0.22 0.48 0.78 0.78 0.45 0.31 0.30 0.34 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.42 1.61 1.35 1.34 0.36 0.41 0.74 2.02 0.21 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.04 0.04 0.04 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 40.97 41.56 33.70 33.70 31.16 10.59 10.50 10.84 8.37 c, Capacity [veh/h] 93 83 372 373 332 1994 1042 447 3086 s, saturation flow rate [veh/h] 1781 1589 1781 1784 1589 3560 1860 642 5094 (v / s)_i Volume / Saturation Flow Rate 0.01 0.03 0.16 0.16 0.09 0.18 0.17 0.23 0.16 g / C, Green / Cycle 0.05 0.05 0.21 0.21 0.21 0.56 0.56 0.61 0.61 g_i, Effective Green Time [s] 5 5 19 19 19 51 51 55 55
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 41.39 0.00 43.16 35.05 35.04 31.52 0.00 11.08 11.24 12.86 8.59 0.00 Movement LOS D D D D C B B B A
d_A, Approach Delay [s/veh] 42.57 34.32 11.08 9.24
Approach LOS D C B A
d_I, Intersection Delay [s/veh] 17.37
Intersection LOS B
Intersection V/C 0.442
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 2.136 2.174 0.000 0.000 Crosswalk LOS B B F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 118 686 644 844 d_b, Bicycle Delay [s] 39.90 19.45 20.72 15.06
I_b,int, Bicycle LOS Score for Intersection 1.560 2.764 2.077 2.099 Bicycle LOS A C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
87 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.886
Level Of Service: D
Delay (sec / veh): 42.8
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 200 510 210 520 1710 330 170 1640 330 180 1010 180 Total 15-Minute Volume [veh/h] 50 128 53 130 428 83 43 410 83 45 253 45 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 200 510 210 520 1710 330 170 1640 330 180 1010 180 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 200 510 210 520 1710 330 170 1640 330 180 1010 180 Name Anaheim Boulevard Anaheim Boulevard Ball Road Ball Road Volumes
89 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 14 0 0 10 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 21 0 40 46 0 14 45 0 14 45 0
All red [s] 1.5 1.0 0.0 1.5 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 3.0 4.4 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 11.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
90 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 134.9 184.8 228.8 308.1 586.4 317.4 113.9 598.0 337.4 121.2 322.8 184.7 95th-Percentile Queue Length [veh/ln] 5.40 7.39 9.15 12.33 23.46 12.70 4.56 23.92 13.50 4.85 12.91 7.39 50th-Percentile Queue Length [ft/ln] 74.99 102.7 133.9 193.9 418.6 201.1 63.30 428.3 216.6 67.35 205.3 102.6 50th-Percentile Queue Length [veh/ln] 3.00 4.11 5.36 7.76 16.74 8.04 2.53 17.13 8.67 2.69 8.21 4.11 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS D D D D D C D D D D C C
d, Delay for Lane Group [s/veh] 54.86 36.28 38.51 50.74 42.21 33.47 54.50 49.23 37.55 54.87 33.65 30.78 X, volume / capacity 0.66 0.38 0.50 0.86 0.95 0.59 0.59 0.94 0.60 0.63 0.58 0.33 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.83 0.21 1.11 2.73 4.34 1.72 1.44 11.07 4.91 1.66 1.39 1.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.08 0.13 0.13 0.08 0.13 0.19 0.08 0.50 0.50 0.08 0.50 0.50 d1, Uniform Delay [s] 53.03 36.07 37.40 48.01 37.87 31.75 53.06 38.15 32.65 53.21 32.26 29.17 c, Capacity [veh/h] 303 1348 420 607 1796 560 287 1749 546 288 1750 546 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 5094 1589 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.06 0.10 0.13 0.15 0.34 0.21 0.05 0.32 0.21 0.05 0.20 0.11 g / C, Green / Cycle 0.09 0.27 0.27 0.18 0.35 0.35 0.08 0.34 0.34 0.08 0.34 0.34 g_i, Effective Green Time [s] 10 32 32 21 42 42 10 41 41 10 41 41 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C R L C R
Lane Group Calculations
91 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.86 36.28 38.51 50.74 42.21 33.47 54.50 49.23 37.55 54.87 33.65 30.78 Movement LOS D D D D D C D D D D C C
d_A, Approach Delay [s/veh] 40.83 42.82 47.85 36.06
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 42.77
Intersection LOS D
Intersection V/C 0.886
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 3.205 3.235 3.263 3.270 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 260 677 660 660 d_b, Bicycle Delay [s] 45.42 26.27 26.94 26.94
I_b,int, Bicycle LOS Score for Intersection 2.066 2.968 2.737 2.313 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
92 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.929
Level Of Service: C
Delay (sec / veh): 33.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 19: Anaheim Blvd & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 200.0 120.0 100.0 100.0 5.00 100.0 100.0 150.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 2 0 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Intersection Setup
93 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 130 890 590 670 1700 100 40 40 80 440 50 200 Total 15-Minute Volume [veh/h] 33 223 148 168 425 25 10 10 20 110 13 50 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 130 890 590 670 1700 100 40 40 80 440 50 200 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 130 890 590 670 1700 100 40 40 80 440 50 200 Name Anaheim Boulevard Anaheim Boulevard Cerritos Avenue Cerittos Avenue Volumes
94 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 4 0 0 4 0 0 3 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.0 3.0 0.0 1.0 3.0 0.0 0.0 2.0 0.0 1.0 2.0 0.0 Split [s] 11 37 0 22 48 0 0 15 0 94 16 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 7 10 0
Lead / Lag Lead - - Lead - - - - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 50.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
95 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 146.3 209.6 636.7 302.1 357.5 386.5 35.61 113.84 218.9 119.5 113.8 95th-Percentile Queue Length [veh/ln] 5.86 8.39 25.47 12.09 14.30 15.46 1.42 4.55 8.76 4.78 4.55 50th-Percentile Queue Length [ft/ln] 81.32 119.9 458.1 189.3 232.5 255.4 19.78 63.24 126.6 66.40 63.25 50th-Percentile Queue Length [veh/ln] 3.25 4.80 18.33 7.57 9.30 10.22 0.79 2.53 5.07 2.66 2.53 Critical Lane Group No No Yes Yes No No No Yes Yes No No Lane Group LOS D C F D B C D D D D D
d, Delay for Lane Group [s/veh] 52.27 22.61 67.33 40.52 19.66 21.96 35.79 38.58 43.99 37.45 37.55 X, volume / capacity 0.94 0.47 1.01 0.97 0.68 0.69 0.19 0.60 0.95 0.57 0.58 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.98 0.86 38.90 4.78 2.15 4.32 0.15 1.05 5.24 0.85 0.92 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.04 0.04 0.04 d1, Uniform Delay [s] 41.29 21.75 28.43 35.74 17.52 17.63 35.64 37.53 38.75 36.60 36.63 c, Capacity [veh/h] 139 1878 586 692 1747 892 214 201 461 225 212 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1818 1781 1673 3459 1688 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.17 0.37 0.19 0.33 0.34 0.02 0.07 0.13 0.08 0.08 g / C, Green / Cycle 0.08 0.37 0.37 0.20 0.49 0.49 0.12 0.12 0.13 0.13 0.13 g_i, Effective Green Time [s] 7 33 33 18 44 44 11 11 12 12 12 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90
Lane Group L C R L C C L C L C R
Lane Group Calculations
96 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.27 22.61 67.33 40.52 20.36 21.96 35.79 38.58 38.58 43.99 37.45 37.51 Movement LOS D C F D C C D D D D D D
d_A, Approach Delay [s/veh] 41.39 25.89 37.88 41.64
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 33.55
Intersection LOS C
Intersection V/C 0.929
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.68 34.68 34.68 34.68
I_p,int, Pedestrian LOS Score for Intersection 3.264 3.239 2.238 2.776 Crosswalk LOS C C B C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 955 222 244 d_b, Bicycle Delay [s] 18.70 12.28 35.57 34.68
I_b,int, Bicycle LOS Score for Intersection 2.445 2.918 1.824 2.698 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
97 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.584
Level Of Service: B
Delay (sec / veh): 17.4
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 260 1220 0 0 2070 160 0 0 0 30 20 420 Total 15-Minute Volume [veh/h] 65 305 0 0 518 40 0 0 0 8 5 105 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 260 1220 0 0 2070 160 0 0 0 30 20 420 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 260 1220 0 0 2070 160 0 0 0 30 20 420 Name Anaheim Boulevard Anaheim Boulevard I-5 Anaheim Way Volumes
99 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 7 0 0 0 0 0 6 0
Walk [s] 0 0 0 0 7 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 4.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 16 66 0 0 50 0 0 0 0 0 54 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 180.49 135.76 297.48 82.97 57.04 261.8 255.1 95th-Percentile Queue Length [veh/ln] 7.22 5.43 11.90 3.32 2.28 10.47 10.21 50th-Percentile Queue Length [ft/ln] 100.27 75.42 185.73 46.09 31.69 158.5 153.5 50th-Percentile Queue Length [veh/ln] 4.01 3.02 7.43 1.84 1.27 6.34 6.14 Critical Lane Group Yes No Yes No No Yes No
Lane Group LOS E A B B D D D
d, Delay for Lane Group [s/veh] 56.89 5.20 12.95 10.05 41.20 51.72 49.19 X, volume / capacity 0.78 0.32 0.49 0.16 0.15 0.79 0.72 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.95 0.22 0.41 0.36 0.20 5.08 3.25 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 52.94 4.98 12.54 9.69 41.00 46.64 45.94 c, Capacity [veh/h] 334 3813 4203 984 335 267 294
s, saturation flow rate [veh/h] 3459 5094 6792 1589 1816 1446 1589 (v / s)_i Volume / Saturation Flow Rate 0.08 0.24 0.30 0.10 0.03 0.15 0.13 g / C, Green / Cycle 0.10 0.75 0.62 0.62 0.18 0.18 0.18 g_i, Effective Green Time [s] 12 90 74 74 22 22 22
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 56.89 5.20 0.00 0.00 12.95 10.05 0.00 0.00 0.00 41.20 41.20 50.45 Movement LOS E A B B D D D
d_A, Approach Delay [s/veh] 14.28 12.74 0.00 49.47
Approach LOS B B A D
d_I, Intersection Delay [s/veh] 17.42
Intersection LOS B
Intersection V/C 0.584
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 3.212 1.943 0.000 Crosswalk LOS F C A F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1002 735 0 795 d_b, Bicycle Delay [s] 14.94 23.99 59.99 21.77
I_b,int, Bicycle LOS Score for Intersection 2.374 2.479 4.132 1.947 Bicycle LOS B B D A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 - 2 4 - - - - - - - - - - - - -
Sequence
102
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.710
Level Of Service: D
Delay (sec / veh): 43.5
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 70 1040 10 550 1300 210 520 1040 30 0 670 0 Total 15-Minute Volume [veh/h] 18 260 3 138 325 53 130 260 8 0 168 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] 70 1040 10 550 1300 210 520 1040 30 0 670 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] 70 1040 10 550 1300 210 520 1040 30 0 670 0 Name Anaheim Boulevard Anaheim Boulevard Disney Way Ma-5 Volumes
104
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 10 0 0 43 0 0 0 0
Walk [s] 0 0 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 3.0 4.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 0.0 4.0 0.0 Split [s] 11 15 0 75 79 0 45 60 0 0 15 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 140.0 378.9 400.6 398.0 454.6 462.1 381.3 299.2 321.5 333.51 95th-Percentile Queue Length [veh/ln] 5.60 15.16 16.03 15.92 18.19 18.48 15.25 11.97 12.86 13.34 50th-Percentile Queue Length [ft/ln] 77.79 249.4 266.7 264.6 310.2 316.2 251.3 187.0 204.3 213.65 50th-Percentile Queue Length [veh/ln] 3.11 9.98 10.67 10.59 12.41 12.65 10.05 7.48 8.17 8.55 Critical Lane Group No No Yes Yes No No Yes No No Yes
Lane Group LOS F D D E C C E D D E
d, Delay for Lane Group [s/veh] 89.17 36.49 37.69 64.09 25.46 26.84 65.13 37.20 37.62 64.82 X, volume / capacity 0.83 0.50 0.50 0.88 0.55 0.55 0.88 0.44 0.44 0.84 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 18.33 1.32 2.52 4.24 1.17 2.45 4.46 0.24 0.66 3.44 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] 70.84 35.17 35.17 59.85 24.28 24.40 60.67 36.96 36.97 61.38 c, Capacity [veh/h] 84 1371 716 625 1846 902 591 1805 650 799 s, saturation flow rate [veh/h] 1781 3560 1861 3459 3560 1741 3459 5094 1836 5094 (v / s)_i Volume / Saturation Flow Rate 0.04 0.19 0.19 0.16 0.28 0.29 0.15 0.15 0.15 0.13 g / C, Green / Cycle 0.05 0.38 0.38 0.18 0.52 0.52 0.17 0.35 0.35 0.16 g_i, Effective Green Time [s] 7 58 58 27 78 78 26 53 53 24 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 89.17 36.90 37.69 64.09 25.77 26.84 65.13 37.30 37.62 0.00 64.82 0.00 Movement LOS F D D E C C E D D E
d_A, Approach Delay [s/veh] 40.17 36.11 46.41 64.82
Approach LOS D D D E
d_I, Intersection Delay [s/veh] 43.49
Intersection LOS D
Intersection V/C 0.710
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 0.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 66.26 0.00 66.26 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.961 0.000 3.150 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] 133 987 733 133 d_b, Bicycle Delay [s] 65.32 19.24 30.07 65.32
I_b,int, Bicycle LOS Score for Intersection 2.176 2.693 2.215 1.928 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
107
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.979
Level Of Service: D
Delay (sec / veh): 50.8
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 10: 10 Future without 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] 250 740 260 520 530 330 0 270 256 60 560 1220 100 Total 15-Minute Volume [veh/h] 63 185 65 130 133 83 0 68 640 15 140 305 25 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Total Hourly Volume [veh/h] 250 740 260 520 530 330 0 270 256 60 560 1220 100 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.000 1.000 1.000 Base Volume Input [veh/h] 250 740 260 520 530 330 0 270 256 60 560 1220 100 Name Haster Street Anaheim Boulevard Katella Avenue Katella Avenue Volumes
109
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 11 0 0 0 13 0 0 16 0
Walk [s] 0 5 0 0 5 0 0 0 5 0 0 5 0
Vehicle Extension [s] 2.0 2.0 3.0 2.0 2.0 0.0 0.0 3.0 3.0 0.0 3.0 2.0 0.0 Split [s] 13 24 24 23 34 0 0 15 49 0 24 58 0
All red [s] 1.0 1.0 2.0 1.0 1.0 0.0 0.0 2.0 1.0 0.0 2.0 1.0 0.0 Amber [s] 3.0 4.0 3.0 3.0 4.0 0.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 30 30 30 30 30 0 0 30 30 0 30 30 0
Minimum Green [s] 7 10 7 7 10 0 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - - Lea - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 3 1 6 0 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Per Prot Per Per Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 110.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
110
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 181.6 292.5 369.0 316.6 195.0 389.7 190.3 733.8 872.1 353.2 261.8 279.5 95th-Percentile Queue Length [veh/ln] 7.27 11.70 14.76 12.67 7.80 15.59 7.61 29.35 34.88 14.13 10.48 11.18 50th-Percentile Queue Length [ft/ln] 100.9 181.9 241.5 200.5 109.3 258.0 105.9 542.8 661.2 229.1 158.6 171.9 50th-Percentile Queue Length [veh/ln] 4.04 7.28 9.66 8.02 4.37 10.32 4.24 21.71 26.45 9.17 6.34 6.88 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS E D E D D D E E E E C C
d, Delay for Lane Group [s/veh] 62.77 49.97 76.05 54.21 37.80 52.72 58.65 56.33 70.72 60.18 23.04 24.08 X, volume / capacity 0.95 0.87 0.98 0.95 0.42 0.82 0.82 0.99 1.00 0.96 0.42 0.42 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.50 1.16 26.18 4.18 0.08 10.24 5.21 18.91 33.23 10.63 0.56 1.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.04 0.14 0.04 0.04 0.29 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 55.26 48.81 49.87 50.03 37.72 42.48 53.44 37.41 37.49 49.55 22.48 22.48 c, Capacity [veh/h] 264 847 264 548 1271 403 328 1936 700 581 2323 811 s, saturation flow rate [veh/h] 3514 5094 1589 3459 5094 1615 3514 5176 1872 3459 5176 1807 (v / s)_i Volume / Saturation Flow Rate 0.07 0.15 0.16 0.15 0.10 0.20 0.08 0.37 0.37 0.16 0.19 0.19 g / C, Green / Cycle 0.08 0.17 0.17 0.16 0.25 0.25 0.09 0.37 0.37 0.17 0.45 0.45 g_i, Effective Green Time [s] 9 20 20 19 30 30 11 45 45 20 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] 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 62.77 49.97 76.05 54.21 37.80 52.72 58.6 58.6 59.9 70.7 60.18 23.25 24.08 Movement LOS E D E D D D E E E E E C C
d_A, Approach Delay [s/veh] 57.95 47.55 60.02 34.29
Approach LOS E D E C
d_I, Intersection Delay [s/veh] 50.81
Intersection LOS D
Intersection V/C 0.979
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 3.306 3.134 3.439 3.624 Crosswalk LOS C C C D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 317 483 733 883 d_b, Bicycle Delay [s] 42.51 34.51 24.07 18.71
I_b,int, Bicycle LOS Score for Intersection 2.247 2.319 2.640 2.335 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
112
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.840
Level Of Service: D
Delay (sec / veh): 41.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 23: Haster St & Gene Autry Way
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 110.0 190.0 100.0 100.0 100.0 100.0 100.0 300.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 1 1 0 0 2 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Haster St Haster Street Gene Autry Way
Intersection Setup
113
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 200 1070 480 100 930 110 150 1150 230 550 540 150 Total 15-Minute Volume [veh/h] 50 268 120 25 233 28 38 288 58 138 135 38 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 200 1070 480 100 930 110 150 1150 230 550 540 150 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 200 1070 480 100 930 110 150 1150 230 550 540 150 Name Haster St Haster Street Gene Autry Way
Volumes
114
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No No
Maximum Recall No No No No No No No No No
Minimum Recall No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 2.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 14 0 10 0 0 0 8 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 5 0
Vehicle Extension [s] 2.0 3.0 2.0 2.0 3.0 0.0 2.0 3.0 0.0 2.0 3.0 2.0 Split [s] 20 38 26 13 31 0 20 43 0 26 49 13
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.7 4.1 3.7 4.7 4.1 0.0 3.7 4.1 0.0 3.7 4.1 4.7 Maximum Green [s] 30 30 30 30 30 0 30 30 0 30 30 30
Minimum Green [s] 7 10 7 7 10 0 7 10 0 7 10 7
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 1,7
Signal Group 5 2 3 1 6 0 7 4 0 3 8 1
Control Type Protec Permi Overla Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 26.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
115
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 252.9 358.0 364.3 65.71 387.1 408.7 101.3 484.9 520.3 318.8 200.8 192.3 95th-Percentile Queue Length [veh/ln] 10.12 14.32 14.57 2.63 15.49 16.35 4.06 19.40 20.81 12.75 8.03 7.70 50th-Percentile Queue Length [ft/ln] 151.8 232.9 237.8 36.51 255.9 273.2 56.33 334.9 363.8 202.2 113.4 107.4 50th-Percentile Queue Length [veh/ln] 6.08 9.32 9.52 1.46 10.24 10.93 2.25 13.40 14.56 8.09 4.54 4.30 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS D D C D D D E D D D C C
d, Delay for Lane Group [s/veh] 54.00 37.79 22.10 53.68 47.59 53.33 55.85 43.10 54.81 49.04 24.03 24.18 X, volume / capacity 0.84 0.67 0.57 0.40 0.77 0.77 0.65 0.89 0.89 0.87 0.32 0.32 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.14 2.19 2.84 0.39 6.13 11.84 1.15 2.71 14.42 1.43 0.12 0.27 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 0.11 0.34 0.04 0.11 0.11 d1, Uniform Delay [s] 50.86 35.60 19.26 53.29 41.46 41.49 54.70 40.39 40.39 47.61 23.90 23.91 c, Capacity [veh/h] 237 1609 838 249 907 451 231 1052 507 635 1468 688 s, saturation flow rate [veh/h] 1781 5094 1589 3459 3560 1771 3459 3560 1715 3459 3560 1670 (v / s)_i Volume / Saturation Flow Rate 0.11 0.21 0.30 0.03 0.19 0.20 0.04 0.26 0.26 0.16 0.13 0.13 g / C, Green / Cycle 0.13 0.32 0.53 0.07 0.26 0.26 0.07 0.30 0.30 0.18 0.41 0.41 g_i, Effective Green Time [s] 16 38 64 9 31 31 8 35 35 22 50 50 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C C L C C L C C
Lane Group Calculations
116
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.00 37.79 22.10 53.68 49.05 53.33 55.85 45.33 54.81 49.04 24.04 24.18 Movement LOS D D C D D D E D D D C C
d_A, Approach Delay [s/veh] 35.34 49.87 47.79 35.15
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 41.59
Intersection LOS D
Intersection V/C 0.840
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 51.38 51.38 51.38
I_p,int, Pedestrian LOS Score for Intersection 0.000 3.136 3.031 3.103 Crosswalk LOS F C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 548 431 631 731 d_b, Bicycle Delay [s] 31.65 36.93 28.12 24.16
I_b,int, Bicycle LOS Score for Intersection 2.522 2.187 2.401 2.242 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
117
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.843
Level Of Service: D
Delay (sec / veh): 35.8
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 90 1440 90 180 1270 220 140 900 110 110 250 200 Total 15-Minute Volume [veh/h] 23 360 23 45 318 55 35 225 28 28 63 50 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 90 1440 90 180 1270 220 140 900 110 110 250 200 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 90 1440 90 180 1270 220 140 900 110 110 250 200 Name Haster St Haster St Orangewood Ave Orangewood Ave
Volumes
119
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 5 0 0 9 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.0 3.0 0.0 2.0 4.5 0.0 2.0 4.5 0.0 2.0 3.0 0.0 Split [s] 11 32 0 15 36 0 13 32 0 11 30 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 3.0 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 81.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
120
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 91.53 431.4 477.0 181.4 302.8 161.1 67.46 456.6 445.4 52.58 88.15 152.1 95th-Percentile Queue Length [veh/ln] 3.66 17.26 19.08 7.26 12.11 6.45 2.70 18.27 17.82 2.10 3.53 6.09 50th-Percentile Queue Length [ft/ln] 50.85 291.4 328.4 100.7 189.8 89.53 37.48 311.8 302.7 29.21 48.97 84.53 50th-Percentile Queue Length [veh/ln] 2.03 11.66 13.14 4.03 7.59 3.58 1.50 12.47 12.11 1.17 1.96 3.38 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] 43.98 39.53 47.30 42.17 25.70 22.52 40.72 43.80 44.39 40.39 23.41 25.35 X, volume / capacity 0.72 0.89 0.89 0.84 0.67 0.37 0.53 0.89 0.89 0.44 0.23 0.41 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 2.96 10.44 18.21 3.40 1.94 1.81 0.63 14.13 14.71 0.44 0.11 0.56 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 0.36 0.36 0.04 0.11 0.11 d1, Uniform Delay [s] 41.02 29.08 29.09 38.77 23.76 20.71 40.09 29.67 29.69 39.95 23.31 24.79 c, Capacity [veh/h] 124 1140 581 214 1887 589 262 577 556 253 1090 487 s, saturation flow rate [veh/h] 1781 3560 1814 1781 5094 1589 3459 1870 1799 3459 3560 1589 (v / s)_i Volume / Saturation Flow Rate 0.05 0.28 0.28 0.10 0.25 0.14 0.04 0.28 0.28 0.03 0.07 0.13 g / C, Green / Cycle 0.07 0.32 0.32 0.12 0.37 0.37 0.08 0.31 0.31 0.07 0.31 0.31 g_i, Effective Green Time [s] 6 29 29 11 33 33 7 28 28 7 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] 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.98 41.83 47.30 42.17 25.70 22.52 40.72 44.05 44.39 40.39 23.41 25.35 Movement LOS D D D D C C D D D D C C
d_A, Approach Delay [s/veh] 42.25 27.06 43.68 27.44
Approach LOS D C D C
d_I, Intersection Delay [s/veh] 35.85
Intersection LOS D
Intersection V/C 0.843
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 3.027 3.145 2.832 2.834 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] 589 678 589 544 d_b, Bicycle Delay [s] 22.41 19.68 22.41 23.85
I_b,int, Bicycle LOS Score for Intersection 2.451 2.478 2.508 2.022 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
122
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.972
Level Of Service: D
Delay (sec / veh): 42.3
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] 100.0 100.0 100.0 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 130 0 810 430 590 20 0 1470 1300 520 1900 0 Total 15-Minute Volume [veh/h] 33 0 203 108 148 5 0 368 325 130 475 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] 130 0 810 430 590 20 0 1470 1300 520 1900 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] 130 0 810 430 590 20 0 1470 1300 520 1900 0 Name I-5 Manchester Avenue Katella Avenue Katella Avenue Volumes
124
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 1 0 0 5 5 0 4 0
Walk [s] 0 0 0 0 5 0 0 7 7 0 7 0
Vehicle Extension [s] 3.0 0.0 0.0 0.0 3.0 0.0 0.0 4.0 4.0 3.0 4.0 0.0 Split [s] 37 0 0 0 25 0 0 33 33 25 58 0
All red [s] 1.0 0.0 0.0 0.0 1.0 0.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 4.3 0.0 0.0 0.0 3.9 0.0 0.0 4.0 4.0 3.2 4.0 0.0 Maximum Green [s] 30 0 0 0 30 0 0 30 30 30 30 0
Minimum Green [s] 5 0 0 0 5 0 0 10 10 5 10 0
Lead / Lag Lead - - - - - - - - Lead - -
Auxiliary Signal Groups 5,8
Signal Group 5 0 0 0 6 0 0 8 8 7 4 0
Control Type Split Permi Split Split Split Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 66.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
125
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 135.9 523.1 523.1 256.1 360.3 22.80 423.30 561.45 309.32 390.06 95th-Percentile Queue Length [veh/ln] 5.44 20.92 20.92 10.25 14.42 0.91 16.93 22.46 12.37 15.60 50th-Percentile Queue Length [ft/ln] 75.52 366.1 366.1 154.3 234.7 12.67 284.89 397.88 194.85 258.28 50th-Percentile Queue Length [veh/ln] 3.02 14.65 14.65 6.17 9.39 0.51 11.40 15.92 7.79 10.33 Critical Lane Group No Yes No No Yes No No Yes Yes No
Lane Group LOS C E E D E D D C D C
d, Delay for Lane Group [s/veh] 34.30 67.72 67.72 48.12 56.81 41.41 52.03 28.06 51.11 26.01 X, volume / capacity 0.26 0.93 0.93 0.71 0.94 0.07 0.89 0.85 0.85 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] 0.28 25.35 25.35 1.53 7.91 0.10 7.81 4.35 3.33 0.91 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.43 0.43 0.11 0.11 0.11 0.50 0.35 0.11 0.50 d1, Uniform Delay [s] 34.02 42.37 42.37 46.59 48.90 41.31 44.22 23.71 47.79 25.09 c, Capacity [veh/h] 497 437 437 608 625 284 1647 1532 614 3103 s, saturation flow rate [veh/h] 1810 1589 1589 3459 3560 1615 6901 2859 3459 6901 (v / s)_i Volume / Saturation Flow Rate 0.07 0.25 0.25 0.12 0.17 0.01 0.21 0.45 0.15 0.28 g / C, Green / Cycle 0.27 0.27 0.27 0.18 0.18 0.18 0.24 0.55 0.18 0.45 g_i, Effective Green Time [s] 33 33 33 21 21 21 29 66 21 54 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R C R L C
Lane Group Calculations
126
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Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 34.30 0.00 67.72 48.12 56.81 41.41 0.00 52.03 28.06 51.11 26.01 0.00 Movement LOS C E D E D D C D C
d_A, Approach Delay [s/veh] 63.10 52.92 40.78 31.40
Approach LOS E D D C
d_I, Intersection Delay [s/veh] 42.30
Intersection LOS D
Intersection V/C 0.972
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 9.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.52 49.52 51.36 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.967 2.516 3.452 0.000 Crosswalk LOS C B C F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 528 335 467 883 d_b, Bicycle Delay [s] 32.50 41.60 35.28 18.72
I_b,int, Bicycle LOS Score for Intersection 3.111 2.418 2.702 2.558 Bicycle LOS C B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 7 8 - - - - - - - - - - - -
Ring 1 5 6 - 4 - - - - - - - - - - - -
Sequence
127
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.922
Level Of Service: C
Delay (sec / veh): 31.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 26: Anaheim Way & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 1 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 220.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Intersection Setup
128
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 700 420 630 0 0 0 40 2680 0 0 1920 430 Total 15-Minute Volume [veh/h] 175 105 158 0 0 0 10 670 0 0 480 108 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] 700 420 630 0 0 0 40 2680 0 0 1920 430 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] 700 420 630 0 0 0 40 2680 0 0 1920 430 Name Anaheim Way Anaheim Way Katella Avenue Katella Avenue Volumes
129
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 0.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 1 0 0 0 0 0 4 0 0 3 0
Walk [s] 0 5 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 0.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 87 0 0 0 0 10 33 0 0 23 0
All red [s] 0.0 2.0 0.0 0.0 0.0 0.0 1.5 2.0 0.0 0.0 2.0 0.0 Amber [s] 0.0 4.3 0.0 0.0 0.0 0.0 3.2 3.9 0.0 0.0 3.9 0.0 Maximum Green [s] 0 30 0 0 0 0 30 30 0 0 30 0
Minimum Green [s] 0 5 0 0 0 0 5 10 0 0 10 0
Lead / Lag - - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 0 0 3 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 98.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
130
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 262. 262. 157. 616. 27.68 618.52 354.6 380.3 382.5 95th-Percentile Queue Length [veh/ln] 10.4 10.4 6.29 24.6 1.11 24.74 14.19 15.22 15.30 50th-Percentile Queue Length [ft/ln] 158. 158. 87.3 443. 15.38 445.46 230.2 250.5 252.2 50th-Percentile Queue Length [veh/ln] 6.35 6.35 3.50 17.7 0.62 17.82 9.21 10.02 10.09 Critical Lane Group No No No Yes No Yes No No No
Lane Group LOS C C B D E C C D D
d, Delay for Lane Group [s/veh] 20.4 20.4 18.6 37.3 57.57 33.49 30.87 35.31 35.68 X, volume / capacity 0.41 0.41 0.27 0.91 0.31 0.87 0.60 0.64 0.65 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] 0.31 0.31 0.09 8.69 1.34 3.76 1.06 5.00 5.24 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.21 0.11 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 20.1 20.1 18.5 28.6 56.23 29.72 29.82 30.31 30.44 c, Capacity [veh/h] 857 857 155 696 129 3072 2591 614 606 s, saturation flow rate [veh/h] 178 178 324 144 3459 6792 6792 1610 1589 (v / s)_i Volume / Saturation Flow Rate 0.20 0.20 0.13 0.44 0.01 0.39 0.23 0.24 0.25 g / C, Green / Cycle 0.48 0.48 0.48 0.48 0.04 0.45 0.38 0.38 0.38 g_i, Effective Green Time [s] 58 58 58 58 4 54 46 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 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 Lane Group L C C C L C C C R
Lane Group Calculations
131
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 20.41 18.65 37.30 0.00 0.00 0.00 57.57 33.49 0.00 0.00 30.97 35.65 Movement LOS C B D E C C D
d_A, Approach Delay [s/veh] 26.07 0.00 33.84 32.41
Approach LOS C A C C
d_I, Intersection Delay [s/veh] 31.36
Intersection LOS C
Intersection V/C 0.922
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 2.655 2.362 0.000 3.534 Crosswalk LOS B B F D
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1345 0 452 285 d_b, Bicycle Delay [s] 6.43 59.99 35.95 44.11
I_b,int, Bicycle LOS Score for Intersection 2.281 4.132 2.682 2.335 Bicycle LOS B D B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - 8 - - - - - - - - - - - - -
Ring 1 2 3 4 - - - - - - - - - - - - -
Sequence
132
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.595
Level Of Service: C
Delay (sec / veh): 22.8
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 0 1 0 0 2 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Intersection Setup
133
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 30 0 80 730 0 70 30 920 140 100 500 190 Total 15-Minute Volume [veh/h] 8 0 20 183 0 18 8 230 35 25 125 48 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 30 0 80 730 0 70 30 920 140 100 500 190 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 0.00 2.00 2.00 2.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 30 0 80 730 0 70 30 920 140 100 500 190 Name I-5 HOV Ramps I-5 HOV Ramps Gene Autry Way Gene Autry Way Volumes
134
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 10 0 0 7 0
Walk [s] 0 0 0 0 0 0 0 4 0 0 4 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Split [s] 19 19 0 73 73 0 9 19 0 9 19 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 20.04 27.21 27.21 229.7 229.7 37.21 23.52 211.5 214.8 34.66 121.4 116.9 95th-Percentile Queue Length [veh/ln] 0.80 1.09 1.09 9.19 9.19 1.49 0.94 8.46 8.59 1.39 4.86 4.68 50th-Percentile Queue Length [ft/ln] 11.13 15.12 15.12 134.6 134.6 20.67 13.06 121.2 123.6 19.26 67.47 64.95 50th-Percentile Queue Length [veh/ln] 0.45 0.60 0.60 5.39 5.39 0.83 0.52 4.85 4.95 0.77 2.70 2.60 Critical Lane Group No Yes No Yes No No No No Yes Yes No No Lane Group LOS C C C C C B C C C C B B
d, Delay for Lane Group [s/veh] 27.76 28.29 28.29 25.43 25.43 19.28 34.08 22.55 23.70 29.93 17.84 18.29 X, volume / capacity 0.14 0.22 0.22 0.76 0.76 0.16 0.35 0.67 0.68 0.32 0.39 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] 0.32 0.60 0.60 2.44 2.44 0.17 2.35 1.07 2.20 0.59 0.29 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 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.15 0.15 0.11 0.15 0.15 d1, Uniform Delay [s] 27.44 27.69 27.69 22.99 22.99 19.11 31.72 21.48 21.50 29.34 17.55 17.62 c, Capacity [veh/h] 207 182 182 483 483 438 87 1055 518 312 1208 551 s, saturation flow rate [veh/h] 1810 1589 1589 1781 1781 1615 1810 3618 1775 3459 3618 1649 (v / s)_i Volume / Saturation Flow Rate 0.02 0.03 0.03 0.20 0.20 0.04 0.02 0.20 0.20 0.03 0.13 0.13 g / C, Green / Cycle 0.11 0.11 0.11 0.27 0.27 0.27 0.05 0.29 0.29 0.09 0.33 0.33 g_i, Effective Green Time [s] 8 8 8 19 19 19 3 20 20 6 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] 69 69 69 69 69 69 69 69 69 69 69 69 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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 27.76 28.29 28.29 25.43 25.43 19.28 34.08 22.81 23.70 29.93 17.87 18.29 Movement LOS C C C C C B C C C C B B
d_A, Approach Delay [s/veh] 28.14 24.89 23.24 19.50
Approach LOS C C C B
d_I, Intersection Delay [s/veh] 22.84
Intersection LOS C
Intersection V/C 0.595
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] 26.78 26.78 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 2.357 2.369 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] 874 874 874 874 d_b, Bicycle Delay [s] 10.87 10.87 10.87 10.87
I_b,int, Bicycle LOS Score for Intersection 1.741 2.880 2.159 1.994 Bicycle LOS A C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 5 7 8 - - - - - - - - - - - -
Ring 1 1 - 3 4 - - - - - - - - - - - -
Sequence
137
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.661
Level Of Service: D
Delay (sec / veh): 41.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 28: Walnut St & Cerritos Ave
Intersection Level Of Service Report
Crosswalk Yes No Yes
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 49.21 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 1 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 120.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 1 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name Walnut St Walnut St Cerritos Ave
Intersection Setup
138
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 110 290 410 260 390 440
Total 15-Minute Volume [veh/h] 28 73 103 65 98 110
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 110 290 410 260 390 440
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 110 290 410 260 390 440
Name Walnut St Walnut St Cerritos Ave
Volumes
139
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 0 1 0 1 0
Walk [s] 0 0 7 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 3.0 0.0
Split [s] 0 19 29 0 72 0
All red [s] 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 0.0 4.0 4.0 0.0 4.0 0.0
Maximum Green [s] 0 30 30 0 30 0
Minimum Green [s] 0 6 6 0 4 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 0 2 6 0 8 0
Control Type Split Split Split Split Split Split
Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
140
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 221.36 208.77 352.72 370.43 389.74 475.70 95th-Percentile Queue Length [veh/ln] 8.85 8.35 14.11 14.82 15.59 19.03 50th-Percentile Queue Length [ft/ln] 128.43 119.23 228.71 242.69 258.02 327.34 50th-Percentile Queue Length [veh/ln] 5.14 4.77 9.15 9.71 10.32 13.09 Critical Lane Group Yes No No Yes No Yes
Lane Group LOS D D D D D D
d, Delay for Lane Group [s/veh] 35.63 35.71 41.08 45.08 38.43 45.80 X, volume / capacity 0.39 0.38 0.61 0.69 0.71 0.90
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.08 2.19 4.87 7.75 1.71 6.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 33.55 33.51 36.21 37.33 36.72 39.65 c, Capacity [veh/h] 539 503 553 486 549 490
s, saturation flow rate [veh/h] 1822 1702 1870 1645 1781 1589 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.18 0.20 0.22 0.28 g / C, Green / Cycle 0.30 0.30 0.30 0.30 0.31 0.31
g_i, Effective Green Time [s] 35 35 35 35 37 37
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120
Lane Group C C C C L R
Lane Group Calculations
141
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 35.63 35.68 41.81 45.08 38.43 45.80 Movement LOS D D D D D D
d_A, Approach Delay [s/veh] 35.67 43.08 42.34
Approach LOS D D D
d_I, Intersection Delay [s/veh] 41.19
Intersection LOS D
Intersection V/C 0.661
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.48 0.00 49.48
I_p,int, Pedestrian LOS Score for Intersection 2.450 0.000 2.437 Crosswalk LOS B F B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 233 400 1117 d_b, Bicycle Delay [s] 46.79 38.37 11.68
I_b,int, Bicycle LOS Score for Intersection 1.890 2.112 1.560 Bicycle LOS A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - - - - - - - - - - - - - -
Ring 1 2 6 8 - - - - - - - - - - - - -
Sequence
142
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.917
Level Of Service: E
Delay (sec / veh): 57.4
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 10 10 0 950 10 180 250 2700 0 30 770 230 Total 15-Minute Volume [veh/h] 3 3 0 238 3 45 63 675 0 8 193 58 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 10 10 0 950 10 180 250 2700 0 30 770 230 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 10 10 0 950 10 180 250 2700 0 30 770 230 Name Walnut St Walnut St Katella Ave Katella Ave
Volumes
144
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 8 0 0 0 0 0 3 0 0 5 0
Walk [s] 0 7 0 0 0 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 20 0 0 27 0 16 60 0 13 57 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 3.6 0.0 0.0 4.4 0.0 4.4 4.4 0.0 4.4 4.4 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 104.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
145
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 26.89 547.6 546.9 188.8 306.2 1065. 1171. 42.11 315.6 310.7 95th-Percentile Queue Length [veh/ln] 1.08 21.90 21.88 7.55 12.25 42.62 46.85 1.68 12.63 12.43 50th-Percentile Queue Length [ft/ln] 14.94 386.4 385.8 104.9 192.5 796.0 884.8 23.40 199.7 195.9 50th-Percentile Queue Length [veh/ln] 0.60 15.46 15.43 4.20 7.70 31.84 35.39 0.94 7.99 7.84 Critical Lane Group Yes Yes No No No Yes No Yes No No
Lane Group LOS E D D C D F F E C C
d, Delay for Lane Group [s/veh] 55.77 53.87 53.73 33.63 54.24 67.06 74.95 57.53 31.67 33.55 X, volume / capacity 0.24 0.91 0.91 0.38 0.87 1.05 1.05 0.34 0.53 0.53 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 13.27 13.15 0.19 5.09 35.53 43.42 2.32 1.54 3.34 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.26 0.26 0.04 0.06 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 55.23 40.60 40.58 33.44 49.16 31.53 31.53 55.21 30.13 30.20 c, Capacity [veh/h] 84 529 530 472 287 1690 888 87 1291 602 s, saturation flow rate [veh/h] 1824 1781 1783 1589 1781 3560 1870 1781 3560 1660 (v / s)_i Volume / Saturation Flow Rate 0.01 0.27 0.27 0.11 0.14 0.50 0.50 0.02 0.19 0.19 g / C, Green / Cycle 0.05 0.30 0.30 0.30 0.16 0.48 0.48 0.05 0.36 0.36 g_i, Effective Green Time [s] 5 36 36 36 19 57 57 6 44 44 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group C L C R L C C L C C
Lane Group Calculations
146
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.77 55.77 55.77 53.80 53.73 33.63 54.24 69.78 74.95 57.53 31.89 33.55 Movement LOS E E E D D C D F E E C C
d_A, Approach Delay [s/veh] 55.77 50.62 68.46 33.01
Approach LOS E D E C
d_I, Intersection Delay [s/veh] 57.35
Intersection LOS E
Intersection V/C 0.917
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.51 49.51 0.00 49.51
I_p,int, Pedestrian LOS Score for Intersection 1.758 2.631 0.000 3.260 Crosswalk LOS A B F C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 257 360 910 860 d_b, Bicycle Delay [s] 45.60 40.35 17.83 19.50
I_b,int, Bicycle LOS Score for Intersection 1.593 3.441 3.182 2.126 Bicycle LOS A C C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 2 - 3 4 - - - - - - - - - - - -
Sequence
147
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.777
Level Of Service: D
Delay (sec / veh): 40.3
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 150 1320 210 240 1250 130 230 960 160 360 660 80 Total 15-Minute Volume [veh/h] 38 330 53 60 313 33 58 240 40 90 165 20 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 150 1320 210 240 1250 130 230 960 160 360 660 80 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 150 1320 210 240 1250 130 230 960 160 360 660 80 Name Euclid St Euclid St Ball Rd Ball Rd
Volumes
149
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 11 0 0 12 0 0 14 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 15 40 0 15 40 0 18 39 0 26 47 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 3.5 4.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 28.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
150
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 98.94 481.0 493.6 165.3 418.5 433.3 157.9 401.3 411.2 231.7 248.4 249.8 95th-Percentile Queue Length [veh/ln] 3.96 19.24 19.74 6.61 16.74 17.33 6.32 16.06 16.45 9.27 9.94 9.99 50th-Percentile Queue Length [ft/ln] 54.97 331.6 341.9 91.87 281.0 292.9 87.74 267.3 275.2 136.1 148.5 149.5 50th-Percentile Queue Length [veh/ln] 2.20 13.27 13.68 3.67 11.24 11.72 3.51 10.69 11.01 5.44 5.94 5.98 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D D D E C C E D D D C D
d, Delay for Lane Group [s/veh] 53.13 35.00 38.59 56.47 32.42 34.81 56.21 43.95 48.53 53.89 34.74 35.15 X, volume / capacity 0.49 0.74 0.74 0.77 0.66 0.66 0.75 0.81 0.82 0.82 0.47 0.47 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.91 3.58 7.14 3.02 2.46 4.84 2.76 2.18 6.75 2.83 0.38 0.78 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 0.08 0.50 0.50 0.08 0.50 0.50 0.08 0.13 0.21 0.08 0.13 0.13 d1, Uniform Delay [s] 52.22 31.43 31.45 53.45 29.96 29.97 53.45 41.78 41.78 51.06 34.35 34.37 c, Capacity [veh/h] 305 1388 679 312 1395 698 307 924 451 441 1062 527 s, saturation flow rate [veh/h] 3459 3560 1742 3459 3560 1781 3459 3560 1736 3459 3560 1769 (v / s)_i Volume / Saturation Flow Rate 0.04 0.29 0.29 0.07 0.26 0.26 0.07 0.21 0.21 0.10 0.14 0.14 g / C, Green / Cycle 0.09 0.39 0.39 0.09 0.39 0.39 0.09 0.26 0.26 0.13 0.30 0.30 g_i, Effective Green Time [s] 11 47 47 11 47 47 11 31 31 15 36 36 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
151
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.13 35.80 38.59 56.47 33.05 34.81 56.21 44.94 48.53 53.89 34.84 35.15 Movement LOS D D D E C C E D D D C D
d_A, Approach Delay [s/veh] 37.70 36.66 47.29 41.10
Approach LOS D D D D
d_I, Intersection Delay [s/veh] 40.31
Intersection LOS D
Intersection V/C 0.777
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.54 49.54 49.54 49.54
I_p,int, Pedestrian LOS Score for Intersection 3.160 3.135 3.018 3.045 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 575 575 558 691 d_b, Bicycle Delay [s] 30.50 30.50 31.21 25.71
I_b,int, Bicycle LOS Score for Intersection 2.484 2.451 2.302 2.165 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
152
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.929
Level Of Service: D
Delay (sec / veh): 45.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 31: Euclid St & Katella Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Euclid St Euclid St Katella Ave Katella Ave
Intersection Setup
153
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 120 890 250 370 1450 250 220 2020 170 250 550 180 Total 15-Minute Volume [veh/h] 30 223 63 93 363 63 55 505 43 63 138 45 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 120 890 250 370 1450 250 220 2020 170 250 550 180 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 120 890 250 370 1450 250 220 2020 170 250 550 180 Name Euclid St Euclid St Katella Ave Katella Ave
Volumes
154
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 11 0 0 12 0 0 11 0 0 12 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 1.5 2.0 0.0 Split [s] 12 33 0 18 39 0 14 56 0 13 55 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 7 10 0 7 10 0 7 10 0 7 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 118.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
155
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 80.06 329.1 298.4 240.4 565.2 272.2 149.1 683.0 837.9 184.4 151.8 150.4 95th-Percentile Queue Length [veh/ln] 3.20 13.17 11.94 9.62 22.61 10.89 5.97 27.32 33.52 7.38 6.07 6.02 50th-Percentile Queue Length [ft/ln] 44.48 210.2 186.4 142.5 401.0 166.4 82.85 499.7 631.8 102.4 84.37 83.58 50th-Percentile Queue Length [veh/ln] 1.78 8.41 7.46 5.70 16.04 6.66 3.31 19.99 25.27 4.10 3.37 3.34 Critical Lane Group Yes No No No Yes No No No Yes Yes No No Lane Group LOS D D D E E D E C E E C C
d, Delay for Lane Group [s/veh] 54.97 44.80 48.32 56.00 56.73 39.42 55.42 34.54 56.05 64.57 22.59 22.78 X, volume / capacity 0.53 0.71 0.64 0.92 0.96 0.53 0.76 0.95 0.96 0.96 0.26 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.71 3.44 7.81 3.58 15.25 4.22 1.58 1.59 22.72 9.24 0.02 0.08 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.04 0.04 0.44 0.04 0.04 0.04 d1, Uniform Delay [s] 54.26 41.36 40.50 52.42 41.48 35.21 53.84 32.95 33.33 55.33 22.57 22.70 c, Capacity [veh/h] 227 1252 391 404 1512 472 288 1528 771 260 2143 669 s, saturation flow rate [veh/h] 3459 5094 1589 3459 5094 1589 3459 3560 1797 3459 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.03 0.17 0.16 0.11 0.28 0.16 0.06 0.41 0.41 0.07 0.11 0.11 g / C, Green / Cycle 0.07 0.25 0.25 0.12 0.30 0.30 0.08 0.43 0.43 0.08 0.42 0.42 g_i, Effective Green Time [s] 8 29 29 14 36 36 10 52 52 9 51 51 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C R L C R L C C L C R
Lane Group Calculations
156
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.97 44.80 48.32 56.00 56.73 39.42 55.42 40.64 56.05 64.57 22.59 22.78 Movement LOS D D D E E D E D E E C C
d_A, Approach Delay [s/veh] 46.47 54.51 43.08 33.34
Approach LOS D D D C
d_I, Intersection Delay [s/veh] 45.81
Intersection LOS D
Intersection V/C 0.929
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.34 51.34 51.34 51.34
I_p,int, Pedestrian LOS Score for Intersection 3.204 3.228 3.147 3.257 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 567 850 833 d_b, Bicycle Delay [s] 35.27 30.82 19.84 20.42
I_b,int, Bicycle LOS Score for Intersection 2.253 2.698 2.885 2.099 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
157
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.657
Level Of Service: D
Delay (sec / veh): 36.3
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 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 80 740 140 100 2070 30 20 120 150 140 70 40 Total 15-Minute Volume [veh/h] 20 185 35 25 518 8 5 30 38 35 18 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 80 740 140 100 2070 30 20 120 150 140 70 40 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 80 740 140 100 2070 30 20 120 150 140 70 40 Name Harbor Blvd Harbor Blvd Vermont Ave Vermont Ave
Volumes
159
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 5 0 0 29 0 0 7 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 1.5 3.0 0.0 1.5 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 12 66 0 12 66 0 0 42 0 0 42 0
All red [s] 1.0 2.0 0.0 1.0 2.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 4.0 4.8 0.0 4.0 4.8 0.0 0.0 4.4 0.0 0.0 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 10 0 7 10 0 0 10 0 0 10 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 116.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
160
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 110.6 146.0 146.9 143.4 390.0 415.9 24.75 325.95 468.38 130.27 95th-Percentile Queue Length [veh/ln] 4.43 5.84 5.88 5.74 15.60 16.64 0.99 13.04 18.74 5.21 50th-Percentile Queue Length [ft/ln] 61.46 81.13 81.64 79.69 258.2 278.9 13.75 207.76 260.21 72.37 50th-Percentile Queue Length [veh/ln] 2.46 3.25 3.27 3.19 10.33 11.16 0.55 8.31 10.41 2.89 Critical Lane Group Yes No No No No Yes No Yes No No
Lane Group LOS E A A E B B D D F D
d, Delay for Lane Group [s/veh] 57.72 9.30 9.61 61.35 13.32 14.39 47.58 53.17 476.14 42.83 X, volume / capacity 0.69 0.26 0.26 0.84 0.60 0.60 0.09 0.85 1.91 0.33 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.77 0.27 0.57 5.97 1.15 2.21 0.19 6.11 418.94 0.59 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.04 0.50 0.50 0.04 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 54.95 9.03 9.05 55.38 12.16 12.18 47.39 47.06 57.20 42.24 c, Capacity [veh/h] 115 2299 1112 119 2306 1202 212 319 73 330 s, saturation flow rate [veh/h] 1781 3560 1723 1781 3560 1856 1283 1703 1211 1757 (v / s)_i Volume / Saturation Flow Rate 0.04 0.17 0.17 0.06 0.39 0.39 0.02 0.16 0.12 0.06 g / C, Green / Cycle 0.06 0.65 0.65 0.07 0.65 0.65 0.19 0.19 0.19 0.19 g_i, Effective Green Time [s] 8 78 78 8 78 78 22 22 22 22 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 0.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C L C
Lane Group Calculations
161
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.72 9.36 9.61 61.35 13.67 14.39 47.58 53.17 53.17 476.1 42.83 42.83 Movement LOS E A A E B B D D D F D D
d_A, Approach Delay [s/veh] 13.43 15.85 52.78 285.49
Approach LOS B B D F
d_I, Intersection Delay [s/veh] 36.34
Intersection LOS D
Intersection V/C 0.657
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 3.156 3.054 2.107 2.152 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 987 987 610 625 d_b, Bicycle Delay [s] 15.40 15.40 28.98 28.36
I_b,int, Bicycle LOS Score for Intersection 2.088 2.770 2.038 1.972 Bicycle LOS B C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 4 - - - - - - - - - - - - -
Sequence
162
8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 10: 10 Future without Project AM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.740
Level Of Service: D
Delay (sec / veh): 41.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Walnut St & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 150.0 100.0 100.0 100.0 100.0 100.0 90.00 100.0 100.0 175.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut St Walnut St Ball Rd Ball Road
Intersection Setup
3 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 290 340 330 70 270 80 50 720 100 400 1200 30 Total 15-Minute Volume [veh/h] 73 85 83 18 68 20 13 180 25 100 300 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 290 340 330 70 270 80 50 720 100 400 1200 30 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 290 340 330 70 270 80 50 720 100 400 1200 30 Name Walnut St Walnut St Ball Rd Ball Road
Volumes
4 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No Yes No Yes
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 9 0 0 6 0 0 9 0 0 6 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Split [s] 25 31 0 14 20 0 14 24 0 51 61 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 2.5 3.5 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 10 10 0 10 10 0 10 10 0 10 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 7 4 0 3 8 0
Control Type Protec Permi Permi Protec Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 49.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
5 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
95th-Percentile Queue Length [ft/ln] 382.7 395.9 438.0 96.26 238.7 231.2 68.43 267.5 274.5 467.5 294.9 310.2 95th-Percentile Queue Length [veh/ln] 15.31 15.84 17.52 3.85 9.55 9.25 2.74 10.70 10.98 18.70 11.80 12.41 50th-Percentile Queue Length [ft/ln] 252.4 262.9 296.8 53.48 141.2 135.7 38.02 162.8 168.1 320.7 183.7 195.5 50th-Percentile Queue Length [veh/ln] 10.10 10.52 11.87 2.14 5.65 5.43 1.52 6.52 6.73 12.83 7.35 7.82 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS E D E E E E E C C E B C
d, Delay for Lane Group [s/veh] 66.97 52.51 68.82 56.40 57.45 58.84 56.15 33.24 34.70 55.19 19.89 20.65 X, volume / capacity 0.94 0.81 0.92 0.54 0.77 0.79 0.44 0.47 0.47 0.94 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 18.03 8.51 23.39 2.61 6.49 7.74 1.98 1.33 2.74 10.32 0.82 1.58 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 0.17 0.27 0.34 0.08 0.13 0.13 0.08 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 48.94 43.99 45.43 53.78 50.96 51.10 54.17 31.90 31.96 44.87 19.07 19.08 c, Capacity [veh/h] 310 422 359 129 232 215 114 1173 579 426 1797 932 s, saturation flow rate [veh/h] 1781 1870 1589 1781 1870 1727 1781 3560 1756 1781 3560 1847 (v / s)_i Volume / Saturation Flow Rate 0.16 0.18 0.21 0.04 0.10 0.10 0.03 0.15 0.16 0.22 0.23 0.23 g / C, Green / Cycle 0.17 0.23 0.23 0.07 0.12 0.12 0.06 0.33 0.33 0.24 0.50 0.50 g_i, Effective Green Time [s] 21 27 27 9 15 15 8 40 40 29 61 61 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C C L C C L C C
Lane Group Calculations
6 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.97 52.51 68.82 56.40 57.91 58.84 56.15 33.59 34.70 55.19 20.14 20.65 Movement LOS E D E E E E E C C E C C
d_A, Approach Delay [s/veh] 62.48 57.84 35.01 28.75
Approach LOS E E D C
d_I, Intersection Delay [s/veh] 41.65
Intersection LOS D
Intersection V/C 0.740
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 51.37 51.37 51.37 51.37
I_p,int, Pedestrian LOS Score for Intersection 2.652 2.479 2.949 2.992 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 441 258 325 941 d_b, Bicycle Delay [s] 36.46 45.53 42.11 16.83
I_b,int, Bicycle LOS Score for Intersection 2.352 1.906 2.038 2.456 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
7 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Volume to Capacity (v/c): 0.481
Level Of Service: B
Delay (sec / veh): 18.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Flore St / West Pl & Ball Rd
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 50.00 100.0 100.0 100.0 100.0 100.0 180.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 0 0 1 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name West Place Flore Street Ball Road Ball Road
Intersection Setup
8 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 40 0 180 20 0 0 20 1160 40 160 1690 50 Total 15-Minute Volume [veh/h] 10 0 45 5 0 0 5 290 10 40 423 13 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 40 0 180 20 0 0 20 1160 40 160 1690 50 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 40 0 180 20 0 0 20 1160 40 160 1690 50 Name West Place Flore Street Ball Road Ball Road
Volumes
9 8/14/2023
Gibson Transportation Consulting, Inc.

DisneylandForward Project
Scenario 11: 11 Future without Project PM
Version 2022 (SP 0-0)
Generated with
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 6 0 0 4 0 0 7 0 0 3 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 2.0 0.0 3.0 2.0 0.0 Split [s] 0 78 0 0 78 0 12 68 0 24 80 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 0.0 4.0 0.0 0.0 4.0 0.0 4.0 4.0 0.0 4.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 30 30 0 30 30 0
Minimum Green [s] 0 10 0 0 10 0 7 10 0 7 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Permi Permi Permi Permi Permi Permi Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 170
Signal Coordination Group -
Located in CBD No
Intersection Settings
10 8/14/2023
Gibson Transportation Consulting, Inc.

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