Cities Index.
Exhibit I - Final Subsequent EIR.pdf

Rialto City Council
January 13, 2026

Document
Exhibit I - Final Subsequent EIR.pdf
Meeting
January 13, 2026
Body
Rialto City Council
Pages
10
Original file
65.3 MB
Text extracted from the city's file for reading and search. Open the original on legistar.granicus.com. That file is the official record.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 157 714 106 154 749 69 149 494 227 98 386 54 Total 15-Minute Volume [veh/h] 39 179 27 38 187 17 37 123 57 25 97 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 Total Hourly Volume [veh/h] 145 660 98 142 692 64 138 456 210 91 357 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 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 142 647 96 139 678 63 135 447 206 89 350 49 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 9 32 0 9 32 0 12 38 0 11 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 85.84 254.07 245.64 83.57 251.33 245.86 184.04 326.69 300.72 110.87 195.52 190.71 95th-Percentile Queue Length [veh/ln] 3.43 10.16 9.83 3.34 10.05 9.83 7.36 13.07 12.03 4.43 7.82 7.63 50th-Percentile Queue Length [ft/ln] 47.69 152.73 146.42 46.43 150.68 146.58 102.24 208.33 188.22 61.59 109.65 106.21 50th-Percentile Queue Length [veh/ln] 1.91 6.11 5.86 1.86 6.03 5.86 4.09 8.33 7.53 2.46 4.39 4.25 Critical Lane Group No No Yes Yes No No No No Yes Yes No No Lane Group LOS D B B D B B E D D D C C
d, Delay for Lane Group [s/veh] 49.55 18.48 18.57 48.91 18.40 18.45 59.95 37.80 38.37 51.31 32.63 32.74 X, volume / capacity 0.80 0.48 0.48 0.79 0.47 0.47 0.93 0.85 0.86 0.78 0.55 0.55 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.54 1.85 1.93 6.94 1.81 1.87 19.24 4.80 5.36 10.10 1.16 1.23 I, Upstream 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 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.02 16.63 16.63 41.98 16.59 16.59 40.71 33.00 33.01 41.22 31.47 31.51 c, Capacity [veh/h] 195 880 841 195 880 854 161 445 398 125 408 390 s, saturation flow rate [veh/h] 3514 1900 1815 3514 1900 1844 1810 1900 1700 1810 1900 1820 (v / s)_i Volume / Saturation Flow Rate 0.04 0.22 0.22 0.04 0.22 0.22 0.08 0.20 0.20 0.05 0.12 0.12 g / C, Green / Cycle 0.06 0.46 0.46 0.06 0.46 0.46 0.09 0.23 0.23 0.07 0.21 0.21 g_i, Effective Green Time [s] 5 42 42 5 42 42 8 21 21 6 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] 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.55 18.52 18.57 48.91 18.42 18.45 59.95 37.93 38.37 51.31 32.67 32.74 Movement LOS D B B D B B E D D D C C
d_A, Approach Delay [s/veh] 23.51 23.26 41.81 36.08
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 30.19
Intersection LOS C
Intersection V/C 0.519
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.788 2.761 2.590 2.553 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 622 756 733 d_b, Bicycle Delay [s] 21.36 21.36 17.42 18.05
I_b,int, Bicycle LOS Score for Intersection 2.366 2.362 2.277 2.003 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.226
Level Of Service: A
Delay (sec / veh): 8.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 30 516 0 0 484 91 89 0 45 0 0 0 Total 15-Minute Volume [veh/h] 8 129 0 0 121 23 22 0 11 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 Total Hourly Volume [veh/h] 24 410 0 0 385 72 71 0 36 0 0 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 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 24 402 0 0 377 71 70 0 35 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 2.0 0.0 0.0 0.0 0.0 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 7 0 0 10 0 17 0 0 0 0 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Split [s] 9 49 0 0 40 0 41 0 0 0 0 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Maximum Green [s] 30 30 0 0 30 0 30 0 0 0 0 0
Minimum Green [s] 5 10 0 0 10 0 5 0 0 0 0 0
Lead / Lag Lead - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 3 0 0 0 0 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 35.31 17.67 50.99 51.84 95.30 45.32 95th-Percentile Queue Length [veh/ln] 1.41 0.71 2.04 2.07 3.81 1.81 50th-Percentile Queue Length [ft/ln] 19.62 9.82 28.33 28.80 52.95 25.18 50th-Percentile Queue Length [veh/ln] 0.78 0.39 1.13 1.15 2.12 1.01 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A A A D D
d, Delay for Lane Group [s/veh] 52.02 1.49 3.25 3.32 46.58 41.83 X, volume / capacity 0.56 0.17 0.20 0.21 0.68 0.38
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.93 0.12 0.31 0.35 5.90 2.03 I, Upstream Filtering Factor 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
d1, Uniform Delay [s] 43.10 1.37 2.95 2.98 40.68 39.79
c, Capacity [veh/h] 53 3033 1452 1375 132 118
s, saturation flow rate [veh/h] 1810 3618 1900 1799 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.14 0.15 0.16 0.05 0.03 g / C, Green / Cycle 0.03 0.84 0.77 0.77 0.07 0.07
g_i, Effective Green Time [s] 3 76 69 69 6 6
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] 90 90 90 90 90 90
Lane Group L C C C L R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.02 1.49 0.00 0.00 3.28 3.32 46.58 0.00 41.83 0.00 0.00 0.00 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 4.27 3.29 44.98 0.00
Approach LOS A A D A
d_I, Intersection Delay [s/veh] 8.17
Intersection LOS A
Intersection V/C 0.226
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.511 2.420 2.025 1.425 Crosswalk LOS B B B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 800 822 0 d_b, Bicycle Delay [s] 11.25 16.20 15.61 45.00
I_b,int, Bicycle LOS Score for Intersection 2.010 2.034 1.560 4.132 Bicycle LOS B B A D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.489
Level Of Service: C
Delay (sec / veh): 28.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 193 52 176 195 109 96 546 32 45 421 194 Total 15-Minute Volume [veh/h] 5 48 13 44 49 27 24 137 8 11 105 48 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 Total Hourly Volume [veh/h] 18 171 46 156 173 97 85 485 28 40 374 172 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 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 168 45 153 170 95 83 475 27 39 367 169 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 10 52 0 9 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 83.37 18.77 139.23 76.76 40.91 110.18 244.05 240.85 52.74 286.85 267.49 95th-Percentile Queue Length [veh/ln] 3.33 0.75 5.57 3.07 1.64 4.41 9.76 9.63 2.11 11.47 10.70 50th-Percentile Queue Length [ft/ln] 46.32 10.43 77.35 42.65 22.73 61.21 145.23 142.84 29.30 177.58 162.85 50th-Percentile Queue Length [veh/ln] 1.85 0.42 3.09 1.71 0.91 2.45 5.81 5.71 1.17 7.10 6.51 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS A A C A A D C C D D D
d, Delay for Lane Group [s/veh] 8.71 7.74 25.05 8.74 8.17 52.59 32.82 32.87 52.98 38.76 39.64 X, volume / capacity 0.19 0.05 0.37 0.19 0.11 0.80 0.66 0.66 0.66 0.83 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 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] 0.38 0.11 2.19 0.41 0.24 11.20 1.64 1.69 10.25 4.53 5.32 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 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 8.33 7.64 22.85 8.33 7.93 41.40 31.18 31.19 42.72 34.24 34.32 c, Capacity [veh/h] 1112 960 477 1028 960 121 445 436 68 390 349 s, saturation flow rate [veh/h] 1796 1615 667 1729 1615 1810 1900 1863 1810 1900 1701 (v / s)_i Volume / Saturation Flow Rate 0.12 0.03 0.26 0.11 0.07 0.05 0.15 0.15 0.02 0.17 0.17 g / C, Green / Cycle 0.60 0.60 0.60 0.60 0.60 0.07 0.23 0.23 0.04 0.20 0.20 g_i, Effective Green Time [s] 54 54 54 54 54 6 21 21 3 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 2.00 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.71 8.71 7.74 25.05 8.74 8.17 52.59 32.85 32.87 52.98 38.97 39.64 Movement LOS A A A C A A D C C D D D
d_A, Approach Delay [s/veh] 8.52 14.59 35.66 40.12
Approach LOS A B D D
d_I, Intersection Delay [s/veh] 28.75
Intersection LOS C
Intersection V/C 0.489
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.489 2.568 2.831 Crosswalk LOS B B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1044 d_b, Bicycle Delay [s] 23.47 23.47 9.80 10.27
I_b,int, Bicycle LOS Score for Intersection 1.997 1.956 2.116 2.104 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 2: 2 OY 2024 PM
Version 2023 (SP 0-9)
Generated with
APPENDIX D-3

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2024 PLUS PROJECT
Intersection Analysis Summary
Report File: K:\...\3. OY WP AM.pdf 2/11/2025
Vistro File: K:\...\Miro Way_AM.vistro Scenario 3 OY 2024 WP AM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Left 0.313 29.1 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.125 7.4 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
EB Left 0.440 32.1 C
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
EB Left 0.118 27.6 D
HCM 7th
Edition 7 Ayala Dr at Miro Wy Two-way stop
WB Right 0.306 6.7 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
EB Left 0.364 21.6 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
WB Left 0.692 37.2 D
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
WB Left 0.555 27.5 C
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
SB Left 0.744 26.7 C
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 0.583 33.0 C
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.583
Level Of Service: C
Delay (sec / veh): 33.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 484 410 0 0 20 14 0 0 0 552 6 188 Total 15-Minute Volume [veh/h] 121 103 0 0 5 4 0 0 0 138 1 47 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 1.0000 1.0000 0.8530 0.8530 1.0000 1.0000 1.0000 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 413 350 0 0 17 12 0 0 0 471 5 160 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] 9 0 0 0 0 0 0 0 0 31 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 38 52 0 0 14 0 0 0 0 0 38 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 433.85 81.59 13.19 13.33 492.43 140.32 95th-Percentile Queue Length [veh/ln] 17.35 3.26 0.53 0.53 19.70 5.61 50th-Percentile Queue Length [ft/ln] 293.40 45.33 7.33 7.41 341.00 77.95 50th-Percentile Queue Length [veh/ln] 11.74 1.81 0.29 0.30 13.64 3.12 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A C C D C
d, Delay for Lane Group [s/veh] 43.98 9.11 26.06 26.14 44.87 23.36 X, volume / capacity 0.92 0.20 0.04 0.04 0.92 0.36
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] 13.19 0.21 0.15 0.19 15.80 0.41 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.24 0.50 0.50 0.50 0.31 0.11
d1, Uniform Delay [s] 30.79 8.91 25.91 25.95 29.07 22.94 c, Capacity [veh/h] 529 2102 465 406 597 535
s, saturation flow rate [veh/h] 1810 3618 1900 1659 1810 1623 (v / s)_i Volume / Saturation Flow Rate 0.27 0.11 0.01 0.01 0.31 0.12 g / C, Green / Cycle 0.29 0.58 0.25 0.25 0.33 0.33
g_i, Effective Green Time [s] 26 52 22 22 30 30
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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 43.98 9.11 0.00 0.00 26.07 26.14 0.00 0.00 0.00 44.87 23.36 23.36 Movement LOS D A C C D C C
d_A, Approach Delay [s/veh] 27.99 26.10 0.00 39.27
Approach LOS C C A D
d_I, Intersection Delay [s/veh] 32.98
Intersection LOS C
Intersection V/C 0.583
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 1.916 2.080 Crosswalk LOS F F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1067 222 0 756 d_b, Bicycle Delay [s] 9.80 35.56 45.00 17.42
I_b,int, Bicycle LOS Score for Intersection 2.297 1.588 4.132 2.791 Bicycle LOS B A D C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.744
Level Of Service: C
Delay (sec / veh): 26.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 562 389 7 512 0 339 3 733 0 0 0 Total 15-Minute Volume [veh/h] 0 141 97 2 128 0 85 1 183 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.8980 0.8980 0.8980 0.8980 1.0000 0.8980 0.8980 0.8980 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 505 349 6 460 0 304 3 658 0 0 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 9 9 0 31 0 0 0 30 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 14 0 9 23 0 0 67 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 353.36 384.26 9.69 160.03 191.22 549.56 95th-Percentile Queue Length [veh/ln] 14.13 15.37 0.39 6.40 7.65 21.98 50th-Percentile Queue Length [ft/ln] 229.21 253.66 5.38 88.91 106.57 388.04 50th-Percentile Queue Length [veh/ln] 9.17 10.15 0.22 3.56 4.26 15.52 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS C C E B B C
d, Delay for Lane Group [s/veh] 29.05 34.32 56.06 17.96 14.89 31.65 X, volume / capacity 0.68 0.78 0.37 0.33 0.39 0.93
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] 5.19 9.26 11.82 0.59 0.28 9.94 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.21
d1, Uniform Delay [s] 23.86 25.07 44.24 17.37 14.62 21.71 c, Capacity [veh/h] 702 614 19 1535 881 786
s, saturation flow rate [veh/h] 1900 1660 1810 3618 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.25 0.29 0.00 0.14 0.19 0.45 g / C, Green / Cycle 0.37 0.37 0.01 0.42 0.49 0.49
g_i, Effective Green Time [s] 33 33 1 38 44 44
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 29.86 34.32 56.06 17.96 0.00 14.89 14.89 31.65 0.00 0.00 0.00 Movement LOS C C E B B B C
d_A, Approach Delay [s/veh] 31.69 18.47 26.32 0.00
Approach LOS C B C A
d_I, Intersection Delay [s/veh] 26.72
Intersection LOS C
Intersection V/C 0.744
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.240 1.814 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 422 1400 0 d_b, Bicycle Delay [s] 35.56 28.01 4.05 45.00
I_b,int, Bicycle LOS Score for Intersection 2.344 1.988 3.333 4.132 Bicycle LOS B A C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.555
Level Of Service: C
Delay (sec / veh): 27.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 144 659 17 175 942 88 110 180 91 30 159 225 Total 15-Minute Volume [veh/h] 36 165 4 44 236 22 27 45 23 7 40 56 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 Total Hourly Volume [veh/h] 130 596 15 158 852 80 99 163 82 27 144 203 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 18 0 0 61 0 0 2 0 0 1 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 14 0 0 14 0 0 10 0 0 14 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] 15 35 0 17 37 0 12 26 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 157.02 205.26 203.98 188.57 313.34 306.98 122.87 117.43 109.70 34.65 145.31 224.01 95th-Percentile Queue Length [veh/ln] 6.28 8.21 8.16 7.54 12.53 12.28 4.91 4.70 4.39 1.39 5.81 8.96 50th-Percentile Queue Length [ft/ln] 87.23 116.69 115.76 104.76 197.96 193.04 68.26 65.24 60.95 19.25 80.73 130.38 50th-Percentile Queue Length [veh/ln] 3.49 4.67 4.63 4.19 7.92 7.72 2.73 2.61 2.44 0.77 3.23 5.22 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B B D B B D C C D D D
d, Delay for Lane Group [s/veh] 48.08 17.13 17.14 46.87 19.35 19.45 50.24 30.69 30.90 50.51 35.40 43.28 X, volume / capacity 0.81 0.39 0.39 0.83 0.57 0.57 0.79 0.35 0.36 0.53 0.50 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] 8.35 1.29 1.30 8.01 2.60 2.69 9.43 0.52 0.62 7.56 1.25 6.91 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 39.73 15.84 15.84 38.86 16.75 16.76 40.81 30.18 30.28 42.95 34.16 36.37 c, Capacity [veh/h] 178 878 870 211 913 886 140 403 359 56 315 268 s, saturation flow rate [veh/h] 1810 1900 1883 1810 1900 1844 1810 1900 1692 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.18 0.18 0.10 0.27 0.28 0.06 0.07 0.08 0.02 0.08 0.14 g / C, Green / Cycle 0.10 0.46 0.46 0.12 0.48 0.48 0.08 0.21 0.21 0.03 0.17 0.17 g_i, Effective Green Time [s] 9 42 42 10 43 43 7 19 19 3 15 15 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 48.08 17.14 17.14 46.87 19.39 19.45 50.24 30.74 30.90 50.51 35.40 43.28 Movement LOS D B B D B B D C C D D D
d_A, Approach Delay [s/veh] 22.57 23.39 36.41 40.78
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 27.46
Intersection LOS C
Intersection V/C 0.555
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.669 2.730 2.452 2.455 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 733 489 489 d_b, Bicycle Delay [s] 19.34 18.05 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 2.236 2.554 1.874 1.901 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.692
Level Of Service: D
Delay (sec / veh): 37.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 184 353 117 144 405 162 113 441 86 48 555 171 Total 15-Minute Volume [veh/h] 46 88 29 36 101 41 28 110 22 12 139 43 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 Total Hourly Volume [veh/h] 160 307 102 125 352 141 98 383 75 42 482 149 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 61 0 0 0 3 0 0 1 18
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 157 301 100 63 345 138 96 373 74 41 472 128 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 19 29 0 15 25 25 11 37 0 9 35 35
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 195.23 392.31 155.82 332.04 98.91 127.18 406.89 56.29 505.68 93.21 95th-Percentile Queue Length [veh/ln] 7.81 15.69 6.23 13.28 3.96 5.09 16.28 2.25 20.23 3.73 50th-Percentile Queue Length [ft/ln] 109.44 260.07 86.57 212.50 54.95 70.66 271.72 31.27 351.86 51.78 50th-Percentile Queue Length [veh/ln] 4.38 10.40 3.46 8.50 2.20 2.83 10.87 1.25 14.07 2.07 Critical Lane Group No Yes Yes No No Yes No No Yes No
Lane Group LOS D D D C B D C D D B
d, Delay for Lane Group [s/veh] 46.23 36.95 47.44 34.08 17.06 50.93 32.27 53.21 47.34 14.91 X, volume / capacity 0.83 0.78 0.80 0.69 0.23 0.80 0.81 0.67 0.93 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 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] 7.68 9.75 7.81 6.65 0.79 10.10 5.89 10.54 17.45 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.27 0.11 0.34 0.11 d1, Uniform Delay [s] 38.55 27.20 39.62 27.43 16.27 40.82 26.38 42.66 29.89 14.76 c, Capacity [veh/h] 222 601 181 584 694 141 651 71 597 741 s, saturation flow rate [veh/h] 1810 1820 1810 1900 1615 1810 1847 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.10 0.26 0.08 0.21 0.10 0.06 0.29 0.03 0.29 0.11 g / C, Green / Cycle 0.12 0.33 0.10 0.31 0.43 0.08 0.35 0.04 0.31 0.46 g_i, Effective Green Time [s] 11 30 9 28 39 7 32 4 28 41 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.23 36.95 36.95 47.44 34.08 17.06 50.93 32.27 32.27 53.21 47.34 14.91 Movement LOS D D D D C B D C C D D B
d_A, Approach Delay [s/veh] 39.56 32.91 35.57 40.54
Approach LOS D C D D
d_I, Intersection Delay [s/veh] 37.21
Intersection LOS D
Intersection V/C 0.692
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.329 2.564 2.443 2.589 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 467 733 689 d_b, Bicycle Delay [s] 23.47 26.45 18.05 19.34
I_b,int, Bicycle LOS Score for Intersection 2.639 2.733 2.616 2.837 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.364
Level Of Service: C
Delay (sec / veh): 21.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 52 785 42 213 783 353 243 114 89 34 131 377 Total 15-Minute Volume [veh/h] 13 196 11 53 196 88 61 28 22 8 33 94 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Total Hourly Volume [veh/h] 49 744 40 202 742 335 230 108 84 32 124 357 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] 1 3 1 0 17 0 0 0 2 2 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 47 726 38 198 711 328 225 106 80 29 122 350 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 19 39 39 12 33 33 9 30 30
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 25.95 233.49 17.86 94.12 181.09 99.86 125.02 47.99 67.46 17.52 60.30 304.68 95th-Percentile Queue Length [veh/ln] 1.04 9.34 0.71 3.76 7.24 3.99 5.00 1.92 2.70 0.70 2.41 12.19 50th-Percentile Queue Length [ft/ln] 14.42 137.38 9.92 52.29 100.61 55.48 69.46 26.66 37.48 9.74 33.50 191.28 50th-Percentile Queue Length [veh/ln] 0.58 5.50 0.40 2.09 4.02 2.22 2.78 1.07 1.50 0.39 1.34 7.65 Critical Lane Group No Yes No No No No Yes No No No No Yes Lane Group LOS D B A C B A D C C D D C
d, Delay for Lane Group [s/veh] 42.49 17.53 9.92 34.31 10.93 5.62 44.32 32.27 26.30 44.10 37.33 32.05 X, volume / capacity 0.31 0.47 0.05 0.38 0.38 0.31 0.78 0.19 0.21 0.30 0.32 0.74 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] 1.05 0.95 0.10 0.43 0.52 0.70 4.19 0.15 0.25 1.51 0.46 4.50 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.23 d1, Uniform Delay [s] 41.44 16.58 9.81 33.88 10.40 4.92 40.13 32.13 26.05 42.59 36.86 27.55 c, Capacity [veh/h] 167 1674 871 559 2078 1143 312 610 421 112 403 509 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.01 0.22 0.03 0.06 0.22 0.22 0.07 0.03 0.06 0.01 0.04 0.23 g / C, Green / Cycle 0.05 0.46 0.54 0.16 0.57 0.71 0.09 0.17 0.26 0.03 0.11 0.31 g_i, Effective Green Time [s] 4 42 49 14 52 64 8 15 23 3 10 28 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.49 17.53 9.92 34.31 10.93 5.62 44.32 32.27 26.30 44.10 37.33 32.05 Movement LOS D B A C B A D C C D D C
d_A, Approach Delay [s/veh] 18.64 13.23 37.64 34.08
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 21.61
Intersection LOS C
Intersection V/C 0.364
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.844 2.979 2.732 2.722 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 778 644 578 d_b, Bicycle Delay [s] 23.47 16.81 20.67 22.76
I_b,int, Bicycle LOS Score for Intersection 2.285 2.673 1.928 2.007 Bicycle LOS B B A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.306
Level Of Service: A
Delay (sec / veh): 6.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 15 805 3 134 741 9 1 0 4 3 1 150 Total 15-Minute Volume [veh/h] 4 201 1 33 185 2 0 0 1 1 0 37 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 0.9280 Total Hourly Volume [veh/h] 14 747 3 124 688 8 1 0 4 3 1 139 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 5 0 0 21 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 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 727 3 122 654 8 1 0 4 3 1 136 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 7 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 58 0 0 58 0 0 32 0 0 32 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 3.59 59.61 59.55 40.69 54.33 54.14 1.03 3.58 2.73 162.26 95th-Percentile Queue Length [veh/ln] 0.14 2.38 2.38 1.63 2.17 2.17 0.04 0.14 0.11 6.49 50th-Percentile Queue Length [ft/ln] 1.99 33.12 33.08 22.61 30.18 30.08 0.57 1.99 1.52 90.14 50th-Percentile Queue Length [veh/ln] 0.08 1.32 1.32 0.90 1.21 1.20 0.02 0.08 0.06 3.61 Critical Lane Group No No Yes No No No No No No Yes
Lane Group LOS A A A A A A D D D D
d, Delay for Lane Group [s/veh] 3.96 2.85 2.85 5.90 2.76 2.76 43.87 35.26 36.64 46.45 X, volume / capacity 0.03 0.27 0.27 0.24 0.25 0.25 0.01 0.02 0.01 0.80 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] 0.08 0.44 0.44 1.00 0.39 0.40 0.04 0.04 0.02 7.71 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 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 3.89 2.41 2.41 4.90 2.37 2.37 43.83 35.22 36.62 38.75 c, Capacity [veh/h] 593 1510 1508 562 1510 1503 97 188 222 188 s, saturation flow rate [veh/h] 723 1900 1898 685 1900 1892 1256 1615 1435 1617 (v / s)_i Volume / Saturation Flow Rate 0.02 0.21 0.21 0.20 0.20 0.20 0.00 0.00 0.00 0.09 g / C, Green / Cycle 0.80 0.80 0.80 0.80 0.80 0.80 0.12 0.12 0.12 0.12 g_i, Effective Green Time [s] 72 72 72 72 72 72 10 10 10 10 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 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 3.96 2.85 2.85 5.90 2.76 2.76 43.87 35.26 35.26 36.64 46.45 46.45 Movement LOS A A A A A A D D D D D D
d_A, Approach Delay [s/veh] 2.87 3.24 36.98 46.26
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 6.71
Intersection LOS A
Intersection V/C 0.306
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.612 2.755 1.973 2.227 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 1200 622 622 d_b, Bicycle Delay [s] 7.20 7.20 21.36 21.36
I_b,int, Bicycle LOS Score for Intersection 2.239 2.289 1.568 1.814 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.118
Level Of Service: D
Delay (sec / veh): 27.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Ayala Dr at Miro Wy
Intersection Level Of Service Report
Crosswalk No No Yes
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] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 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
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 35 783 694 38 21 11
Total 15-Minute Volume [veh/h] 9 196 173 9 5 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 33 744 659 36 20 10
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] 33 0 0 21 5 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 729 646 15 15 0
Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Intersection LOS D
d_I, Intersection Delay [s/veh] 0.66
Approach LOS A A C
d_A, Approach Delay [s/veh] 0.39 0.00 22.57
95th-Percentile Queue Length [ft/ln] 1.49 0.74 0.00 0.00 11.51 11.51 95th-Percentile Queue Length [veh/ln] 0.06 0.03 0.00 0.00 0.46 0.46 Movement LOS A A A A D B
d_M, Delay for Movement [s/veh] 9.12 0.00 0.00 0.00 27.57 13.02 V/C, Movement V/C Ratio 0.04 0.01 0.01 0.00 0.12 0.02
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.440
Level Of Service: C
Delay (sec / veh): 32.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 224 649 75 60 606 70 155 293 173 66 357 47 Total 15-Minute Volume [veh/h] 56 162 19 15 152 17 39 73 43 17 89 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 Total Hourly Volume [veh/h] 206 596 69 55 557 64 142 269 159 61 328 43 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] 5 0 0 1 0 9 30 0 2 0 0 3
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 197 584 68 53 546 54 110 264 154 60 322 39 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 10 33 0 9 32 0 11 39 0 9 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 137.35 177.32 171.38 30.46 174.30 168.90 246.90 230.29 212.81 79.11 204.50 200.83 95th-Percentile Queue Length [veh/ln] 5.49 7.09 6.86 1.22 6.97 6.76 9.88 9.21 8.51 3.16 8.18 8.03 50th-Percentile Queue Length [ft/ln] 76.30 98.51 95.21 16.92 96.83 93.84 141.72 135.01 122.17 43.95 116.13 113.48 50th-Percentile Queue Length [veh/ln] 3.05 3.94 3.81 0.68 3.87 3.75 5.67 5.40 4.89 1.76 4.65 4.54 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS E B B D B B F D D E D D
d, Delay for Lane Group [s/veh] 60.49 11.60 11.63 43.55 12.58 12.62 107.76 39.41 40.28 56.05 42.23 42.71 X, volume / capacity 0.96 0.35 0.35 0.39 0.34 0.34 1.10 0.76 0.78 0.77 0.78 0.78 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] 18.62 0.89 0.92 1.65 0.89 0.92 66.26 3.77 4.56 13.65 4.85 5.27 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 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 41.87 10.71 10.71 41.90 11.69 11.70 41.50 35.64 35.73 42.40 37.38 37.43 c, Capacity [veh/h] 234 1068 1029 152 1023 987 141 322 283 85 264 254 s, saturation flow rate [veh/h] 3514 1900 1832 3514 1900 1832 1810 1900 1668 1810 1900 1824 (v / s)_i Volume / Saturation Flow Rate 0.06 0.19 0.19 0.02 0.18 0.18 0.09 0.13 0.13 0.04 0.11 0.11 g / C, Green / Cycle 0.07 0.56 0.56 0.04 0.54 0.54 0.08 0.17 0.17 0.05 0.14 0.14 g_i, Effective Green Time [s] 6 51 51 4 49 49 7 15 15 4 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] 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.49 11.61 11.63 43.55 12.60 12.62 107.76 39.55 40.28 56.05 42.44 42.71 Movement LOS E B B D B B F D D E D D
d_A, Approach Delay [s/veh] 23.16 15.12 56.78 44.37
Approach LOS C B E D
d_I, Intersection Delay [s/veh] 32.15
Intersection LOS C
Intersection V/C 0.440
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.746 2.712 2.549 2.476 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 644 622 778 733 d_b, Bicycle Delay [s] 20.67 21.36 16.81 18.05
I_b,int, Bicycle LOS Score for Intersection 2.342 2.167 2.072 1.947 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.125
Level Of Service: A
Delay (sec / veh): 7.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 7 326 44 2 267 45 35 17 17 13 17 1 Total 15-Minute Volume [veh/h] 2 81 11 1 67 11 9 4 4 3 4 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 6 291 39 2 238 40 31 15 15 12 15 1 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 39 2 0 0 0 0 0 12 0 1
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 6 285 0 0 233 39 30 15 15 0 15 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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
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 0.0 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 0.0 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 7 0 0 10 0 0 17 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 16 64 0 0 48 0 0 26 0 0 26 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 8 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 9.90 18.39 18.07 27.34 24.73 33.50 32.22 28.99 95th-Percentile Queue Length [veh/ln] 0.40 0.74 0.72 1.09 0.99 1.34 1.29 1.16 50th-Percentile Queue Length [ft/ln] 5.50 10.22 10.04 15.19 13.74 18.61 17.90 16.10 50th-Percentile Queue Length [veh/ln] 0.22 0.41 0.40 0.61 0.55 0.74 0.72 0.64 Critical Lane Group No No Yes No No Yes No No
Lane Group LOS E A A A A D D D
d, Delay for Lane Group [s/veh] 57.60 1.80 1.81 2.89 2.94 38.82 38.44 38.03 X, volume / capacity 0.39 0.12 0.12 0.11 0.12 0.23 0.21 0.15 Lane Group Results
PF, progression factor 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 13.31 0.16 0.17 0.15 0.19 0.77 0.64 0.35 I, Upstream Filtering Factor 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 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 44.29 1.64 1.65 2.74 2.75 38.05 37.80 37.68 c, Capacity [veh/h] 18 1555 1492 1490 1254 151 162 202
s, saturation flow rate [veh/h] 1810 1900 1822 1896 1641 1417 1746 1568 (v / s)_i Volume / Saturation Flow Rate 0.00 0.10 0.10 0.09 0.09 0.02 0.02 0.02 g / C, Green / Cycle 0.01 0.82 0.82 0.77 0.77 0.09 0.09 0.09 g_i, Effective Green Time [s] 1 74 74 69 69 8 8 8
l2, Clearance Lost Time [s] 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 2.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 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
Lane Group L C C C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 57.60 1.81 1.81 2.89 2.91 2.94 38.82 38.44 38.44 38.03 38.03 38.03 Movement LOS E A A A A A D D D D D D
d_A, Approach Delay [s/veh] 2.84 2.91 38.63 38.03
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 7.37
Intersection LOS A
Intersection V/C 0.125
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.451 2.347 1.987 1.765 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1333 978 489 489 d_b, Bicycle Delay [s] 5.00 11.76 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 1.871 1.819 1.673 1.611 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.313
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 44 143 65 75 99 60 63 458 33 21 472 136 Total 15-Minute Volume [veh/h] 11 36 16 19 25 15 16 114 8 5 118 34 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 Total Hourly Volume [veh/h] 42 137 62 72 95 58 61 440 32 20 454 131 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 2 0 10 34 30 0 0 9 5 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 41 134 61 69 93 47 26 402 31 20 436 124 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 9 52 0 9 52 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 65.91 21.57 39.83 33.31 19.84 76.14 212.46 209.51 25.27 281.43 268.37 95th-Percentile Queue Length [veh/ln] 2.64 0.86 1.59 1.33 0.79 3.05 8.50 8.38 1.01 11.26 10.73 50th-Percentile Queue Length [ft/ln] 36.62 11.98 22.13 18.51 11.02 42.30 121.92 119.77 14.04 173.44 163.52 50th-Percentile Queue Length [veh/ln] 1.46 0.48 0.89 0.74 0.44 1.69 4.88 4.79 0.56 6.94 6.54 Critical Lane Group Yes No No No No Yes No No No No Yes Lane Group LOS A A B A A E C C D D D
d, Delay for Lane Group [s/veh] 7.51 6.85 13.64 7.02 6.82 56.72 32.59 32.66 52.35 39.04 39.71 X, volume / capacity 0.17 0.06 0.12 0.09 0.06 0.77 0.59 0.59 0.50 0.83 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 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] 0.34 0.12 0.37 0.17 0.11 14.20 1.30 1.34 8.91 4.57 5.18 I, Upstream 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 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 7.17 6.73 13.28 6.85 6.71 42.51 31.30 31.32 43.44 34.47 34.54 c, Capacity [veh/h] 1095 1003 645 1074 1003 82 422 413 42 381 352 s, saturation flow rate [veh/h] 1684 1615 910 1729 1615 1810 1900 1856 1810 1900 1756 (v / s)_i Volume / Saturation Flow Rate 0.11 0.04 0.08 0.06 0.04 0.03 0.13 0.13 0.01 0.17 0.17 g / C, Green / Cycle 0.62 0.62 0.62 0.62 0.62 0.05 0.22 0.22 0.02 0.20 0.20 g_i, Effective Green Time [s] 56 56 56 56 56 4 20 20 2 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 2.00 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 7.51 7.51 6.85 13.64 7.02 6.82 56.72 32.62 32.66 52.35 39.27 39.71 Movement LOS A A A B A A E C C D D D
d_A, Approach Delay [s/veh] 7.34 9.09 35.37 39.80
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 29.12
Intersection LOS C
Intersection V/C 0.313
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.231 2.414 2.584 2.647 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1067 d_b, Bicycle Delay [s] 23.47 23.47 9.80 9.80
I_b,int, Bicycle LOS Score for Intersection 1.975 1.753 2.017 2.079 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP AM
Version 2023 (SP 0-9)
Generated with
Intersection Analysis Summary
Report File: K:\...\3. OY WP PM.pdf 2/11/2025
Vistro File: K:\...\Miro Way_PM.vistro Scenario 3 OY 2024 WP PM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Left 0.497 29.1 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.248 10.4 B
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
EB Left 0.528 30.5 C
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
EB Left 0.397 47.9 E
HCM 7th
Edition 7 Ayala Dr at Miro Wy Two-way stop
WB Right 0.447 7.0 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
NB Left 0.612 25.5 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
WB Left 0.602 31.1 C
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
NB Left 0.521 26.2 C
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
SB Left 0.769 31.9 C
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 0.764 32.5 C
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.764
Level Of Service: C
Delay (sec / veh): 32.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 566 334 0 0 327 422 0 0 0 343 4 137 Total 15-Minute Volume [veh/h] 141 84 0 0 82 105 0 0 0 86 1 34 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 1.0000 1.0000 0.9100 0.9100 1.0000 1.0000 1.0000 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 515 304 0 0 298 384 0 0 0 312 4 125 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] 30 0 0 0 0 0 0 0 0 11 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 53 67 0 0 14 0 0 0 0 0 23 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 460.90 39.30 255.86 380.81 323.78 121.00 95th-Percentile Queue Length [veh/ln] 18.44 1.57 10.23 15.23 12.95 4.84 50th-Percentile Queue Length [ft/ln] 315.29 21.83 154.08 250.92 206.07 67.22 50th-Percentile Queue Length [veh/ln] 12.61 0.87 6.16 10.04 8.24 2.69 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A C D D C
d, Delay for Lane Group [s/veh] 36.60 4.48 28.71 42.04 45.18 31.72 X, volume / capacity 0.92 0.13 0.54 0.82 0.91 0.42
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.10 0.11 3.45 13.73 10.37 0.82 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.15 0.50 0.50 0.50 0.13 0.11
d1, Uniform Delay [s] 28.50 4.37 25.26 28.31 34.81 30.90 c, Capacity [veh/h] 616 2543 605 514 377 338
s, saturation flow rate [veh/h] 1810 3618 1900 1615 1810 1622 (v / s)_i Volume / Saturation Flow Rate 0.31 0.09 0.17 0.26 0.19 0.09 g / C, Green / Cycle 0.34 0.70 0.32 0.32 0.21 0.21
g_i, Effective Green Time [s] 31 63 29 29 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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 36.60 4.48 0.00 0.00 28.71 42.04 0.00 0.00 0.00 45.18 31.72 31.72 Movement LOS D A C D D C C
d_A, Approach Delay [s/veh] 24.68 36.22 0.00 41.26
Approach LOS C D A D
d_I, Intersection Delay [s/veh] 32.50
Intersection LOS C
Intersection V/C 0.764
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.392 1.952 Crosswalk LOS F F B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1400 222 0 422 d_b, Bicycle Delay [s] 4.05 35.56 45.00 28.01
I_b,int, Bicycle LOS Score for Intersection 2.302 2.178 4.132 2.358 Bicycle LOS B B D B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.769
Level Of Service: C
Delay (sec / veh): 31.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 635 481 165 471 0 217 4 549 0 0 0 Total 15-Minute Volume [veh/h] 0 159 120 41 118 0 54 1 137 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9550 0.9550 0.9550 0.9550 1.0000 0.9550 0.9550 0.9550 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 606 459 158 450 0 207 4 524 0 0 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 30 31 0 11 0 0 0 12 0 0 0 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 36 0 13 49 0 0 41 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 405.44 455.87 194.59 106.44 149.76 493.58 95th-Percentile Queue Length [veh/ln] 16.22 18.23 7.78 4.26 5.99 19.74 50th-Percentile Queue Length [ft/ln] 270.56 311.21 108.98 59.14 83.20 341.95 50th-Percentile Queue Length [veh/ln] 10.82 12.45 4.36 2.37 3.33 13.68 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS C D E B C D
d, Delay for Lane Group [s/veh] 28.93 36.75 55.98 10.95 20.95 44.94 X, volume / capacity 0.73 0.84 0.91 0.24 0.33 0.93
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] 6.11 12.39 15.88 0.29 0.29 17.46 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.33
d1, Uniform Delay [s] 22.82 24.36 40.11 10.66 20.66 27.48 c, Capacity [veh/h] 763 662 181 1975 661 590
s, saturation flow rate [veh/h] 1900 1649 1810 3618 1811 1615 (v / s)_i Volume / Saturation Flow Rate 0.29 0.34 0.09 0.13 0.12 0.34 g / C, Green / Cycle 0.40 0.40 0.10 0.55 0.36 0.36
g_i, Effective Green Time [s] 36 36 9 49 33 33
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 29.88 36.75 55.98 10.95 0.00 20.95 20.95 44.94 0.00 0.00 0.00 Movement LOS C D E B C C D
d_A, Approach Delay [s/veh] 32.84 22.63 38.06 0.00
Approach LOS C C D A
d_I, Intersection Delay [s/veh] 31.86
Intersection LOS C
Intersection V/C 0.769
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.092 2.059 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 1000 822 0 d_b, Bicycle Delay [s] 18.69 11.25 15.61 45.00
I_b,int, Bicycle LOS Score for Intersection 2.480 2.084 2.830 4.132 Bicycle LOS B B C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.521
Level Of Service: C
Delay (sec / veh): 26.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 54 764 36 195 665 147 101 286 71 21 184 234 Total 15-Minute Volume [veh/h] 14 191 9 49 166 37 25 72 18 5 46 59 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 Total Hourly Volume [veh/h] 52 733 35 187 638 141 97 275 68 20 177 225 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 61 0 0 23 0 0 1 0 0 2 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 14 0 0 14 0 0 10 0 0 14 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] 15 30 0 19 34 0 12 32 0 9 29 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 63.43 250.32 247.45 204.38 217.37 207.46 113.78 155.05 148.01 25.27 169.43 229.95 95th-Percentile Queue Length [veh/ln] 2.54 10.01 9.90 8.18 8.69 8.30 4.55 6.20 5.92 1.01 6.78 9.20 50th-Percentile Queue Length [ft/ln] 35.24 149.92 147.77 116.05 125.50 118.28 63.21 86.14 82.23 14.04 94.13 134.76 50th-Percentile Queue Length [veh/ln] 1.41 6.00 5.91 4.64 5.02 4.73 2.53 3.45 3.29 0.56 3.77 5.39 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D B B D B B D C C D D D
d, Delay for Lane Group [s/veh] 53.63 19.15 19.18 46.20 13.67 13.75 50.95 30.96 31.09 52.35 35.61 42.70 X, volume / capacity 0.70 0.47 0.47 0.84 0.41 0.41 0.78 0.44 0.44 0.50 0.56 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] 11.10 1.86 1.90 7.89 1.23 1.31 9.85 0.72 0.79 8.91 1.50 6.68 I, Upstream 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 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.53 17.28 17.29 38.32 12.44 12.44 41.10 30.24 30.30 43.44 34.11 36.03 c, Capacity [veh/h] 77 855 841 232 1018 955 129 419 391 42 328 279 s, saturation flow rate [veh/h] 1810 1900 1870 1810 1900 1782 1810 1900 1772 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.21 0.21 0.11 0.22 0.22 0.06 0.10 0.10 0.01 0.10 0.14 g / C, Green / Cycle 0.04 0.45 0.45 0.13 0.54 0.54 0.07 0.22 0.22 0.02 0.17 0.17 g_i, Effective Green Time [s] 4 41 41 12 48 48 6 20 20 2 16 16 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.63 19.16 19.18 46.20 13.70 13.75 50.95 31.01 31.09 52.35 35.61 42.70 Movement LOS D B B D B B D C C D D D
d_A, Approach Delay [s/veh] 21.34 20.00 35.42 40.19
Approach LOS C B D D
d_I, Intersection Delay [s/veh] 26.19
Intersection LOS C
Intersection V/C 0.521
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.616 2.712 2.466 2.488 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 578 667 622 556 d_b, Bicycle Delay [s] 22.76 20.00 21.36 23.47
I_b,int, Bicycle LOS Score for Intersection 2.264 2.390 1.937 1.922 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.602
Level Of Service: C
Delay (sec / veh): 31.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 45 338 46 147 381 129 83 457 66 60 366 154 Total 15-Minute Volume [veh/h] 11 85 12 37 95 32 21 114 16 15 92 39 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 Total Hourly Volume [veh/h] 44 329 45 143 370 125 81 444 64 58 356 150 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 23 0 0 0 1 0 0 3 61
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 43 323 44 118 363 123 79 434 63 57 346 87 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 17 26 0 13 22 22 24 42 0 9 27 27
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 51.94 276.74 161.11 243.54 57.85 91.42 449.65 72.68 283.79 88.54 95th-Percentile Queue Length [veh/ln] 2.08 11.07 6.44 9.74 2.31 3.66 17.99 2.91 11.35 3.54 50th-Percentile Queue Length [ft/ln] 28.85 169.87 89.51 144.85 32.14 50.79 306.17 40.38 175.24 49.19 50th-Percentile Queue Length [veh/ln] 1.15 6.79 3.58 5.79 1.29 2.03 12.25 1.62 7.01 1.97 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D C D B B D D E C B
d, Delay for Lane Group [s/veh] 51.63 25.44 48.53 19.95 10.59 48.80 41.03 56.81 29.98 16.40 X, volume / capacity 0.63 0.55 0.82 0.46 0.15 0.71 0.92 0.76 0.68 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 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] 9.03 3.16 8.80 1.87 0.35 7.56 10.91 14.21 1.48 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.20 0.11 0.11 0.11 d1, Uniform Delay [s] 42.60 22.28 39.74 18.08 10.23 41.24 30.12 42.60 28.50 16.24 c, Capacity [veh/h] 71 694 180 823 876 117 570 78 541 692 s, saturation flow rate [veh/h] 1810 1861 1810 1900 1615 1810 1859 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.21 0.08 0.20 0.08 0.05 0.28 0.03 0.19 0.10 g / C, Green / Cycle 0.04 0.37 0.10 0.43 0.54 0.06 0.31 0.04 0.29 0.43 g_i, Effective Green Time [s] 3 34 9 39 49 6 28 4 26 39 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 51.63 25.44 25.44 48.53 19.95 10.59 48.80 41.03 41.03 56.81 29.98 16.40 Movement LOS D C C D B B D D D E C B
d_A, Approach Delay [s/veh] 28.19 24.51 42.09 29.15
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 31.08
Intersection LOS C
Intersection V/C 0.602
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.246 2.542 2.314 2.541 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 400 844 511 d_b, Bicycle Delay [s] 25.69 28.80 15.02 24.94
I_b,int, Bicycle LOS Score for Intersection 2.267 2.644 2.560 2.517 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.612
Level Of Service: C
Delay (sec / veh): 25.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 115 861 82 364 882 576 384 403 121 66 196 380 Total 15-Minute Volume [veh/h] 29 215 21 91 221 144 96 101 30 16 49 95 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 Total Hourly Volume [veh/h] 110 825 79 349 845 552 368 386 116 63 188 364 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] 2 17 2 0 6 0 0 0 1 1 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 106 792 75 342 823 541 361 378 113 61 184 357 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 15 35 35 17 37 37 9 29 29
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 58.88 270.55 37.12 186.78 242.93 210.07 186.89 172.84 85.01 33.48 91.47 331.58 95th-Percentile Queue Length [veh/ln] 2.36 10.82 1.48 7.47 9.72 8.40 7.48 6.91 3.40 1.34 3.66 13.26 50th-Percentile Queue Length [ft/ln] 32.71 165.17 20.62 103.77 144.39 120.17 103.83 96.02 47.23 18.60 50.82 212.14 50th-Percentile Queue Length [veh/ln] 1.31 6.61 0.82 4.15 5.78 4.81 4.15 3.84 1.89 0.74 2.03 8.49 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS D B B D B A D C C D D D
d, Delay for Lane Group [s/veh] 44.31 19.97 10.78 43.39 15.49 8.24 39.31 31.62 22.97 43.53 37.87 38.27 X, volume / capacity 0.59 0.54 0.10 0.85 0.48 0.51 0.76 0.51 0.24 0.42 0.46 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] 2.81 1.34 0.22 4.71 0.92 1.69 2.33 0.53 0.24 1.73 0.79 8.09 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.23 d1, Uniform Delay [s] 41.50 18.63 10.56 38.68 14.58 6.55 36.98 31.09 22.73 41.81 37.08 30.18 c, Capacity [veh/h] 195 1586 853 430 1827 1121 508 783 511 159 424 458 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.24 0.05 0.10 0.24 0.36 0.11 0.11 0.07 0.02 0.05 0.24 g / C, Green / Cycle 0.06 0.44 0.53 0.12 0.50 0.69 0.14 0.22 0.32 0.05 0.12 0.28 g_i, Effective Green Time [s] 5 39 47 11 45 62 13 20 29 4 11 26 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 44.31 19.97 10.78 43.39 15.49 8.24 39.31 31.62 22.97 43.53 37.87 38.27 Movement LOS D B B D B A D C C D D D
d_A, Approach Delay [s/veh] 21.90 18.77 33.72 38.69
Approach LOS C B C D
d_I, Intersection Delay [s/veh] 25.47
Intersection LOS C
Intersection V/C 0.612
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.892 3.076 2.845 2.803 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 689 733 556 d_b, Bicycle Delay [s] 23.47 19.34 18.05 23.47
I_b,int, Bicycle LOS Score for Intersection 2.432 3.063 2.309 2.089 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.447
Level Of Service: A
Delay (sec / veh): 7.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 8 890 8 219 919 1 0 0 5 1 3 158 Total 15-Minute Volume [veh/h] 2 223 2 55 230 0 0 0 1 0 1 40 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 0.9730 Total Hourly Volume [veh/h] 8 866 8 213 894 1 0 0 5 1 3 154 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 21 0 0 8 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 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 828 8 209 869 1 0 0 5 1 3 151 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 10 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 55 0 0 55 0 0 35 0 0 35 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 2.19 72.97 72.77 91.60 75.22 75.20 0.00 4.43 0.90 172.17 95th-Percentile Queue Length [veh/ln] 0.09 2.92 2.91 3.66 3.01 3.01 0.00 0.18 0.04 6.89 50th-Percentile Queue Length [ft/ln] 1.22 40.54 40.43 50.89 41.79 41.78 0.00 2.46 0.50 95.65 50th-Percentile Queue Length [veh/ln] 0.05 1.62 1.62 2.04 1.67 1.67 0.00 0.10 0.02 3.83 Critical Lane Group No No No Yes No No No No No Yes
Lane Group LOS A A A A A A A C D D
d, Delay for Lane Group [s/veh] 4.64 3.16 3.17 9.44 3.20 3.20 0.00 34.76 36.07 45.97 X, volume / capacity 0.02 0.30 0.30 0.43 0.31 0.31 0.00 0.03 0.00 0.81 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.06 0.52 0.52 2.61 0.53 0.53 0.00 0.05 0.01 7.55 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 4.58 2.65 2.65 6.84 2.67 2.67 0.00 34.71 36.06 38.43 c, Capacity [veh/h] 501 1497 1493 512 1497 1497 99 199 231 199 s, saturation flow rate [veh/h] 617 1900 1894 630 1900 1899 1245 1615 1434 1620 (v / s)_i Volume / Saturation Flow Rate 0.01 0.24 0.24 0.35 0.24 0.24 0.00 0.00 0.00 0.10 g / C, Green / Cycle 0.79 0.79 0.79 0.79 0.79 0.79 0.12 0.12 0.12 0.12 g_i, Effective Green Time [s] 71 71 71 71 71 71 11 11 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] 2.00 0.00 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.64 3.16 3.17 9.44 3.20 3.20 0.00 34.76 34.76 36.07 45.97 45.97 Movement LOS A A A A A A A C C D D D
d_A, Approach Delay [s/veh] 3.18 4.40 34.76 45.91
Approach LOS A A C D
d_I, Intersection Delay [s/veh] 7.01
Intersection LOS A
Intersection V/C 0.447
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.660 2.810 1.959 2.380 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1133 689 689 d_b, Bicycle Delay [s] 8.45 8.45 19.34 19.34
I_b,int, Bicycle LOS Score for Intersection 2.307 2.499 1.568 1.827 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.397
Level Of Service: E
Delay (sec / veh): 47.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Ayala Dr at Miro Wy
Intersection Level Of Service Report
Crosswalk No No Yes
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] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 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
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 14 877 914 34 52 35
Total 15-Minute Volume [veh/h] 3 219 228 8 13 9
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 13 833 868 32 49 33
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] 13 0 0 8 21 33
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 817 851 24 27 0
Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Intersection LOS E
d_I, Intersection Delay [s/veh] 1.86
Approach LOS A A E
d_A, Approach Delay [s/veh] 0.16 0.00 39.54
95th-Percentile Queue Length [ft/ln] 0.59 0.29 0.00 0.00 54.87 54.87 95th-Percentile Queue Length [veh/ln] 0.02 0.01 0.00 0.00 2.19 2.19 Movement LOS A A A A E D
d_M, Delay for Movement [s/veh] 9.93 0.00 0.00 0.00 47.93 27.06 V/C, Movement V/C Ratio 0.02 0.01 0.01 0.00 0.40 0.06
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.528
Level Of Service: C
Delay (sec / veh): 30.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 159 714 106 157 749 95 153 494 233 98 386 55 Total 15-Minute Volume [veh/h] 40 179 27 39 187 24 38 123 58 25 97 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 Total Hourly Volume [veh/h] 147 660 98 145 692 88 141 456 215 91 357 51 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] 2 0 0 3 0 30 12 0 5 0 0 1
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 142 647 96 139 678 57 126 447 206 89 350 49 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 9 32 0 9 32 0 12 38 0 11 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 87.40 255.03 246.57 85.84 262.21 254.61 194.37 329.05 302.35 110.87 195.47 190.58 95th-Percentile Queue Length [veh/ln] 3.50 10.20 9.86 3.43 10.49 10.18 7.77 13.16 12.09 4.43 7.82 7.62 50th-Percentile Queue Length [ft/ln] 48.56 153.45 147.11 47.69 158.86 153.14 108.83 210.18 189.47 61.59 109.62 106.11 50th-Percentile Queue Length [veh/ln] 1.94 6.14 5.88 1.91 6.35 6.13 4.35 8.41 7.58 2.46 4.38 4.24 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS D B B D B B E D D D C C
d, Delay for Lane Group [s/veh] 50.02 18.62 18.70 49.55 18.84 18.92 63.82 37.72 38.29 51.31 32.46 32.57 X, volume / capacity 0.81 0.48 0.48 0.80 0.49 0.49 0.95 0.86 0.86 0.78 0.55 0.55 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.98 1.87 1.95 7.54 1.96 2.04 23.02 4.80 5.37 10.10 1.13 1.20 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 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.04 16.75 16.75 42.02 16.88 16.88 40.81 32.92 32.92 41.22 31.33 31.37 c, Capacity [veh/h] 195 877 838 195 877 843 161 448 400 125 411 393 s, saturation flow rate [veh/h] 3514 1900 1815 3514 1900 1826 1810 1900 1697 1810 1900 1819 (v / s)_i Volume / Saturation Flow Rate 0.05 0.22 0.22 0.04 0.23 0.23 0.08 0.20 0.20 0.05 0.12 0.12 g / C, Green / Cycle 0.06 0.46 0.46 0.06 0.46 0.46 0.09 0.24 0.24 0.07 0.22 0.22 g_i, Effective Green Time [s] 5 42 42 5 42 42 8 21 21 6 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] 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.02 18.65 18.70 49.55 18.87 18.92 63.82 37.85 38.29 51.31 32.51 32.57 Movement LOS D B B D B B E D D D C C
d_A, Approach Delay [s/veh] 23.75 23.69 42.48 35.94
Approach LOS C C D D
d_I, Intersection Delay [s/veh] 30.52
Intersection LOS C
Intersection V/C 0.528
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.789 2.767 2.598 2.554 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 622 756 733 d_b, Bicycle Delay [s] 21.36 21.36 17.42 18.05
I_b,int, Bicycle LOS Score for Intersection 2.367 2.385 2.286 2.004 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.248
Level Of Service: B
Delay (sec / veh): 10.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 23 516 18 1 484 68 67 35 34 49 30 3 Total 15-Minute Volume [veh/h] 6 129 4 0 121 17 17 9 8 12 8 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 Total Hourly Volume [veh/h] 18 410 14 1 385 54 53 28 27 39 24 2 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 14 1 0 0 0 0 0 39 0 2
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 402 0 0 377 53 52 27 26 0 24 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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
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 0.0 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 0.0 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 7 0 0 10 0 0 17 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 10 41 0 0 31 0 0 49 0 0 49 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 8 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 27.59 33.52 33.26 64.86 57.96 71.05 65.50 83.25 95th-Percentile Queue Length [veh/ln] 1.10 1.34 1.33 2.59 2.32 2.84 2.62 3.33 50th-Percentile Queue Length [ft/ln] 15.33 18.62 18.48 36.03 32.20 39.47 36.39 46.25 50th-Percentile Queue Length [veh/ln] 0.61 0.74 0.74 1.44 1.29 1.58 1.46 1.85 Critical Lane Group Yes No No No Yes No No Yes
Lane Group LOS D A A A A D D D
d, Delay for Lane Group [s/veh] 52.50 2.30 2.31 4.11 4.20 44.57 38.35 41.52 X, volume / capacity 0.52 0.18 0.18 0.21 0.21 0.63 0.36 0.46 Lane Group Results
PF, progression factor 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.12 0.25 0.26 0.32 0.40 6.15 1.16 1.88 I, Upstream Filtering Factor 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 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 43.38 2.05 2.05 3.79 3.80 38.42 37.20 39.64 c, Capacity [veh/h] 44 1524 1506 1433 1212 106 190 177
s, saturation flow rate [veh/h] 1810 1900 1878 1899 1652 1398 1748 1038 (v / s)_i Volume / Saturation Flow Rate 0.01 0.14 0.14 0.16 0.16 0.05 0.04 0.08 g / C, Green / Cycle 0.02 0.80 0.80 0.73 0.73 0.11 0.11 0.11 g_i, Effective Green Time [s] 2 72 72 66 66 10 10 10
l2, Clearance Lost Time [s] 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 2.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 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
Lane Group L C C C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.50 2.30 2.31 4.11 4.15 4.20 44.57 38.35 38.35 41.52 41.52 41.52 Movement LOS D A A A A A D D D D D D
d_A, Approach Delay [s/veh] 4.38 4.15 41.42 41.52
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 10.37
Intersection LOS B
Intersection V/C 0.248
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.590 2.506 2.025 1.784 Crosswalk LOS B B B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 600 1000 1000 d_b, Bicycle Delay [s] 15.61 22.05 11.25 11.25
I_b,int, Bicycle LOS Score for Intersection 2.019 2.016 1.784 1.695 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.497
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 193 52 171 195 148 109 560 32 45 455 189 Total 15-Minute Volume [veh/h] 5 48 13 43 49 37 27 140 8 11 114 47 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 Total Hourly Volume [veh/h] 18 171 46 152 173 131 97 497 28 40 404 168 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 5 0 34 12 12 0 0 30 2 In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 168 45 144 170 95 83 475 27 39 367 163 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 10 52 0 9 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 85.50 19.24 136.00 78.71 58.54 137.66 247.05 243.80 52.74 296.75 277.42 95th-Percentile Queue Length [veh/ln] 3.42 0.77 5.44 3.15 2.34 5.51 9.88 9.75 2.11 11.87 11.10 50th-Percentile Queue Length [ft/ln] 47.50 10.69 75.55 43.73 32.52 76.48 147.47 145.05 29.30 185.17 170.39 50th-Percentile Queue Length [veh/ln] 1.90 0.43 3.02 1.75 1.30 3.06 5.90 5.80 1.17 7.41 6.82 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS A A C A A E C C D D D
d, Delay for Lane Group [s/veh] 9.03 8.03 25.30 9.06 8.79 62.22 32.27 32.31 52.98 38.47 39.24 X, volume / capacity 0.19 0.05 0.36 0.19 0.16 0.90 0.65 0.65 0.66 0.83 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 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] 0.40 0.11 2.17 0.42 0.35 20.51 1.56 1.60 10.25 4.56 5.27 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 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 8.64 7.92 23.13 8.64 8.44 41.71 30.71 30.72 42.72 33.91 33.97 c, Capacity [veh/h] 1095 948 470 1015 948 121 459 450 68 404 365 s, saturation flow rate [veh/h] 1791 1615 664 1729 1615 1810 1900 1864 1810 1900 1714 (v / s)_i Volume / Saturation Flow Rate 0.12 0.03 0.26 0.11 0.09 0.06 0.16 0.16 0.02 0.18 0.18 g / C, Green / Cycle 0.59 0.59 0.59 0.59 0.59 0.07 0.24 0.24 0.04 0.21 0.21 g_i, Effective Green Time [s] 53 53 53 53 53 6 22 22 3 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 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 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 9.03 9.03 8.03 25.30 9.06 8.79 62.22 32.29 32.31 52.98 38.67 39.24 Movement LOS A A A C A A E C C D D D
d_A, Approach Delay [s/veh] 8.84 14.39 36.94 39.76
Approach LOS A B D D
d_I, Intersection Delay [s/veh] 29.06
Intersection LOS C
Intersection V/C 0.497
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.497 2.588 2.832 Crosswalk LOS B B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1044 d_b, Bicycle Delay [s] 23.47 23.47 9.80 10.27
I_b,int, Bicycle LOS Score for Intersection 1.997 1.984 2.138 2.128 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 3: 3 OY 2024 WP PM
Version 2023 (SP 0-9)
Generated with
APPENDIX D-4

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2024 CUMULATIVE
Intersection Analysis Summary
Report File: \...\4. OY CUM AM.pdf 5/16/2024
Vistro File: \...\Miro Way_AM.vistro Scenario 4 OY 2024 Cum AM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.324 29.1 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.133 5.9 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
NB Left 0.512 36.3 D
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
WB Right 0.342 6.6 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
EB Left 0.406 22.7 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
EB Left 0.773 48.7 D
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
WB Right 0.952 86.6 F
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
EB Right 1.210 135.6 F
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 1.039 94.7 F
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.039
Level Of Service: F
Delay (sec / veh): 94.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 720 753 0 0 361 118 0 0 0 913 6 292 Total 15-Minute Volume [veh/h] 180 188 0 0 90 30 0 0 0 228 1 73 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 1.0000 1.0000 0.8530 0.8530 1.0000 1.0000 1.0000 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 614 642 0 0 308 101 0 0 0 779 5 249 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] 210 292 0 0 291 89 0 0 0 339 0 89 Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 34 49 0 0 15 0 0 0 0 0 41 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1077.63 208.10 365.30 412.68 1394.46 196.36 95th-Percentile Queue Length [veh/ln] 43.11 8.32 14.61 16.51 55.78 7.85 50th-Percentile Queue Length [ft/ln] 742.17 118.75 234.82 261.20 962.81 110.26 50th-Percentile Queue Length [veh/ln] 29.69 4.75 9.39 10.45 38.51 4.41 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS F B F F F B
d, Delay for Lane Group [s/veh] 132.76 14.92 106.94 137.38 140.50 19.60 X, volume / capacity 1.19 0.42 1.03 1.12 1.23 0.45
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] 102.76 0.71 67.44 97.88 114.00 0.47 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 0.50 0.11
d1, Uniform Delay [s] 30.00 14.21 39.50 39.50 26.50 19.12 c, Capacity [veh/h] 603 1809 232 214 744 666
s, saturation flow rate [veh/h] 1810 3618 1900 1748 1810 1620 (v / s)_i Volume / Saturation Flow Rate 0.40 0.21 0.13 0.14 0.50 0.18 g / C, Green / Cycle 0.33 0.50 0.12 0.12 0.41 0.41
g_i, Effective Green Time [s] 30 45 11 11 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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 132.76 14.92 0.00 0.00 117.19 137.38 0.00 0.00 0.00 140.50 19.60 19.60 Movement LOS F B F F F B B
d_A, Approach Delay [s/veh] 72.52 122.16 0.00 110.75
Approach LOS E F A F
d_I, Intersection Delay [s/veh] 94.67
Intersection LOS F
Intersection V/C 1.039
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.248 2.307 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 244 0 822 d_b, Bicycle Delay [s] 11.25 34.67 45.00 15.61
I_b,int, Bicycle LOS Score for Intersection 2.775 1.955 4.132 3.558 Bicycle LOS C A D D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.210
Level Of Service: F
Delay (sec / veh): 135.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 1012 612 106 1081 0 438 3 1077 0 0 0 Total 15-Minute Volume [veh/h] 0 253 153 26 270 0 109 1 269 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.8980 0.8980 0.8980 0.8980 1.0000 0.8980 0.8980 0.8980 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 909 550 95 971 0 393 3 967 0 0 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] 0 413 210 89 542 0 89 0 339 0 0 0 Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 35 0 9 44 0 0 46 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1292.42 1622.20 170.66 347.62 257.42 2158.19 95th-Percentile Queue Length [veh/ln] 51.70 64.89 6.83 13.90 10.30 86.33 50th-Percentile Queue Length [ft/ln] 887.07 1070.93 94.81 224.70 155.25 1419.61 50th-Percentile Queue Length [veh/ln] 35.48 42.84 3.79 8.99 6.21 56.78 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F F C B F
d, Delay for Lane Group [s/veh] 150.52 222.32 99.30 22.07 17.42 224.71 X, volume / capacity 1.24 1.41 1.05 0.67 0.52 1.43
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] 121.02 192.82 56.80 2.26 0.50 200.71 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.50
d1, Uniform Delay [s] 29.50 29.50 42.50 19.81 16.92 24.00 c, Capacity [veh/h] 654 578 101 1608 845 754
s, saturation flow rate [veh/h] 1900 1677 1810 3618 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.43 0.48 0.06 0.30 0.24 0.67 g / C, Green / Cycle 0.34 0.34 0.06 0.44 0.47 0.47
g_i, Effective Green Time [s] 31 31 5 40 42 42
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 164.71 222.32 99.30 22.07 0.00 17.42 17.42 224.71 0.00 0.00 0.00 Movement LOS F F F C B B F
d_A, Approach Delay [s/veh] 186.42 28.97 164.49 0.00
Approach LOS F C F A
d_I, Intersection Delay [s/veh] 135.56
Intersection LOS F
Intersection V/C 1.210
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.456 2.128 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 889 933 0 d_b, Bicycle Delay [s] 19.34 13.89 12.80 45.00
I_b,int, Bicycle LOS Score for Intersection 2.899 2.539 4.064 4.132 Bicycle LOS C B D D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.952
Level Of Service: F
Delay (sec / veh): 86.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 145 1049 17 541 1465 108 129 256 94 30 240 485 Total 15-Minute Volume [veh/h] 36 262 4 135 366 27 32 64 24 7 60 121 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 Total Hourly Volume [veh/h] 131 948 15 489 1324 98 117 231 85 27 217 438 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] 1 370 0 331 533 18 18 70 3 0 74 235 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 17 0 0 17 0 0 17 0 0 17 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] 11 26 0 27 42 0 10 26 0 11 27 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 210.80 785.61 782.88 801.27 730.88 770.79 206.35 135.84 127.16 34.78 196.88 741.07 95th-Percentile Queue Length [veh/ln] 8.43 31.42 31.32 32.05 29.24 30.83 8.25 5.43 5.09 1.39 7.88 29.64 50th-Percentile Queue Length [ft/ln] 119.22 536.46 534.24 542.86 540.28 572.22 114.64 75.46 70.64 19.32 110.63 495.48 50th-Percentile Queue Length [veh/ln] 4.77 21.46 21.37 21.71 21.61 22.89 4.59 3.02 2.83 0.77 4.43 19.82 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS F F F F D F F C C D C F
d, Delay for Lane Group [s/veh] 84.74 124.07 124.32 126.49 52.99 59.17 99.97 25.32 25.43 50.80 29.32 130.32 X, volume / capacity 1.03 1.15 1.15 1.17 0.98 1.00 1.07 0.33 0.33 0.54 0.49 1.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 43.24 90.07 90.32 92.99 27.36 33.17 57.97 0.34 0.39 7.82 0.78 96.82 I, Upstream 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 0.38 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.38 d1, Uniform Delay [s] 41.50 34.00 34.00 33.50 25.63 26.00 42.00 24.98 25.04 42.98 28.54 33.50 c, Capacity [veh/h] 141 464 462 462 802 783 121 554 504 56 486 413 s, saturation flow rate [veh/h] 1810 1900 1889 1810 1900 1855 1810 1900 1730 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.28 0.28 0.30 0.41 0.42 0.07 0.10 0.10 0.02 0.13 0.30 g / C, Green / Cycle 0.08 0.24 0.24 0.26 0.42 0.42 0.07 0.29 0.29 0.03 0.26 0.26 g_i, Effective Green Time [s] 7 22 22 23 38 38 6 26 26 3 23 23 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 84.74 124.19 124.32 126.49 55.86 59.17 99.97 25.35 25.43 50.80 29.32 130.32 Movement LOS F F F F E E F C C D C F
d_A, Approach Delay [s/veh] 119.47 74.10 45.46 95.06
Approach LOS F E D F
d_I, Intersection Delay [s/veh] 86.61
Intersection LOS F
Intersection V/C 0.952
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.847 3.038 2.491 2.607 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 844 489 511 d_b, Bicycle Delay [s] 25.69 15.02 25.69 24.94
I_b,int, Bicycle LOS Score for Intersection 2.559 3.304 1.955 2.182 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.773
Level Of Service: D
Delay (sec / veh): 48.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 199 376 117 198 426 231 146 474 92 48 594 196 Total 15-Minute Volume [veh/h] 50 94 29 49 106 58 37 119 23 12 148 49 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 Total Hourly Volume [veh/h] 173 327 102 172 370 201 127 412 80 42 516 170 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] 13 20 0 108 18 60 29 32 5 0 35 39 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 157 301 100 63 345 138 96 373 74 41 472 128 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 21 29 0 19 27 27 10 33 0 9 32 32
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 206.53 449.41 204.57 349.46 151.04 277.00 498.17 56.29 625.14 101.16 95th-Percentile Queue Length [veh/ln] 8.26 17.98 8.18 13.98 6.04 11.08 19.93 2.25 25.01 4.05 50th-Percentile Queue Length [ft/ln] 117.60 305.97 116.18 226.15 83.91 158.65 345.71 31.27 449.32 56.20 50th-Percentile Queue Length [veh/ln] 4.70 12.24 4.65 9.05 3.36 6.35 13.83 1.25 17.97 2.25 Critical Lane Group No Yes Yes No No Yes No No Yes No
Lane Group LOS D D D C B F D D F B
d, Delay for Lane Group [s/veh] 45.55 45.47 45.00 34.69 18.78 152.51 43.89 53.21 65.53 13.57 X, volume / capacity 0.83 0.87 0.82 0.72 0.34 1.21 0.91 0.67 1.00 0.25 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] 7.44 16.26 6.99 7.27 1.33 110.51 15.49 10.54 34.53 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.38 0.11 0.41 0.11 d1, Uniform Delay [s] 38.10 29.22 38.01 27.41 17.44 42.00 28.40 42.66 31.00 13.41 c, Capacity [veh/h] 239 568 240 594 684 121 625 71 591 789 s, saturation flow rate [veh/h] 1810 1824 1810 1900 1615 1810 1847 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.11 0.27 0.11 0.22 0.14 0.08 0.31 0.03 0.31 0.12 g / C, Green / Cycle 0.13 0.31 0.13 0.31 0.42 0.07 0.34 0.04 0.31 0.49 g_i, Effective Green Time [s] 12 28 12 28 38 6 30 4 28 44 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.55 45.47 45.47 45.00 34.69 18.78 152.51 43.89 43.89 53.21 65.53 13.57 Movement LOS D D D D C B F D D D F B
d_A, Approach Delay [s/veh] 45.49 32.77 66.16 52.67
Approach LOS D C E D
d_I, Intersection Delay [s/veh] 48.68
Intersection LOS D
Intersection V/C 0.773
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.351 2.608 2.506 2.619 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 511 644 622 d_b, Bicycle Delay [s] 23.47 24.94 20.67 21.36
I_b,int, Bicycle LOS Score for Intersection 2.701 2.970 2.734 2.942 Bicycle LOS B C B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.406
Level Of Service: C
Delay (sec / veh): 22.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 65 927 61 233 911 367 253 121 94 50 135 393 Total 15-Minute Volume [veh/h] 16 232 15 58 228 92 63 30 23 12 34 98 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Total Hourly Volume [veh/h] 62 879 58 221 864 348 240 115 89 47 128 373 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] 14 149 19 19 152 0 0 7 7 17 4 16 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 47 716 38 198 698 341 235 106 80 29 122 350 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 15 35 35 12 37 37 9 34 34
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 32.25 264.88 23.78 109.89 222.86 114.43 131.82 50.85 70.46 25.43 61.24 346.39 95th-Percentile Queue Length [veh/ln] 1.29 10.60 0.95 4.40 8.91 4.58 5.27 2.03 2.82 1.02 2.45 13.86 50th-Percentile Queue Length [ft/ln] 17.91 160.88 13.21 61.05 129.53 63.57 73.23 28.25 39.15 14.13 34.02 223.74 50th-Percentile Queue Length [veh/ln] 0.72 6.44 0.53 2.44 5.18 2.54 2.93 1.13 1.57 0.57 1.36 8.95 Critical Lane Group No Yes No No No No Yes No No No No Yes Lane Group LOS D B A D B A D C C D D D
d, Delay for Lane Group [s/veh] 42.21 16.87 8.61 38.20 12.44 6.31 45.27 32.21 25.86 43.57 36.47 39.51 X, volume / capacity 0.35 0.52 0.07 0.54 0.45 0.33 0.81 0.20 0.22 0.35 0.31 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] 1.11 1.11 0.14 1.07 0.73 0.79 5.01 0.15 0.25 1.51 0.39 9.37 I, Upstream 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 0.11 0.11 0.11 0.11 0.25 d1, Uniform Delay [s] 41.10 15.76 8.48 37.13 11.71 5.52 40.25 32.06 25.61 42.06 36.08 30.14 c, Capacity [veh/h] 187 1771 927 430 2021 1118 312 616 433 141 439 465 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.26 0.04 0.07 0.25 0.23 0.07 0.03 0.06 0.01 0.04 0.24 g / C, Green / Cycle 0.05 0.49 0.57 0.12 0.56 0.69 0.09 0.17 0.27 0.04 0.12 0.29 g_i, Effective Green Time [s] 5 44 52 11 50 62 8 15 24 4 11 26 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.21 16.87 8.61 38.20 12.44 6.31 45.27 32.21 25.86 43.57 36.47 39.51 Movement LOS D B A D B A D C C D D D
d_A, Approach Delay [s/veh] 17.95 14.92 37.99 39.15
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 22.68
Intersection LOS C
Intersection V/C 0.406
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.889 3.025 2.740 2.734 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 689 733 667 d_b, Bicycle Delay [s] 23.47 19.34 18.05 20.00
I_b,int, Bicycle LOS Score for Intersection 2.428 2.806 1.946 2.036 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.342
Level Of Service: A
Delay (sec / veh): 6.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 15 903 3 154 862 9 1 0 4 3 1 153 Total 15-Minute Volume [veh/h] 4 226 1 39 216 2 0 0 1 1 0 38 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9280 0.9500 0.9280 0.9280 0.9280 0.9280 0.9500 0.9500 0.9500 0.9500 0.9280 Total Hourly Volume [veh/h] 14 838 3 143 800 8 1 0 4 3 1 142 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] 0 107 0 19 146 0 0 0 0 0 0 3
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 717 3 122 641 8 1 0 4 3 1 136 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 7 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 58 0 0 58 0 0 32 0 0 32 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 3.90 70.57 70.50 53.62 67.10 66.89 1.03 3.56 2.72 165.34 95th-Percentile Queue Length [veh/ln] 0.16 2.82 2.82 2.14 2.68 2.68 0.04 0.14 0.11 6.61 50th-Percentile Queue Length [ft/ln] 2.17 39.20 39.16 29.79 37.28 37.16 0.57 1.98 1.51 91.86 50th-Percentile Queue Length [veh/ln] 0.09 1.57 1.57 1.19 1.49 1.49 0.02 0.08 0.06 3.67 Critical Lane Group No No No Yes No No No No No Yes
Lane Group LOS A A A A A A D D D D
d, Delay for Lane Group [s/veh] 4.37 3.05 3.05 7.16 3.00 3.00 43.88 35.11 36.50 46.36 X, volume / capacity 0.03 0.30 0.30 0.30 0.29 0.29 0.01 0.02 0.01 0.80 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] 0.10 0.51 0.51 1.50 0.49 0.49 0.04 0.04 0.02 7.70 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 4.27 2.54 2.54 5.66 2.51 2.51 43.84 35.06 36.48 38.66 c, Capacity [veh/h] 529 1506 1504 513 1506 1501 97 191 224 191 s, saturation flow rate [veh/h] 646 1900 1898 625 1900 1893 1252 1615 1435 1617 (v / s)_i Volume / Saturation Flow Rate 0.02 0.24 0.24 0.25 0.23 0.23 0.00 0.00 0.00 0.10 g / C, Green / Cycle 0.79 0.79 0.79 0.79 0.79 0.79 0.12 0.12 0.12 0.12 g_i, Effective Green Time [s] 71 71 71 71 71 71 11 11 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] 2.00 0.00 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.37 3.05 3.05 7.16 3.00 3.00 43.88 35.11 35.11 36.50 46.36 46.36 Movement LOS A A A A A A D D D D D D
d_A, Approach Delay [s/veh] 3.07 3.62 36.86 46.17
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 6.63
Intersection LOS A
Intersection V/C 0.342
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.655 2.794 1.973 2.263 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 1200 622 622 d_b, Bicycle Delay [s] 7.20 7.20 21.36 21.36
I_b,int, Bicycle LOS Score for Intersection 2.319 2.405 1.568 1.819 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.512
Level Of Service: D
Delay (sec / veh): 36.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 264 748 101 78 718 75 151 420 207 89 415 52 Total 15-Minute Volume [veh/h] 66 187 25 20 180 19 38 105 52 22 104 13 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 Total Hourly Volume [veh/h] 243 687 93 72 660 69 139 386 190 82 381 48 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] 42 91 24 18 103 12 22 117 33 21 53 8 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 197 584 68 53 546 56 115 264 154 60 322 39 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 10 33 0 9 32 0 11 36 0 12 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 216.89 242.00 234.83 39.65 233.46 227.87 231.59 294.12 271.04 101.57 212.79 207.99 95th-Percentile Queue Length [veh/ln] 8.68 9.68 9.39 1.59 9.34 9.11 9.26 11.76 10.84 4.06 8.51 8.32 50th-Percentile Queue Length [ft/ln] 120.50 143.70 138.37 22.03 137.36 133.22 132.12 183.15 165.54 56.43 122.16 118.67 50th-Percentile Queue Length [veh/ln] 4.82 5.75 5.53 0.88 5.49 5.33 5.28 7.33 6.62 2.26 4.89 4.75 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS F B B D B B F D D D D D
d, Delay for Lane Group [s/veh] 111.26 15.91 15.98 43.72 16.67 16.73 97.94 39.13 39.86 52.00 35.41 35.56 X, volume / capacity 1.13 0.45 0.45 0.46 0.44 0.44 1.07 0.84 0.84 0.77 0.65 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 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] 69.26 1.55 1.61 1.99 1.51 1.56 56.44 4.88 5.58 10.50 1.92 2.04 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 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.00 14.36 14.36 41.73 15.16 15.16 41.50 34.25 34.28 41.50 33.49 33.52 c, Capacity [veh/h] 234 957 918 168 921 891 141 394 350 115 367 353 s, saturation flow rate [veh/h] 3514 1900 1822 3514 1900 1838 1810 1900 1691 1810 1900 1827 (v / s)_i Volume / Saturation Flow Rate 0.08 0.23 0.23 0.02 0.21 0.21 0.08 0.17 0.17 0.05 0.12 0.13 g / C, Green / Cycle 0.07 0.50 0.50 0.05 0.49 0.49 0.08 0.21 0.21 0.06 0.19 0.19 g_i, Effective Green Time [s] 6 45 45 4 44 44 7 19 19 6 17 17 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 111.26 15.94 15.98 43.72 16.70 16.73 97.94 39.28 39.86 52.00 35.47 35.56 Movement LOS F B B D B B F D D D D D
d_A, Approach Delay [s/veh] 38.55 19.12 50.82 38.13
Approach LOS D B D D
d_I, Intersection Delay [s/veh] 36.26
Intersection LOS D
Intersection V/C 0.512
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.800 2.750 2.600 2.527 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 644 622 711 733 d_b, Bicycle Delay [s] 20.67 21.36 18.69 18.05
I_b,int, Bicycle LOS Score for Intersection 2.478 2.278 2.201 2.018 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.133
Level Of Service: A
Delay (sec / veh): 5.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 8 345 0 0 311 59 46 0 21 0 0 0 Total 15-Minute Volume [veh/h] 2 86 0 0 78 15 11 0 5 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.9500 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 8 308 0 0 278 53 41 0 20 0 0 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 17 0 0 40 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 285 0 0 233 52 40 0 20 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 2.0 0.0 0.0 0.0 0.0 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 7 0 0 10 0 17 0 0 0 0 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Split [s] 9 61 0 0 52 0 29 0 0 0 0 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Maximum Green [s] 30 30 0 0 30 0 30 0 0 0 0 0
Minimum Green [s] 5 10 0 0 10 0 5 0 0 0 0 0
Lead / Lag Lead - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 3 0 0 0 0 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 11.30 5.60 20.20 20.50 50.12 21.92 95th-Percentile Queue Length [veh/ln] 0.45 0.22 0.81 0.82 2.00 0.88 50th-Percentile Queue Length [ft/ln] 6.28 3.11 11.22 11.39 27.85 12.18 50th-Percentile Queue Length [veh/ln] 0.25 0.12 0.45 0.46 1.11 0.49 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS E A A A D D
d, Delay for Lane Group [s/veh] 58.64 0.99 1.97 2.00 47.20 43.36 X, volume / capacity 0.42 0.11 0.12 0.13 0.54 0.28
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] 14.38 0.07 0.16 0.18 5.26 1.95 I, Upstream Filtering Factor 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
d1, Uniform Delay [s] 44.26 0.92 1.81 1.82 41.94 41.41
c, Capacity [veh/h] 19 3126 1538 1456 85 76
s, saturation flow rate [veh/h] 1810 3618 1900 1799 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.00 0.10 0.10 0.10 0.03 0.01 g / C, Green / Cycle 0.01 0.87 0.81 0.81 0.05 0.05
g_i, Effective Green Time [s] 1 78 73 73 4 4
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] 90 90 90 90 90 90
Lane Group L C C C L R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.64 0.99 0.00 0.00 1.99 2.00 47.20 0.00 43.36 0.00 0.00 0.00 Movement LOS E A A A D D
d_A, Approach Delay [s/veh] 2.30 1.99 46.00 0.00
Approach LOS A A D A
d_I, Intersection Delay [s/veh] 5.86
Intersection LOS A
Intersection V/C 0.133
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.435 2.318 1.985 1.425 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1267 1067 556 0 d_b, Bicycle Delay [s] 6.05 9.80 23.47 45.00
I_b,int, Bicycle LOS Score for Intersection 1.851 1.865 1.560 4.132 Bicycle LOS A A A D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.324
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 44 143 65 112 99 57 32 559 33 21 522 148 Total 15-Minute Volume [veh/h] 11 36 16 28 25 14 8 140 8 5 131 37 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 Total Hourly Volume [veh/h] 42 137 62 108 95 55 31 537 32 20 502 142 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 33 0 7 4 127 0 0 57 13
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 41 134 61 74 93 47 26 402 31 20 436 126 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 9 52 0 9 52 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 66.68 21.82 62.01 33.70 19.03 37.47 253.30 250.14 25.27 303.42 288.36 95th-Percentile Queue Length [veh/ln] 2.67 0.87 2.48 1.35 0.76 1.50 10.13 10.01 1.01 12.14 11.53 50th-Percentile Queue Length [ft/ln] 37.05 12.12 34.45 18.72 10.57 20.82 152.15 149.78 14.04 190.30 178.73 50th-Percentile Queue Length [veh/ln] 1.48 0.48 1.38 0.75 0.42 0.83 6.09 5.99 0.56 7.61 7.15 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS A A B A A D C C D D D
d, Delay for Lane Group [s/veh] 7.63 6.97 14.44 7.14 6.92 51.84 34.08 34.15 52.35 38.28 38.86 X, volume / capacity 0.17 0.07 0.17 0.09 0.06 0.57 0.70 0.70 0.50 0.84 0.84 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.34 0.13 0.59 0.17 0.11 8.82 2.05 2.11 8.91 4.59 5.12 I, Upstream 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 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 7.29 6.84 13.85 6.97 6.81 43.02 32.02 32.04 43.44 33.69 33.74 c, Capacity [veh/h] 1091 998 643 1068 998 56 428 420 42 414 383 s, saturation flow rate [veh/h] 1686 1615 911 1729 1615 1810 1900 1863 1810 1900 1758 (v / s)_i Volume / Saturation Flow Rate 0.11 0.04 0.12 0.06 0.04 0.02 0.16 0.16 0.01 0.18 0.18 g / C, Green / Cycle 0.62 0.62 0.62 0.62 0.62 0.03 0.22 0.22 0.02 0.22 0.22 g_i, Effective Green Time [s] 56 56 56 56 56 3 20 20 2 20 20 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 7.63 7.63 6.97 14.44 7.14 6.92 51.84 34.11 34.15 52.35 38.48 38.86 Movement LOS A A A B A A D C C D D D
d_A, Approach Delay [s/veh] 7.46 10.14 35.02 38.98
Approach LOS A B D D
d_I, Intersection Delay [s/veh] 29.09
Intersection LOS C
Intersection V/C 0.324
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.231 2.417 2.607 2.739 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1067 d_b, Bicycle Delay [s] 23.47 23.47 9.80 9.80
I_b,int, Bicycle LOS Score for Intersection 1.975 1.781 2.074 2.130 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum AM
Version 2023 (SP 0-9)
Generated with
Intersection Analysis Summary
Report File: \...\4. OY CUM PM.pdf 5/16/2024
Vistro File: \...\Miro Way_PM.vistro Scenario 4 OY 2024 Cum PM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.570 29.0 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.232 7.4 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
NB Left 0.632 37.4 D
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
WB Right 0.512 7.4 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
NB Left 0.673 26.1 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
WB Left 0.661 33.7 C
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
EB Left 0.961 82.9 F
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
NB Right 1.177 131.7 F
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 1.139 130.1 F
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.139
Level Of Service: F
Delay (sec / veh): 130.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 881 614 0 0 608 522 0 0 0 555 4 234 Total 15-Minute Volume [veh/h] 220 154 0 0 152 130 0 0 0 139 1 59 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 1.0000 1.0000 0.9100 0.9100 1.0000 1.0000 1.0000 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 802 559 0 0 553 475 0 0 0 505 4 213 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] 317 255 0 0 255 91 0 0 0 204 0 88 Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 37 65 0 0 28 0 0 0 0 0 25 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1582.72 89.80 769.29 1030.11 1022.05 207.25 95th-Percentile Queue Length [veh/ln] 63.31 3.59 30.77 41.20 40.88 8.29 50th-Percentile Queue Length [ft/ln] 1066.19 49.89 532.29 682.41 676.70 118.13 50th-Percentile Queue Length [veh/ln] 42.65 2.00 21.29 27.30 27.07 4.73 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS F A F F F C
d, Delay for Lane Group [s/veh] 186.29 5.87 108.44 182.73 188.83 32.74 X, volume / capacity 1.33 0.25 1.12 1.30 1.31 0.63
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 157.79 0.25 75.44 149.73 154.33 1.73 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 0.39 0.11
d1, Uniform Delay [s] 28.50 5.63 33.00 33.00 34.50 31.01 c, Capacity [veh/h] 663 2452 507 436 422 378
s, saturation flow rate [veh/h] 1810 3618 1900 1634 1810 1619 (v / s)_i Volume / Saturation Flow Rate 0.49 0.17 0.30 0.35 0.31 0.15 g / C, Green / Cycle 0.37 0.68 0.27 0.27 0.23 0.23
g_i, Effective Green Time [s] 33 61 24 24 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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 186.29 5.87 0.00 0.00 113.69 182.73 0.00 0.00 0.00 188.83 32.74 32.74 Movement LOS F A F F F C C
d_A, Approach Delay [s/veh] 112.19 145.58 0.00 141.99
Approach LOS F F A F
d_I, Intersection Delay [s/veh] 130.15
Intersection LOS F
Intersection V/C 1.139
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.797 2.103 Crosswalk LOS F F C B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1356 533 0 467 d_b, Bicycle Delay [s] 4.67 24.20 45.00 26.45
I_b,int, Bicycle LOS Score for Intersection 2.793 2.492 4.132 2.868 Bicycle LOS C B D C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.177
Level Of Service: F
Delay (sec / veh): 131.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 1109 779 259 846 0 309 4 751 0 0 0 Total 15-Minute Volume [veh/h] 0 277 195 65 212 0 77 1 188 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9550 0.9550 0.9550 0.9550 1.0000 0.9550 0.9550 0.9550 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 1059 744 247 808 0 295 4 717 0 0 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] 0 483 316 89 369 0 88 0 205 0 0 0 Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 41 0 14 55 0 0 35 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1386.72 1815.06 487.48 201.69 224.14 1416.19 95th-Percentile Queue Length [veh/ln] 55.47 72.60 19.50 8.07 8.97 56.65 50th-Percentile Queue Length [ft/ln] 965.90 1204.74 301.78 114.10 130.47 939.89 50th-Percentile Queue Length [veh/ln] 38.64 48.19 12.07 4.56 5.22 37.60 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F F B C F
d, Delay for Lane Group [s/veh] 132.20 208.57 177.82 11.64 24.01 198.64 X, volume / capacity 1.21 1.38 1.29 0.41 0.50 1.35
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] 105.70 182.07 137.82 0.62 0.63 169.14 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.50
d1, Uniform Delay [s] 26.50 26.50 40.00 11.03 23.38 29.50 c, Capacity [veh/h] 781 682 201 2050 624 556
s, saturation flow rate [veh/h] 1900 1658 1810 3618 1811 1615 (v / s)_i Volume / Saturation Flow Rate 0.50 0.57 0.14 0.23 0.17 0.47 g / C, Green / Cycle 0.41 0.41 0.11 0.57 0.34 0.34
g_i, Effective Green Time [s] 37 37 10 51 31 31
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 143.56 208.57 177.82 11.64 0.00 24.01 24.01 198.64 0.00 0.00 0.00 Movement LOS F F F B C C F
d_A, Approach Delay [s/veh] 170.38 50.59 147.27 0.00
Approach LOS F D F A
d_I, Intersection Delay [s/veh] 131.70
Intersection LOS F
Intersection V/C 1.177
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.235 2.441 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 1133 689 0 d_b, Bicycle Delay [s] 15.61 8.45 19.34 45.00
I_b,int, Bicycle LOS Score for Intersection 3.117 2.471 3.315 4.132 Bicycle LOS C B C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.961
Level Of Service: F
Delay (sec / veh): 82.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 57 1205 36 418 1001 163 117 353 72 21 249 544 Total 15-Minute Volume [veh/h] 14 301 9 104 250 41 29 88 18 5 62 136 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 Total Hourly Volume [veh/h] 55 1157 35 401 961 156 112 339 69 20 239 522 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] 3 485 0 214 346 15 15 65 1 0 64 297 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 17 0 0 17 0 0 17 0 0 17 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] 21 29 0 22 30 0 9 30 0 9 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 67.52 936.64 931.92 611.42 406.15 402.16 218.72 158.34 151.30 25.38 194.52 812.08 95th-Percentile Queue Length [veh/ln] 2.70 37.47 37.28 24.46 16.25 16.09 8.75 6.33 6.05 1.02 7.78 32.48 50th-Percentile Queue Length [ft/ln] 37.51 642.41 638.36 403.87 271.13 267.94 121.51 87.97 84.06 14.10 108.93 550.06 50th-Percentile Queue Length [veh/ln] 1.50 25.70 25.53 16.15 10.85 10.72 4.86 3.52 3.36 0.56 4.36 22.00 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D F F F C C F C C D C F
d, Delay for Lane Group [s/veh] 54.54 132.15 132.84 119.68 26.16 26.96 137.55 23.75 23.81 52.66 26.77 126.38 X, volume / capacity 0.73 1.18 1.18 1.16 0.72 0.73 1.16 0.36 0.36 0.51 0.45 1.17 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 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] 12.02 99.65 100.34 83.68 5.27 5.89 95.05 0.35 0.38 9.20 0.59 94.38 I, Upstream 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 0.23 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.46 d1, Uniform Delay [s] 42.52 32.50 32.50 36.00 20.89 21.07 42.50 23.40 23.43 43.46 26.19 32.00 c, Capacity [veh/h] 78 528 522 362 825 786 101 611 576 42 549 467 s, saturation flow rate [veh/h] 1810 1900 1881 1810 1900 1809 1810 1900 1790 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.33 0.33 0.23 0.31 0.32 0.06 0.11 0.12 0.01 0.13 0.34 g / C, Green / Cycle 0.04 0.28 0.28 0.20 0.44 0.44 0.06 0.32 0.32 0.02 0.29 0.29 g_i, Effective Green Time [s] 4 25 25 18 39 39 5 29 29 2 26 26 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.54 132.48 132.84 119.68 26.49 26.96 137.55 23.77 23.81 52.66 26.77 126.38 Movement LOS D F F F C C F C C D C F
d_A, Approach Delay [s/veh] 129.07 51.16 48.34 94.01
Approach LOS F D D F
d_I, Intersection Delay [s/veh] 82.91
Intersection LOS F
Intersection V/C 0.961
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.768 2.974 2.499 2.617 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 578 578 578 d_b, Bicycle Delay [s] 23.47 22.76 22.76 22.76
I_b,int, Bicycle LOS Score for Intersection 2.630 2.865 2.007 2.231 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.661
Level Of Service: C
Delay (sec / veh): 33.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 357 46 171 398 159 146 509 79 60 415 208 Total 15-Minute Volume [veh/h] 13 89 12 43 100 40 37 127 20 15 104 52 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 Total Hourly Volume [veh/h] 49 347 45 166 387 155 142 495 77 58 403 202 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] 5 18 0 46 17 30 61 52 13 0 50 113 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 43 323 44 118 363 123 79 434 63 57 346 87 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 16 26 0 14 24 24 15 41 0 9 35 35
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 58.18 319.42 188.53 272.82 72.78 158.24 510.01 72.68 331.82 121.73 95th-Percentile Queue Length [veh/ln] 2.33 12.78 7.54 10.91 2.91 6.33 20.40 2.91 13.27 4.87 50th-Percentile Queue Length [ft/ln] 32.32 202.68 104.74 166.88 40.44 87.91 355.42 40.38 212.33 67.63 50th-Percentile Queue Length [veh/ln] 1.29 8.11 4.19 6.68 1.62 3.52 14.22 1.62 8.49 2.71 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D C D C B D D E C B
d, Delay for Lane Group [s/veh] 52.59 31.56 48.89 23.31 10.92 47.58 42.94 56.81 32.99 16.49 X, volume / capacity 0.67 0.66 0.85 0.53 0.18 0.80 0.93 0.76 0.77 0.29 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] 10.04 5.56 9.63 2.63 0.46 7.97 14.29 14.21 3.42 0.23 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 0.11 0.50 0.50 0.11 0.27 0.11 0.16 0.11 d1, Uniform Delay [s] 42.55 25.99 39.27 20.68 10.46 39.60 28.64 42.60 29.57 16.26 c, Capacity [veh/h] 74 609 201 755 876 182 632 78 538 709 s, saturation flow rate [veh/h] 1810 1862 1810 1900 1615 1810 1856 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.22 0.09 0.21 0.10 0.08 0.32 0.03 0.22 0.13 g / C, Green / Cycle 0.04 0.33 0.11 0.40 0.54 0.10 0.34 0.04 0.28 0.44 g_i, Effective Green Time [s] 4 29 10 36 49 9 31 4 26 40 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.59 31.56 31.56 48.89 23.31 10.92 47.58 42.94 42.94 56.81 32.99 16.49 Movement LOS D C C D C B D D D E C B
d_A, Approach Delay [s/veh] 33.88 26.61 43.86 30.06
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 33.66
Intersection LOS C
Intersection V/C 0.661
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.582 2.383 2.576 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 444 822 689 d_b, Bicycle Delay [s] 25.69 27.22 15.61 19.34
I_b,int, Bicycle LOS Score for Intersection 2.307 2.761 2.771 2.687 Bicycle LOS B C C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.673
Level Of Service: C
Delay (sec / veh): 26.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 124 1015 105 388 1030 595 404 409 135 84 205 397 Total 15-Minute Volume [veh/h] 31 254 26 97 258 149 101 102 34 21 51 99 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 Total Hourly Volume [veh/h] 119 972 101 372 987 570 387 392 129 80 196 380 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] 11 183 24 23 166 0 0 6 14 18 8 16 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 106 774 75 342 805 559 379 378 113 61 184 357 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 16 36 36 16 36 36 9 29 29
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 64.09 329.14 48.34 194.05 284.57 222.70 202.96 178.91 97.68 42.69 95.31 340.44 95th-Percentile Queue Length [veh/ln] 2.56 13.17 1.93 7.76 11.38 8.91 8.12 7.16 3.91 1.71 3.81 13.62 50th-Percentile Queue Length [ft/ln] 35.61 210.24 26.85 108.60 175.83 129.42 115.01 99.39 54.27 23.72 52.95 219.07 50th-Percentile Queue Length [veh/ln] 1.42 8.41 1.07 4.34 7.03 5.18 4.60 3.98 2.17 0.95 2.12 8.76 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS D C B D B A D C C D D D
d, Delay for Lane Group [s/veh] 45.00 22.16 11.05 41.81 16.25 8.74 43.01 32.62 23.95 43.71 37.52 37.17 X, volume / capacity 0.64 0.65 0.12 0.83 0.56 0.53 0.86 0.55 0.27 0.48 0.46 0.82 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] 3.40 2.08 0.30 3.81 1.22 1.84 4.82 0.63 0.30 2.06 0.76 7.93 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 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.26 d1, Uniform Delay [s] 41.61 20.08 10.75 38.00 15.03 6.89 38.19 31.99 23.65 41.65 36.76 29.24 c, Capacity [veh/h] 195 1568 852 469 1849 1113 469 745 494 174 442 484 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.04 0.28 0.07 0.11 0.28 0.37 0.11 0.11 0.08 0.02 0.06 0.25 g / C, Green / Cycle 0.06 0.43 0.53 0.13 0.51 0.69 0.13 0.21 0.31 0.05 0.12 0.30 g_i, Effective Green Time [s] 5 39 47 12 46 62 12 19 28 4 11 27 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.00 22.16 11.05 41.81 16.25 8.74 43.01 32.62 23.95 43.71 37.52 37.17 Movement LOS D C B D B A D C C D D D
d_A, Approach Delay [s/veh] 23.50 18.96 35.81 38.08
Approach LOS C B D D
d_I, Intersection Delay [s/veh] 26.06
Intersection LOS C
Intersection V/C 0.673
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.943 3.129 2.856 2.817 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 711 711 556 d_b, Bicycle Delay [s] 23.47 18.69 18.69 23.47
I_b,int, Bicycle LOS Score for Intersection 2.586 3.220 2.342 2.126 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.512
Level Of Service: A
Delay (sec / veh): 7.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 8 1022 8 226 1021 1 0 0 5 1 3 168 Total 15-Minute Volume [veh/h] 2 255 2 57 255 0 0 0 1 0 1 42 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9730 0.9500 0.9730 0.9730 0.9730 0.9730 0.9500 0.9500 0.9500 0.9500 0.9730 Total Hourly Volume [veh/h] 8 994 8 220 993 1 0 0 5 1 3 163 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] 0 168 0 7 125 0 0 0 0 0 0 9
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 810 8 209 851 1 0 0 5 1 3 151 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 10 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 55 0 0 55 0 0 35 0 0 35 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 2.41 93.24 93.02 117.00 92.08 92.06 0.00 4.39 0.89 182.32 95th-Percentile Queue Length [veh/ln] 0.10 3.73 3.72 4.68 3.68 3.68 0.00 0.18 0.04 7.29 50th-Percentile Queue Length [ft/ln] 1.34 51.80 51.68 65.00 51.16 51.14 0.00 2.44 0.50 101.29 50th-Percentile Queue Length [veh/ln] 0.05 2.07 2.07 2.60 2.05 2.05 0.00 0.10 0.02 4.05 Critical Lane Group No No No Yes No No No No No Yes
Lane Group LOS A A A B A A A C D D
d, Delay for Lane Group [s/veh] 5.23 3.59 3.59 12.61 3.57 3.57 0.00 34.25 35.57 45.64 X, volume / capacity 0.02 0.35 0.35 0.50 0.34 0.34 0.00 0.02 0.00 0.82 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] 0.07 0.64 0.65 4.00 0.63 0.63 0.00 0.05 0.01 7.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 5.16 2.95 2.95 8.61 2.94 2.94 0.00 34.21 35.57 38.13 c, Capacity [veh/h] 452 1485 1481 449 1485 1485 99 209 240 210 s, saturation flow rate [veh/h] 561 1900 1895 556 1900 1899 1233 1615 1434 1619 (v / s)_i Volume / Saturation Flow Rate 0.01 0.27 0.27 0.41 0.27 0.27 0.00 0.00 0.00 0.11 g / C, Green / Cycle 0.78 0.78 0.78 0.78 0.78 0.78 0.13 0.13 0.13 0.13 g_i, Effective Green Time [s] 70 70 70 70 70 70 12 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 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.23 3.59 3.59 12.61 3.57 3.57 0.00 34.25 34.25 35.57 45.64 45.64 Movement LOS A A A B A A A C C D D D
d_A, Approach Delay [s/veh] 3.60 5.21 34.25 45.58
Approach LOS A A C D
d_I, Intersection Delay [s/veh] 7.41
Intersection LOS A
Intersection V/C 0.512
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.705 2.851 1.959 2.395 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1133 689 689 d_b, Bicycle Delay [s] 8.45 8.45 19.34 19.34
I_b,int, Bicycle LOS Score for Intersection 2.416 2.589 1.568 1.843 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.632
Level Of Service: D
Delay (sec / veh): 37.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 212 838 144 165 866 90 166 564 288 141 522 83 Total 15-Minute Volume [veh/h] 53 209 36 41 216 22 41 141 72 35 130 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 Total Hourly Volume [veh/h] 196 774 133 152 800 83 153 521 266 130 482 77 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] 51 114 35 10 108 19 15 65 56 39 125 27 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 142 647 96 139 678 63 135 447 206 89 350 49 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 9 32 0 9 32 0 12 37 0 12 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 164.77 350.48 338.41 92.41 335.85 327.98 231.64 388.30 355.63 164.57 244.91 236.51 95th-Percentile Queue Length [veh/ln] 6.59 14.02 13.54 3.70 13.43 13.12 9.27 15.53 14.23 6.58 9.80 9.46 50th-Percentile Queue Length [ft/ln] 91.54 226.95 217.48 51.34 215.48 209.34 134.14 256.87 231.00 91.43 145.87 139.62 50th-Percentile Queue Length [veh/ln] 3.66 9.08 8.70 2.05 8.62 8.37 5.37 10.27 9.24 3.66 5.83 5.58 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS F C C D C C F D D D C C
d, Delay for Lane Group [s/veh] 98.53 25.83 26.10 51.68 25.19 25.33 82.49 39.60 40.54 54.28 29.65 29.72 X, volume / capacity 1.09 0.65 0.65 0.85 0.63 0.63 1.03 0.87 0.87 0.88 0.60 0.60 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 56.03 4.25 4.50 9.56 3.87 4.01 41.49 8.28 9.22 13.77 1.12 1.18 I, Upstream 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 0.19 0.20 0.11 0.11 0.11 d1, Uniform Delay [s] 42.50 21.58 21.60 42.12 21.32 21.32 41.00 31.32 31.32 40.51 28.52 28.54 c, Capacity [veh/h] 195 772 733 195 772 747 161 516 458 161 516 492 s, saturation flow rate [veh/h] 3514 1900 1804 3514 1900 1838 1810 1900 1686 1810 1900 1810 (v / s)_i Volume / Saturation Flow Rate 0.06 0.26 0.27 0.05 0.26 0.26 0.09 0.24 0.24 0.08 0.16 0.16 g / C, Green / Cycle 0.06 0.41 0.41 0.06 0.41 0.41 0.09 0.27 0.27 0.09 0.27 0.27 g_i, Effective Green Time [s] 5 37 37 5 37 37 8 24 24 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 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 98.53 25.94 26.10 51.68 25.25 25.33 82.49 39.79 40.54 54.28 29.68 29.72 Movement LOS F C C D C C F D D D C C
d_A, Approach Delay [s/veh] 38.85 29.15 46.96 34.33
Approach LOS D C D C
d_I, Intersection Delay [s/veh] 37.38
Intersection LOS D
Intersection V/C 0.632
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.859 2.813 2.661 2.617 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 622 733 733 d_b, Bicycle Delay [s] 21.36 21.36 18.05 18.05
I_b,int, Bicycle LOS Score for Intersection 2.545 2.484 2.399 2.175 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.232
Level Of Service: A
Delay (sec / veh): 7.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 0 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 25 571 0 0 519 91 89 0 38 0 0 0 Total 15-Minute Volume [veh/h] 6 143 0 0 130 23 22 0 9 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.9500 0.7950 0.7950 0.7950 Total Hourly Volume [veh/h] 24 454 0 0 413 72 71 0 36 0 0 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 44 0 0 28 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 24 402 0 0 377 71 70 0 35 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 0.0 2.0 0.0 2.0 0.0 0.0 0.0 0.0 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 7 0 0 10 0 17 0 0 0 0 0
Walk [s] 0 5 0 0 5 0 5 0 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Split [s] 9 49 0 0 40 0 41 0 0 0 0 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 Maximum Green [s] 30 30 0 0 30 0 30 0 0 0 0 0
Minimum Green [s] 5 10 0 0 10 0 5 0 0 0 0 0
Lead / Lag Lead - - - - - Lead - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 3 0 0 0 0 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 29.76 19.66 52.98 53.86 95.63 37.95 95th-Percentile Queue Length [veh/ln] 1.19 0.79 2.12 2.15 3.83 1.52 50th-Percentile Queue Length [ft/ln] 16.53 10.92 29.44 29.92 53.13 21.08 50th-Percentile Queue Length [veh/ln] 0.66 0.44 1.18 1.20 2.13 0.84 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D A A A D D
d, Delay for Lane Group [s/veh] 52.22 1.52 3.20 3.27 46.85 41.28 X, volume / capacity 0.53 0.19 0.21 0.22 0.68 0.33
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.94 0.14 0.33 0.37 6.11 1.60 I, Upstream Filtering Factor 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
d1, Uniform Delay [s] 43.28 1.39 2.87 2.90 40.74 39.67
c, Capacity [veh/h] 47 3035 1460 1387 131 117
s, saturation flow rate [veh/h] 1810 3618 1900 1805 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.01 0.16 0.16 0.17 0.05 0.02 g / C, Green / Cycle 0.03 0.84 0.77 0.77 0.07 0.07
g_i, Effective Green Time [s] 2 76 69 69 6 6
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] 90 90 90 90 90 90
Lane Group L C C C L R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.22 1.52 0.00 0.00 3.23 3.27 46.85 0.00 41.28 0.00 0.00 0.00 Movement LOS D A A A D D
d_A, Approach Delay [s/veh] 3.65 3.23 45.18 0.00
Approach LOS A A D A
d_I, Intersection Delay [s/veh] 7.42
Intersection LOS A
Intersection V/C 0.232
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.526 2.442 2.021 1.425 Crosswalk LOS B B B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 800 822 0 d_b, Bicycle Delay [s] 11.25 16.20 15.61 45.00
I_b,int, Bicycle LOS Score for Intersection 2.051 2.063 1.560 4.132 Bicycle LOS B B A D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.570
Level Of Service: C
Delay (sec / veh): 29.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 193 52 195 195 122 105 639 32 45 582 234 Total 15-Minute Volume [veh/h] 5 48 13 49 49 30 26 160 8 11 146 59 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 Total Hourly Volume [veh/h] 18 171 46 173 173 108 93 567 28 40 517 208 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 17 0 11 8 82 0 0 143 36 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 168 45 153 170 95 83 475 27 39 367 169 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 13 40 0 10 37 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 100.89 22.69 167.69 92.93 55.89 117.33 257.83 254.65 52.36 363.85 337.86 95th-Percentile Queue Length [veh/ln] 4.04 0.91 6.71 3.72 2.24 4.69 10.31 10.19 2.09 14.55 13.51 50th-Percentile Queue Length [ft/ln] 56.05 12.61 93.16 51.63 31.05 65.18 155.56 153.16 29.09 237.49 217.05 50th-Percentile Queue Length [veh/ln] 2.24 0.50 3.73 2.07 1.24 2.61 6.22 6.13 1.16 9.50 8.68 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS B B C B B D C C D D D
d, Delay for Lane Group [s/veh] 11.56 10.30 28.57 11.61 10.98 50.24 28.19 28.22 52.34 38.07 38.76 X, volume / capacity 0.21 0.06 0.44 0.21 0.14 0.78 0.60 0.60 0.65 0.87 0.87 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.48 0.13 3.15 0.52 0.35 9.32 1.04 1.06 9.67 6.23 6.91 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.14 0.14 d1, Uniform Delay [s] 11.08 10.16 25.42 11.09 10.64 40.92 27.15 27.16 42.67 31.84 31.85 c, Capacity [veh/h] 1005 860 443 921 860 135 562 553 70 493 446 s, saturation flow rate [veh/h] 1805 1615 682 1729 1615 1810 1900 1868 1810 1900 1717 (v / s)_i Volume / Saturation Flow Rate 0.12 0.03 0.29 0.11 0.08 0.06 0.18 0.18 0.02 0.23 0.23 g / C, Green / Cycle 0.53 0.53 0.53 0.53 0.53 0.07 0.30 0.30 0.04 0.26 0.26 g_i, Effective Green Time [s] 48 48 48 48 48 7 27 27 3 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 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 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 11.56 11.56 10.30 28.57 11.61 10.98 50.24 28.20 28.22 52.34 38.25 38.76 Movement LOS B B B C B B D C C D D D
d_A, Approach Delay [s/veh] 11.31 17.92 31.19 39.12
Approach LOS B B C D
d_I, Intersection Delay [s/veh] 29.02
Intersection LOS C
Intersection V/C 0.570
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.505 2.622 2.919 Crosswalk LOS B B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 800 800 800 733 d_b, Bicycle Delay [s] 16.20 16.20 16.20 18.05
I_b,int, Bicycle LOS Score for Intersection 1.997 1.982 2.200 2.270 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 4: 4 OY 2024 Cum PM
Version 2023 (SP 0-9)
Generated with
APPENDIX D-5

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2024 CUMULATIVE PLUS

PROJECT
Intersection Analysis Summary
Report File: K:\...\5. OY CUM WP AM.pdf 2/11/2025
Vistro File: K:\...\Miro Way_AM.vistro Scenario 5 OY 2024 Cum WP AM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

EB Left 0.345 29.3 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.155 8.5 A
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
EB Left 0.517 41.7 D
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
EB Left 0.163 37.5 E
HCM 7th
Edition 7 Ayala Dr at Miro Wy Two-way stop
WB Right 0.346 6.6 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
EB Left 0.407 22.6 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
EB Left 0.812 51.7 D
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
NB Right 0.957 92.1 F
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
EB Right 1.236 143.2 F
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
WB Left 1.065 103.0 F
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.065
Level Of Service: F
Delay (sec / veh): 103.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 730 753 0 0 361 118 0 0 0 950 6 292 Total 15-Minute Volume [veh/h] 183 188 0 0 90 30 0 0 0 237 1 73 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 1.0000 1.0000 0.8530 0.8530 1.0000 1.0000 1.0000 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 623 642 0 0 308 101 0 0 0 810 5 249 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] 9 0 0 0 0 0 0 0 0 31 0 0
In-Process Volume [veh/h] 210 292 0 0 291 89 0 0 0 339 0 89 Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 34 49 0 0 15 0 0 0 0 0 41 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1122.18 208.10 365.30 412.68 1569.04 196.36 95th-Percentile Queue Length [veh/ln] 44.89 8.32 14.61 16.51 62.76 7.85 50th-Percentile Queue Length [ft/ln] 770.27 118.75 234.82 261.20 1071.10 110.26 50th-Percentile Queue Length [veh/ln] 30.81 4.75 9.39 10.45 42.84 4.41 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS F B F F F B
d, Delay for Lane Group [s/veh] 139.47 14.92 106.94 137.38 161.46 19.60 X, volume / capacity 1.21 0.42 1.03 1.12 1.28 0.45
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] 109.47 0.71 67.44 97.88 134.96 0.47 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 0.50 0.11
d1, Uniform Delay [s] 30.00 14.21 39.50 39.50 26.50 19.12 c, Capacity [veh/h] 603 1809 232 214 744 666
s, saturation flow rate [veh/h] 1810 3618 1900 1748 1810 1620 (v / s)_i Volume / Saturation Flow Rate 0.40 0.21 0.13 0.14 0.53 0.18 g / C, Green / Cycle 0.33 0.50 0.12 0.12 0.41 0.41
g_i, Effective Green Time [s] 30 45 11 11 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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 139.47 14.92 0.00 0.00 117.19 137.38 0.00 0.00 0.00 161.46 19.60 19.60 Movement LOS F B F F F B B
d_A, Approach Delay [s/veh] 76.22 122.16 0.00 127.59
Approach LOS E F A F
d_I, Intersection Delay [s/veh] 103.05
Intersection LOS F
Intersection V/C 1.065
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.258 2.325 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1000 244 0 822 d_b, Bicycle Delay [s] 11.25 34.67 45.00 15.61
I_b,int, Bicycle LOS Score for Intersection 2.783 1.955 4.132 3.619 Bicycle LOS C A D D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.236
Level Of Service: F
Delay (sec / veh): 143.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 1022 622 106 1116 0 438 3 1110 0 0 0 Total 15-Minute Volume [veh/h] 0 256 156 26 279 0 109 1 278 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.8980 0.8980 0.8980 0.8980 1.0000 0.8980 0.8980 0.8980 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 918 559 95 1002 0 393 3 997 0 0 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 9 9 0 31 0 0 0 30 0 0 0
In-Process Volume [veh/h] 0 413 210 89 542 0 89 0 339 0 0 0 Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 35 0 9 44 0 0 46 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1338.79 1673.26 170.66 361.88 257.42 2328.59 95th-Percentile Queue Length [veh/ln] 53.55 66.93 6.83 14.48 10.30 93.14 50th-Percentile Queue Length [ft/ln] 916.11 1101.79 94.81 235.93 155.25 1520.35 50th-Percentile Queue Length [veh/ln] 36.64 44.07 3.79 9.44 6.21 60.81 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F F C B F
d, Delay for Lane Group [s/veh] 156.91 230.14 99.30 22.58 17.42 243.96 X, volume / capacity 1.26 1.42 1.05 0.69 0.52 1.47
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] 127.41 200.64 56.80 2.50 0.50 219.96 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.50
d1, Uniform Delay [s] 29.50 29.50 42.50 20.08 16.92 24.00 c, Capacity [veh/h] 654 577 101 1608 845 754
s, saturation flow rate [veh/h] 1900 1676 1810 3618 1810 1615 (v / s)_i Volume / Saturation Flow Rate 0.43 0.49 0.06 0.31 0.24 0.69 g / C, Green / Cycle 0.34 0.34 0.06 0.44 0.47 0.47
g_i, Effective Green Time [s] 31 31 5 40 42 42
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 171.24 230.14 99.30 22.58 0.00 17.42 17.42 243.96 0.00 0.00 0.00 Movement LOS F F F C B B F
d_A, Approach Delay [s/veh] 193.53 29.24 179.55 0.00
Approach LOS F C F A
d_I, Intersection Delay [s/veh] 143.17
Intersection LOS F
Intersection V/C 1.236
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.472 2.138 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 689 889 933 0 d_b, Bicycle Delay [s] 19.34 13.89 12.80 45.00
I_b,int, Bicycle LOS Score for Intersection 2.916 2.568 4.119 4.132 Bicycle LOS C B D D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.957
Level Of Service: F
Delay (sec / veh): 92.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 145 1069 17 541 1532 108 129 258 94 30 241 485 Total 15-Minute Volume [veh/h] 36 267 4 135 383 27 32 64 24 7 60 121 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 0.9040 Total Hourly Volume [veh/h] 131 966 15 489 1385 98 117 233 85 27 218 438 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 18 0 0 61 0 0 2 0 0 1 0
In-Process Volume [veh/h] 1 370 0 331 533 18 18 70 3 0 74 235 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 17 0 0 17 0 0 17 0 0 17 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] 11 26 0 27 42 0 10 26 0 11 27 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 210.80 827.03 824.29 801.27 826.17 871.18 206.35 136.68 127.97 34.78 197.63 741.07 95th-Percentile Queue Length [veh/ln] 8.43 33.08 32.97 32.05 33.05 34.85 8.25 5.47 5.12 1.39 7.91 29.64 50th-Percentile Queue Length [ft/ln] 119.22 562.89 560.66 542.86 610.17 636.01 114.64 75.94 71.10 19.32 111.17 495.48 50th-Percentile Queue Length [veh/ln] 4.77 22.52 22.43 21.71 24.41 25.44 4.59 3.04 2.84 0.77 4.45 19.82 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS F F F F F F F C C D C F
d, Delay for Lane Group [s/veh] 84.74 132.27 132.54 126.49 63.50 70.79 99.97 25.34 25.44 50.80 29.35 130.32 X, volume / capacity 1.03 1.17 1.17 1.17 1.02 1.05 1.07 0.33 0.34 0.54 0.50 1.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 43.24 98.27 98.54 92.99 37.50 44.79 57.97 0.34 0.39 7.82 0.79 96.82 I, Upstream 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 0.38 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.38 d1, Uniform Delay [s] 41.50 34.00 34.00 33.50 26.00 26.00 42.00 24.99 25.05 42.98 28.56 33.50 c, Capacity [veh/h] 141 464 462 462 802 784 121 554 504 56 486 413 s, saturation flow rate [veh/h] 1810 1900 1890 1810 1900 1857 1810 1900 1731 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.08 0.29 0.29 0.30 0.43 0.44 0.07 0.10 0.10 0.02 0.13 0.30 g / C, Green / Cycle 0.08 0.24 0.24 0.26 0.42 0.42 0.07 0.29 0.29 0.03 0.26 0.26 g_i, Effective Green Time [s] 7 22 22 23 38 38 6 26 26 3 23 23 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90 90 90 Lane Group L C C L C C L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 84.74 132.40 132.54 126.49 66.89 70.79 99.97 25.37 25.44 50.80 29.35 130.32 Movement LOS F F F F E E F C C D C F
d_A, Approach Delay [s/veh] 126.79 81.86 45.39 94.98
Approach LOS F F D F
d_I, Intersection Delay [s/veh] 92.12
Intersection LOS F
Intersection V/C 0.957
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.864 3.055 2.491 2.608 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 844 489 511 d_b, Bicycle Delay [s] 25.69 15.02 25.69 24.94
I_b,int, Bicycle LOS Score for Intersection 2.575 3.359 1.956 2.183 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.812
Level Of Service: D
Delay (sec / veh): 51.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 199 376 117 268 426 231 146 478 92 48 595 216 Total 15-Minute Volume [veh/h] 50 94 29 67 106 58 37 119 23 12 149 54 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 0.8690 Total Hourly Volume [veh/h] 173 327 102 233 370 201 127 415 80 42 517 188 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 61 0 0 0 3 0 0 1 18
In-Process Volume [veh/h] 13 20 0 108 18 60 29 32 5 0 35 39 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 157 301 100 63 345 138 96 373 74 41 472 128 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 21 29 0 19 27 27 10 33 0 9 32 32
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 206.53 534.34 263.07 349.46 151.04 277.00 506.08 56.29 628.15 103.34 95th-Percentile Queue Length [veh/ln] 8.26 21.37 10.52 13.98 6.04 11.08 20.24 2.25 25.13 4.13 50th-Percentile Queue Length [ft/ln] 117.60 375.46 159.51 226.15 83.91 158.65 352.19 31.27 451.25 57.41 50th-Percentile Queue Length [veh/ln] 4.70 15.02 6.38 9.05 3.36 6.35 14.09 1.25 18.05 2.30 Critical Lane Group No Yes Yes No No Yes No No Yes No
Lane Group LOS D E D C B F D D F B
d, Delay for Lane Group [s/veh] 45.55 66.05 45.44 34.69 18.78 152.51 44.82 53.21 66.00 12.02 X, volume / capacity 0.83 0.97 0.89 0.72 0.34 1.21 0.91 0.67 1.01 0.26 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] 7.44 33.88 8.76 7.27 1.33 110.51 16.33 10.54 35.00 0.16 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.39 0.11 0.41 0.11 d1, Uniform Delay [s] 38.10 32.17 36.68 27.41 17.44 42.00 28.48 42.66 31.00 11.86 c, Capacity [veh/h] 239 507 302 594 684 121 625 71 591 843 s, saturation flow rate [veh/h] 1810 1824 1810 1900 1615 1810 1847 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.11 0.27 0.15 0.22 0.14 0.08 0.31 0.03 0.31 0.13 g / C, Green / Cycle 0.13 0.28 0.17 0.31 0.42 0.07 0.34 0.04 0.31 0.52 g_i, Effective Green Time [s] 12 25 15 28 38 6 30 4 28 47 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.55 66.05 66.05 45.44 34.69 18.78 152.51 44.82 44.82 53.21 66.00 12.02 Movement LOS D E E D C B F D D D F B
d_A, Approach Delay [s/veh] 60.15 33.83 66.78 51.71
Approach LOS E C E D
d_I, Intersection Delay [s/veh] 51.74
Intersection LOS D
Intersection V/C 0.812
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.351 2.626 2.508 2.637 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 511 644 622 d_b, Bicycle Delay [s] 23.47 24.94 20.67 21.36
I_b,int, Bicycle LOS Score for Intersection 2.701 3.086 2.741 2.977 Bicycle LOS B C B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.407
Level Of Service: C
Delay (sec / veh): 22.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 66 942 62 233 943 353 243 121 96 52 135 393 Total 15-Minute Volume [veh/h] 17 235 16 58 236 88 61 30 24 13 34 98 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 0.9480 Total Hourly Volume [veh/h] 63 893 59 221 894 335 230 115 91 49 128 373 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] 1 3 1 0 17 0 0 0 2 2 0 0
In-Process Volume [veh/h] 14 149 19 19 152 0 0 7 7 17 4 16 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 47 726 38 198 711 328 225 106 80 29 122 350 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 15 35 35 12 37 37 9 34 34
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 32.68 269.64 24.13 109.89 231.95 109.36 125.02 50.90 72.02 26.43 61.24 346.39 95th-Percentile Queue Length [veh/ln] 1.31 10.79 0.97 4.40 9.28 4.37 5.00 2.04 2.88 1.06 2.45 13.86 50th-Percentile Queue Length [ft/ln] 18.16 164.48 13.40 61.05 136.24 60.75 69.46 28.28 40.01 14.68 34.02 223.74 50th-Percentile Queue Length [veh/ln] 0.73 6.58 0.54 2.44 5.45 2.43 2.78 1.13 1.60 0.59 1.36 8.95 Critical Lane Group No Yes No No No No Yes No No No No Yes Lane Group LOS D B A D B A D C C D D D
d, Delay for Lane Group [s/veh] 42.10 16.99 8.59 38.20 12.69 6.24 44.32 32.27 25.88 43.54 36.47 39.51 X, volume / capacity 0.35 0.53 0.07 0.54 0.47 0.32 0.78 0.20 0.22 0.36 0.31 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] 1.08 1.15 0.14 1.07 0.78 0.74 4.19 0.16 0.26 1.53 0.39 9.37 I, Upstream 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 0.11 0.11 0.11 0.11 0.25 d1, Uniform Delay [s] 41.02 15.85 8.45 37.13 11.91 5.50 40.13 32.12 25.63 42.02 36.08 30.14 c, Capacity [veh/h] 191 1771 929 430 2017 1116 312 613 433 144 439 465 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.02 0.26 0.04 0.07 0.26 0.22 0.07 0.03 0.06 0.01 0.04 0.24 g / C, Green / Cycle 0.05 0.49 0.57 0.12 0.56 0.69 0.09 0.17 0.27 0.04 0.12 0.29 g_i, Effective Green Time [s] 5 44 52 11 50 62 8 15 24 4 11 26 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 42.10 16.99 8.59 38.20 12.69 6.24 44.32 32.27 25.88 43.54 36.47 39.51 Movement LOS D B A D B A D C C D D D
d_A, Approach Delay [s/veh] 18.06 15.09 37.30 39.16
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 22.61
Intersection LOS C
Intersection V/C 0.407
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.896 3.028 2.737 2.734 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 689 733 667 d_b, Bicycle Delay [s] 23.47 19.34 18.05 20.00
I_b,int, Bicycle LOS Score for Intersection 2.442 2.821 1.939 2.038 Bicycle LOS B C A B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.346
Level Of Service: A
Delay (sec / veh): 6.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 15 920 3 154 899 9 1 0 4 3 1 153 Total 15-Minute Volume [veh/h] 4 230 1 39 225 2 0 0 1 1 0 38 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9280 0.9500 0.9280 0.9280 0.9280 0.9280 0.9500 0.9500 0.9500 0.9500 0.9280 Total Hourly Volume [veh/h] 14 854 3 143 834 8 1 0 4 3 1 142 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 5 0 0 21 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 107 0 19 146 0 0 0 0 0 0 3
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 14 727 3 122 654 8 1 0 4 3 1 136 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 7 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 58 0 0 58 0 0 32 0 0 32 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 3.99 72.34 72.27 54.47 70.88 70.67 1.03 3.56 2.72 165.34 95th-Percentile Queue Length [veh/ln] 0.16 2.89 2.89 2.18 2.84 2.83 0.04 0.14 0.11 6.61 50th-Percentile Queue Length [ft/ln] 2.22 40.19 40.15 30.26 39.38 39.26 0.57 1.98 1.51 91.86 50th-Percentile Queue Length [veh/ln] 0.09 1.61 1.61 1.21 1.58 1.57 0.02 0.08 0.06 3.67 Critical Lane Group No No No Yes No No No No No Yes
Lane Group LOS A A A A A A D D D D
d, Delay for Lane Group [s/veh] 4.48 3.08 3.08 7.31 3.06 3.06 43.88 35.11 36.50 46.36 X, volume / capacity 0.03 0.31 0.31 0.31 0.30 0.30 0.01 0.02 0.01 0.80 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] 0.11 0.53 0.53 1.56 0.52 0.52 0.04 0.04 0.02 7.70 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 4.38 2.55 2.55 5.75 2.54 2.54 43.84 35.06 36.48 38.66 c, Capacity [veh/h] 512 1506 1504 505 1506 1501 97 191 224 191 s, saturation flow rate [veh/h] 624 1900 1898 615 1900 1893 1252 1615 1435 1617 (v / s)_i Volume / Saturation Flow Rate 0.02 0.24 0.24 0.25 0.24 0.24 0.00 0.00 0.00 0.10 g / C, Green / Cycle 0.79 0.79 0.79 0.79 0.79 0.79 0.12 0.12 0.12 0.12 g_i, Effective Green Time [s] 71 71 71 71 71 71 11 11 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] 2.00 0.00 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 4.48 3.08 3.08 7.31 3.06 3.06 43.88 35.11 35.11 36.50 46.36 46.36 Movement LOS A A A A A A D D D D D D
d_A, Approach Delay [s/veh] 3.10 3.67 36.86 46.17
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 6.59
Intersection LOS A
Intersection V/C 0.346
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.665 2.803 1.973 2.263 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1200 1200 622 622 d_b, Bicycle Delay [s] 7.20 7.20 21.36 21.36
I_b,int, Bicycle LOS Score for Intersection 2.333 2.436 1.568 1.819 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.163
Level Of Service: E
Delay (sec / veh): 37.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Ayala Dr at Miro Wy
Intersection Level Of Service Report
Crosswalk No No Yes
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] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 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
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 35 896 847 38 21 11
Total 15-Minute Volume [veh/h] 9 224 212 9 5 3
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 33 851 805 36 20 10
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] 33 0 0 21 5 10
In-Process Volume [veh/h] 0 107 146 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 729 646 15 15 0
Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection LOS E
d_I, Intersection Delay [s/veh] 0.70
Approach LOS A A D
d_A, Approach Delay [s/veh] 0.36 0.00 30.05
95th-Percentile Queue Length [ft/ln] 1.49 0.74 0.00 0.00 16.15 16.15 95th-Percentile Queue Length [veh/ln] 0.06 0.03 0.00 0.00 0.65 0.65 Movement LOS A A A A E C
d_M, Delay for Movement [s/veh] 9.70 0.00 0.00 0.00 37.48 15.86 V/C, Movement V/C Ratio 0.05 0.01 0.01 0.00 0.16 0.02
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.517
Level Of Service: D
Delay (sec / veh): 41.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 270 748 101 79 718 83 178 420 209 89 415 55 Total 15-Minute Volume [veh/h] 67 187 25 20 180 21 45 105 52 22 104 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 0.9190 Total Hourly Volume [veh/h] 248 687 93 73 660 76 164 386 192 82 381 51 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] 5 0 0 1 0 9 30 0 2 0 0 3
In-Process Volume [veh/h] 42 91 24 18 103 12 22 117 33 21 53 8 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 197 584 68 53 546 54 110 264 154 60 322 39 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 10 33 0 9 32 0 11 36 0 12 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 231.22 242.37 235.21 40.16 236.56 230.34 347.08 295.21 271.47 101.57 214.09 209.00 95th-Percentile Queue Length [veh/ln] 9.25 9.69 9.41 1.61 9.46 9.21 13.88 11.81 10.86 4.06 8.56 8.36 50th-Percentile Queue Length [ft/ln] 128.80 143.98 138.65 22.31 139.65 135.05 205.12 183.98 165.86 56.43 123.11 119.40 50th-Percentile Queue Length [veh/ln] 5.15 5.76 5.55 0.89 5.59 5.40 8.20 7.36 6.63 2.26 4.92 4.78 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS F B B D B B F D D D D D
d, Delay for Lane Group [s/veh] 121.46 15.95 16.03 43.74 16.79 16.85 172.63 39.14 39.84 52.00 35.42 35.57 X, volume / capacity 1.15 0.45 0.45 0.47 0.44 0.44 1.26 0.84 0.84 0.77 0.65 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 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] 79.46 1.55 1.62 2.02 1.55 1.61 131.13 4.91 5.58 10.50 1.94 2.06 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 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 42.00 14.40 14.41 41.72 15.24 15.24 41.50 34.23 34.26 41.50 33.48 33.51 c, Capacity [veh/h] 234 956 916 169 920 887 141 395 351 115 368 353 s, saturation flow rate [veh/h] 3514 1900 1822 3514 1900 1832 1810 1900 1690 1810 1900 1823 (v / s)_i Volume / Saturation Flow Rate 0.08 0.23 0.23 0.02 0.21 0.21 0.10 0.17 0.18 0.05 0.13 0.13 g / C, Green / Cycle 0.07 0.50 0.50 0.05 0.48 0.48 0.08 0.21 0.21 0.06 0.19 0.19 g_i, Effective Green Time [s] 6 45 45 4 44 44 7 19 19 6 17 17 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 121.46 15.99 16.03 43.74 16.82 16.85 172.63 39.29 39.84 52.00 35.48 35.57 Movement LOS F B B D B B F D D D D D
d_A, Approach Delay [s/veh] 41.44 19.24 68.84 38.12
Approach LOS D B E D
d_I, Intersection Delay [s/veh] 41.65
Intersection LOS D
Intersection V/C 0.517
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.801 2.757 2.608 2.527 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 644 622 711 733 d_b, Bicycle Delay [s] 20.67 21.36 18.69 18.05
I_b,int, Bicycle LOS Score for Intersection 2.483 2.286 2.225 2.021 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.155
Level Of Service: A
Delay (sec / veh): 8.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 6 345 44 16 311 45 35 17 16 13 17 43 Total 15-Minute Volume [veh/h] 2 86 11 4 78 11 9 4 4 3 4 11 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.8930 0.9500 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 6 308 39 14 278 40 31 15 15 12 15 38 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 39 2 0 0 0 0 0 12 0 1
In-Process Volume [veh/h] 0 17 0 12 40 0 0 0 0 0 0 37
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 6 285 0 0 233 39 30 15 15 0 15 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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
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 0.0 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 0.0 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 7 0 0 10 0 0 17 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 16 64 0 0 48 0 0 26 0 0 26 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 8 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 8.77 19.91 19.57 32.77 30.56 34.07 31.14 70.52 95th-Percentile Queue Length [veh/ln] 0.35 0.80 0.78 1.31 1.22 1.36 1.25 2.82 50th-Percentile Queue Length [ft/ln] 4.87 11.06 10.87 18.21 16.98 18.93 17.30 39.18 50th-Percentile Queue Length [veh/ln] 0.19 0.44 0.43 0.73 0.68 0.76 0.69 1.57 Critical Lane Group Yes No No Yes No No No Yes
Lane Group LOS E A A A A D D D
d, Delay for Lane Group [s/veh] 58.75 1.85 1.87 3.00 3.05 39.37 38.20 39.60 X, volume / capacity 0.38 0.13 0.13 0.14 0.14 0.27 0.20 0.36 Lane Group Results
PF, progression factor 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 14.38 0.17 0.18 0.20 0.23 1.10 0.59 1.06 I, Upstream Filtering Factor 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 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 44.37 1.69 1.69 2.80 2.82 38.27 37.62 38.54 c, Capacity [veh/h] 16 1552 1491 1419 1264 130 165 204
s, saturation flow rate [veh/h] 1810 1900 1826 1802 1655 1364 1750 1663 (v / s)_i Volume / Saturation Flow Rate 0.00 0.10 0.11 0.11 0.11 0.03 0.02 0.04 g / C, Green / Cycle 0.01 0.82 0.82 0.76 0.76 0.09 0.09 0.09 g_i, Effective Green Time [s] 1 74 74 69 69 8 8 8
l2, Clearance Lost Time [s] 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 2.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 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
Lane Group L C C C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 58.75 1.86 1.87 3.00 3.02 3.05 39.37 38.20 38.20 39.60 39.60 39.60 Movement LOS E A A A A A D D D D D D
d_A, Approach Delay [s/veh] 2.73 3.03 38.80 39.60
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 8.51
Intersection LOS A
Intersection V/C 0.155
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.463 2.376 1.986 1.812 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1333 978 489 489 d_b, Bicycle Delay [s] 5.00 11.76 25.69 25.69
I_b,int, Bicycle LOS Score for Intersection 1.885 1.867 1.672 1.680 Bicycle LOS A A A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.345
Level Of Service: C
Delay (sec / veh): 29.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 44 143 65 109 99 68 68 590 33 21 532 150 Total 15-Minute Volume [veh/h] 11 36 16 27 25 17 17 148 8 5 133 37 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 0.9610 Total Hourly Volume [veh/h] 42 137 62 105 95 65 65 567 32 20 511 144 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 2 0 10 34 30 0 0 9 5 In-Process Volume [veh/h] 0 0 0 33 0 7 4 127 0 0 57 13
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 41 134 61 69 93 47 26 402 31 20 436 124 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 29 0 0 29 0 9 52 0 9 52 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 71.80 23.49 62.68 36.29 24.62 81.10 257.98 254.68 25.27 307.61 292.20 95th-Percentile Queue Length [veh/ln] 2.87 0.94 2.51 1.45 0.98 3.24 10.32 10.19 1.01 12.30 11.69 50th-Percentile Queue Length [ft/ln] 39.89 13.05 34.82 20.16 13.68 45.05 155.67 153.19 14.04 193.54 181.68 50th-Percentile Queue Length [veh/ln] 1.60 0.52 1.39 0.81 0.55 1.80 6.23 6.13 0.56 7.74 7.27 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS A A B A A E C C D D D
d, Delay for Lane Group [s/veh] 8.48 7.75 15.33 7.94 7.77 55.64 32.29 32.34 52.35 38.14 38.70 X, volume / capacity 0.18 0.07 0.18 0.10 0.07 0.77 0.67 0.67 0.50 0.84 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 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] 0.37 0.13 0.61 0.18 0.14 13.31 1.67 1.71 8.91 4.60 5.11 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 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 8.11 7.62 14.72 7.75 7.63 42.32 30.61 30.62 43.44 33.54 33.58 c, Capacity [veh/h] 1055 964 622 1032 964 88 468 460 42 420 389 s, saturation flow rate [veh/h] 1684 1615 909 1729 1615 1810 1900 1865 1810 1900 1758 (v / s)_i Volume / Saturation Flow Rate 0.11 0.04 0.12 0.06 0.04 0.04 0.17 0.17 0.01 0.19 0.19 g / C, Green / Cycle 0.60 0.60 0.60 0.60 0.60 0.05 0.25 0.25 0.02 0.22 0.22 g_i, Effective Green Time [s] 54 54 54 54 54 4 22 22 2 20 20 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 8.48 8.48 7.75 15.33 7.94 7.77 55.64 32.31 32.34 52.35 38.33 38.70 Movement LOS A A A B A A E C C D D D
d_A, Approach Delay [s/veh] 8.29 10.82 34.61 38.82
Approach LOS A B C D
d_I, Intersection Delay [s/veh] 29.28
Intersection LOS C
Intersection V/C 0.345
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.231 2.426 2.624 2.742 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1067 1067 d_b, Bicycle Delay [s] 23.47 23.47 9.80 9.80
I_b,int, Bicycle LOS Score for Intersection 1.975 1.787 2.130 2.140 Bicycle LOS A A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection Analysis Summary
Report File: K:\...\5. OY CUM WP PM.pdf 2/11/2025
Vistro File: K:\...\Miro Way_PM.vistro Scenario 5 OY 2024 Cum WP PM Miro Way and Ayala Drive Warehouse
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

WB Left 0.579 29.1 C
HCM 7th
Edition 10 Linden Ave at Base Line Rd Signalized
NB Left 0.294 10.2 B
HCM 7th
Edition 9 Linden Ave at Miro Wy Signalized
NB Left 0.642 38.1 D
HCM 7th
Edition 8 Ayala Dr at Base Line Rd Signalized
EB Left 0.557 79.7 F
HCM 7th
Edition 7 Ayala Dr at Miro Wy Two-way stop
WB Right 0.528 7.5 A
HCM 6th
Edition 6 Ayala Dr at Fitzgerald Ave Signalized
NB Left 0.677 26.0 C
HCM 7th
Edition Signalized Ayala Dr at RenaissancePkwy 5
SB Left 0.674 34.5 C
HCM 7th
Edition 4 Alder Ave at Base Line Rd Signalized
NB Right 0.978 90.8 F
HCM 7th
Edition Signalized Alder Ave at RenaissancePkwy 3
SB Left 1.205 136.3 F
HCM 7th
Edition Signalized Alder Ave at SR-210 EBRamps 2
NB Left 1.164 138.6 F
HCM 7th
Edition Signalized Alder Ave at SR-210 WBRamps 1
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.164
Level Of Service: F
Delay (sec / veh): 138.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 1: Alder Ave at SR-210 WB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 914 614 0 0 608 522 0 0 0 567 4 234 Total 15-Minute Volume [veh/h] 229 154 0 0 152 130 0 0 0 142 1 59 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9100 0.9100 1.0000 1.0000 0.9100 0.9100 1.0000 1.0000 1.0000 0.9100 0.9100 0.9100 Total Hourly Volume [veh/h] 832 559 0 0 553 475 0 0 0 516 4 213 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] 30 0 0 0 0 0 0 0 0 11 0 0
In-Process Volume [veh/h] 317 255 0 0 255 91 0 0 0 204 0 88 Growth Factor 1.0200 1.0200 1.0000 1.0000 1.0200 1.0200 1.0000 1.0000 1.0000 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 2.00 2.00 0.00 0.00 2.00 2.00 2.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 10 0 0 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 Split [s] 37 65 0 0 28 0 0 0 0 0 25 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 1744.78 89.80 769.29 1030.11 1080.48 207.25 95th-Percentile Queue Length [veh/ln] 69.79 3.59 30.77 41.20 43.22 8.29 50th-Percentile Queue Length [ft/ln] 1165.20 49.89 532.29 682.41 713.45 118.13 50th-Percentile Queue Length [veh/ln] 46.61 2.00 21.29 27.30 28.54 4.73 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS F A F F F C
d, Delay for Lane Group [s/veh] 207.78 5.87 108.44 182.73 201.37 32.74 X, volume / capacity 1.38 0.25 1.12 1.30 1.34 0.63
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 179.28 0.25 75.44 149.73 166.87 1.73 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 0.41 0.11
d1, Uniform Delay [s] 28.50 5.63 33.00 33.00 34.50 31.01 c, Capacity [veh/h] 663 2452 507 436 422 378
s, saturation flow rate [veh/h] 1810 3618 1900 1634 1810 1619 (v / s)_i Volume / Saturation Flow Rate 0.51 0.17 0.30 0.35 0.31 0.15 g / C, Green / Cycle 0.37 0.68 0.27 0.27 0.23 0.23
g_i, Effective Green Time [s] 33 61 24 24 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] 90 90 90 90 90 90
Lane Group L C C C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 207.78 5.87 0.00 0.00 113.69 182.73 0.00 0.00 0.00 201.37 32.74 32.74 Movement LOS F A F F F C C
d_A, Approach Delay [s/veh] 126.65 145.58 0.00 151.51
Approach LOS F F A F
d_I, Intersection Delay [s/veh] 138.61
Intersection LOS F
Intersection V/C 1.164
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.829 2.109 Crosswalk LOS F F C B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1356 533 0 467 d_b, Bicycle Delay [s] 4.67 24.20 45.00 26.45
I_b,int, Bicycle LOS Score for Intersection 2.820 2.492 4.132 2.888 Bicycle LOS C B D C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 1.205
Level Of Service: F
Delay (sec / veh): 136.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 2: Alder Ave at SR-210 EB Ramps
Intersection Level Of Service Report
Crosswalk No No Yes 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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 0 1140 812 259 858 0 309 4 763 0 0 0 Total 15-Minute Volume [veh/h] 0 285 203 65 214 0 77 1 191 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9550 0.9550 0.9550 0.9550 1.0000 0.9550 0.9550 0.9550 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 0 1089 775 247 819 0 295 4 729 0 0 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 30 31 0 11 0 0 0 12 0 0 0 In-Process Volume [veh/h] 0 483 316 89 369 0 88 0 205 0 0 0 Growth Factor 1.0000 1.0200 1.0200 1.0200 1.0200 1.0000 1.0200 1.0200 1.0200 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Vehicle Extension [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Split [s] 0 50 0 10 60 0 0 30 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 882.12 1257.67 812.60 172.94 243.61 1873.83 95th-Percentile Queue Length [veh/ln] 35.28 50.31 32.50 6.92 9.74 74.95 50th-Percentile Queue Length [ft/ln] 666.76 887.11 503.47 96.08 144.90 1201.81 50th-Percentile Queue Length [veh/ln] 26.67 35.48 20.14 3.84 5.80 48.07 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F F A C F
d, Delay for Lane Group [s/veh] 52.11 104.10 564.10 8.91 28.61 327.53 X, volume / capacity 1.01 1.15 2.15 0.38 0.60 1.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 30.11 82.10 522.10 0.49 1.10 295.53 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.11 0.50 0.11 0.50
d1, Uniform Delay [s] 22.00 22.00 42.00 8.42 27.51 32.00 c, Capacity [veh/h] 971 847 121 2251 523 467
s, saturation flow rate [veh/h] 1900 1657 1810 3618 1811 1615 (v / s)_i Volume / Saturation Flow Rate 0.51 0.59 0.14 0.24 0.17 0.47 g / C, Green / Cycle 0.51 0.51 0.07 0.62 0.29 0.29
g_i, Effective Green Time [s] 46 46 6 56 26 26
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] 90 90 90 90 90 90
Lane Group C C L C C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 0.00 59.59 104.10 564.10 8.91 0.00 28.61 28.61 327.53 0.00 0.00 0.00 Movement LOS E F F A C C F
d_A, Approach Delay [s/veh] 78.10 137.64 240.58 0.00
Approach LOS E F F A
d_I, Intersection Delay [s/veh] 136.32
Intersection LOS F
Intersection V/C 1.205
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 0.0 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 0.00 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 0.000 0.000 2.241 2.473 Crosswalk LOS F F B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1022 1244 578 0 d_b, Bicycle Delay [s] 10.76 6.42 22.76 45.00
I_b,int, Bicycle LOS Score for Intersection 3.170 2.481 3.335 4.132 Bicycle LOS C B C D
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - - - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.978
Level Of Service: F
Delay (sec / veh): 90.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 3: Alder Ave at Renaissance Pkwy
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 0.00 100.00 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 1 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 57 1269 36 418 1025 163 117 354 72 21 251 544 Total 15-Minute Volume [veh/h] 14 317 9 104 256 41 29 89 18 5 63 136 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 0.9600 Total Hourly Volume [veh/h] 55 1218 35 401 984 156 112 340 69 20 241 522 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 61 0 0 23 0 0 1 0 0 2 0
In-Process Volume [veh/h] 3 485 0 214 346 15 15 65 1 0 64 297 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 17 0 0 17 0 0 17 0 0 17 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] 21 29 0 22 30 0 9 30 0 9 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 67.52 1077.40 1073.24 611.42 417.28 414.44 218.72 158.76 151.71 25.38 195.94 812.08 95th-Percentile Queue Length [veh/ln] 2.70 43.10 42.93 24.46 16.69 16.58 8.75 6.35 6.07 1.02 7.84 32.48 50th-Percentile Queue Length [ft/ln] 37.51 731.59 727.86 403.87 280.06 277.78 121.51 88.20 84.28 14.10 109.95 550.06 50th-Percentile Queue Length [veh/ln] 1.50 29.26 29.11 16.15 11.20 11.11 4.86 3.53 3.37 0.56 4.40 22.00 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D F F F C C F C C D C F
d, Delay for Lane Group [s/veh] 54.54 156.48 157.41 119.68 26.70 27.59 137.55 23.76 23.82 52.66 26.81 126.38 X, volume / capacity 0.73 1.24 1.24 1.16 0.73 0.74 1.16 0.36 0.36 0.51 0.46 1.17 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 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] 12.02 123.98 124.91 83.68 5.63 6.32 95.05 0.35 0.38 9.20 0.60 94.38 I, Upstream 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 0.23 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.46 d1, Uniform Delay [s] 42.52 32.50 32.50 36.00 21.07 21.27 42.50 23.40 23.44 43.46 26.22 32.00 c, Capacity [veh/h] 78 528 523 362 825 787 101 611 576 42 549 467 s, saturation flow rate [veh/h] 1810 1900 1882 1810 1900 1811 1810 1900 1791 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.34 0.35 0.23 0.32 0.32 0.06 0.11 0.12 0.01 0.13 0.34 g / C, Green / Cycle 0.04 0.28 0.28 0.20 0.44 0.44 0.06 0.32 0.32 0.02 0.29 0.29 g_i, Effective Green Time [s] 4 25 25 18 39 39 5 29 29 2 26 26 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.54 156.93 157.41 119.68 27.07 27.59 137.55 23.78 23.82 52.66 26.81 126.38 Movement LOS D F F F C C F C C D C F
d_A, Approach Delay [s/veh] 152.66 51.22 48.30 93.85
Approach LOS F D D F
d_I, Intersection Delay [s/veh] 90.82
Intersection LOS F
Intersection V/C 0.978
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.785 2.991 2.499 2.618 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 578 578 578 d_b, Bicycle Delay [s] 23.47 22.76 22.76 22.76
I_b,int, Bicycle LOS Score for Intersection 2.683 2.885 2.008 2.233 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.674
Level Of Service: C
Delay (sec / veh): 34.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 4: Alder Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 50 357 46 194 398 159 146 510 79 60 418 271 Total 15-Minute Volume [veh/h] 13 89 12 49 100 40 37 128 20 15 104 68 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 0.9720 Total Hourly Volume [veh/h] 49 347 45 189 387 155 142 496 77 58 406 263 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 23 0 0 0 1 0 0 3 61
In-Process Volume [veh/h] 5 18 0 46 17 30 61 52 13 0 50 113 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 43 323 44 118 363 123 79 434 63 57 346 87 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 No
Maximum Recall No No No No No No No No No No
Minimum Recall No No No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 2.0 2.0 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 2.0 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 17 0 0 10 10 0 10 0 0 17 17
Walk [s] 0 5 0 0 5 5 0 5 0 0 5 5
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Split [s] 16 26 0 14 24 24 15 41 0 9 35 35
All red [s] 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 3.0 3.0 3.0 0.0 3.0 3.0 3.0 Maximum Green [s] 30 30 0 30 30 30 30 30 0 30 30 30
Minimum Green [s] 5 10 0 5 10 10 5 10 0 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 2,3 4,5
Signal Group 1 6 0 5 2 2 3 8 0 7 4 4
Control Type Protecte Permiss Permiss Protecte Permiss Overlap Protecte Permiss Permiss Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 58.18 319.76 231.58 273.07 72.89 158.24 510.89 72.68 334.67 166.10 95th-Percentile Queue Length [veh/ln] 2.33 12.79 9.26 10.92 2.92 6.33 20.44 2.91 13.39 6.64 50th-Percentile Queue Length [ft/ln] 32.32 202.94 135.96 167.08 40.49 87.91 356.14 40.38 214.56 92.28 50th-Percentile Queue Length [veh/ln] 1.29 8.12 5.44 6.68 1.62 3.52 14.25 1.62 8.58 3.69 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D C E C B D D E C B
d, Delay for Lane Group [s/veh] 52.59 31.63 61.96 23.36 10.94 47.58 42.96 56.81 33.15 17.33 X, volume / capacity 0.67 0.66 0.96 0.53 0.18 0.80 0.93 0.76 0.77 0.38 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] 10.04 5.60 22.14 2.64 0.46 7.97 14.33 14.21 3.56 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 k, delay calibration 0.11 0.50 0.11 0.50 0.50 0.11 0.27 0.11 0.16 0.11 d1, Uniform Delay [s] 42.55 26.03 39.83 20.72 10.48 39.60 28.62 42.60 29.59 16.99 c, Capacity [veh/h] 74 608 201 754 875 182 633 78 539 710 s, saturation flow rate [veh/h] 1810 1862 1810 1900 1615 1810 1856 1810 1900 1615 (v / s)_i Volume / Saturation Flow Rate 0.03 0.22 0.11 0.21 0.10 0.08 0.32 0.03 0.22 0.17 g / C, Green / Cycle 0.04 0.33 0.11 0.40 0.54 0.10 0.34 0.04 0.28 0.44 g_i, Effective Green Time [s] 4 29 10 36 49 9 31 4 26 40 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 0.00 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 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C R L C L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 52.59 31.63 31.63 61.96 23.36 10.94 47.58 42.96 42.96 56.81 33.15 17.33 Movement LOS D C C E C B D D D E C B
d_A, Approach Delay [s/veh] 33.94 30.70 43.87 29.32
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 34.46
Intersection LOS C
Intersection V/C 0.674
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.599 2.384 2.594 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 489 444 822 689 d_b, Bicycle Delay [s] 25.69 27.22 15.61 19.34
I_b,int, Bicycle LOS Score for Intersection 2.307 2.799 2.772 2.795 Bicycle LOS B C C C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.677
Level Of Service: C
Delay (sec / veh): 26.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 5: Ayala Dr at Renaissance Pkwy
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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 126 1052 108 388 1055 576 384 409 136 85 205 397 Total 15-Minute Volume [veh/h] 32 263 27 97 264 144 96 102 34 21 51 99 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 0.9580 Total Hourly Volume [veh/h] 121 1008 103 372 1011 552 368 392 130 81 196 380 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] 2 17 2 0 6 0 0 0 1 1 0 0
In-Process Volume [veh/h] 11 183 24 23 166 0 0 6 14 18 8 16 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 106 792 75 342 823 541 361 378 113 61 184 357 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 No No No
Maximum Recall No No No No No No No No No No No No
Minimum Recall No No No No 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 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 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 Pedestrian Clearance [s] 0 20 20 0 20 20 0 20 20 0 20 20 Walk [s] 0 5 5 0 5 5 0 5 5 0 5 5
Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Split [s] 9 29 29 16 36 36 16 36 36 9 29 29
All red [s] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Amber [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Maximum Green [s] 30 30 30 30 30 30 30 30 30 30 30 30
Minimum Green [s] 5 10 10 5 10 10 5 10 10 5 10 10
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 2,3 1,8 4,5
Signal Group 1 6 6 5 2 2 3 8 8 7 4 4
Control Type Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Protecte Permiss Overlap Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 65.27 343.78 49.73 194.05 292.66 213.63 191.94 179.10 98.59 43.14 95.31 340.44 95th-Percentile Queue Length [veh/ln] 2.61 13.75 1.99 7.76 11.71 8.55 7.68 7.16 3.94 1.73 3.81 13.62 50th-Percentile Queue Length [ft/ln] 36.26 221.69 27.63 108.60 182.03 122.77 107.09 99.50 54.77 23.97 52.95 219.07 50th-Percentile Queue Length [veh/ln] 1.45 8.87 1.11 4.34 7.28 4.91 4.28 3.98 2.19 0.96 2.12 8.76 Critical Lane Group No Yes No Yes No No Yes No No No No Yes Lane Group LOS D C B D B A D C C D D D
d, Delay for Lane Group [s/veh] 45.18 22.68 11.05 41.81 16.47 8.49 41.56 32.69 24.02 43.62 37.52 37.17 X, volume / capacity 0.65 0.67 0.13 0.83 0.57 0.52 0.82 0.55 0.28 0.48 0.46 0.82 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] 3.55 2.31 0.31 3.81 1.28 1.72 3.61 0.64 0.30 2.02 0.76 7.93 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 0.11 0.50 0.50 0.11 0.11 0.11 0.11 0.11 0.26 d1, Uniform Delay [s] 41.63 20.37 10.74 38.00 15.18 6.77 37.95 32.05 23.72 41.60 36.76 29.24 c, Capacity [veh/h] 195 1568 853 469 1849 1113 469 743 493 177 442 484 s, saturation flow rate [veh/h] 3514 3618 1615 3514 3618 1615 3514 3618 1615 3514 3618 1615 (v / s)_i Volume / Saturation Flow Rate 0.04 0.29 0.07 0.11 0.29 0.36 0.11 0.11 0.08 0.02 0.06 0.25 g / C, Green / Cycle 0.06 0.43 0.53 0.13 0.51 0.69 0.13 0.21 0.31 0.05 0.12 0.30 g_i, Effective Green Time [s] 5 39 47 12 46 62 12 19 28 4 11 27 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 0.00 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 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 R L C R L C R L C R
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.18 22.68 11.05 41.81 16.47 8.49 41.56 32.69 24.02 43.62 37.52 37.17 Movement LOS D C B D B A D C C D D D
d_A, Approach Delay [s/veh] 23.91 19.06 35.08 38.07
Approach LOS C B D D
d_I, Intersection Delay [s/veh] 26.01
Intersection LOS C
Intersection V/C 0.677
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.952 3.132 2.851 2.817 Crosswalk LOS C C C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 711 711 556 d_b, Bicycle Delay [s] 23.47 18.69 18.69 23.47
I_b,int, Bicycle LOS Score for Intersection 2.621 3.225 2.326 2.126 Bicycle LOS B C B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.528
Level Of Service: A
Delay (sec / veh): 7.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 6: Ayala Dr at Fitzgerald 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 49.21 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 0 1 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 8 1063 8 226 1047 1 0 0 5 1 3 168 Total 15-Minute Volume [veh/h] 2 266 2 57 262 0 0 0 1 0 1 42 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9730 0.9500 0.9730 0.9730 0.9730 0.9730 0.9500 0.9500 0.9500 0.9500 0.9730 Total Hourly Volume [veh/h] 8 1034 8 220 1019 1 0 0 5 1 3 163 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 21 0 0 8 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 168 0 7 125 0 0 0 0 0 0 9
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 828 8 209 869 1 0 0 5 1 3 151 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 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 10 0 0 10 0 0 17 0 0 21 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 55 0 0 55 0 0 35 0 0 35 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 18 0 0 18 0 0 34 0 0 34 0
Minimum Green [s] 0 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 2.45 98.48 98.26 123.50 95.36 95.34 0.00 4.39 0.89 182.32 95th-Percentile Queue Length [veh/ln] 0.10 3.94 3.93 4.94 3.81 3.81 0.00 0.18 0.04 7.29 50th-Percentile Queue Length [ft/ln] 1.36 54.71 54.59 68.61 52.98 52.97 0.00 2.44 0.50 101.29 50th-Percentile Queue Length [veh/ln] 0.05 2.19 2.18 2.74 2.12 2.12 0.00 0.10 0.02 4.05 Critical Lane Group No No No Yes No No No No No Yes
Lane Group LOS A A A B A A A C D D
d, Delay for Lane Group [s/veh] 5.33 3.67 3.68 13.59 3.62 3.62 0.00 34.25 35.57 45.64 X, volume / capacity 0.02 0.36 0.36 0.52 0.35 0.35 0.00 0.02 0.00 0.82 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] 0.08 0.68 0.69 4.47 0.66 0.66 0.00 0.05 0.01 7.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 5.25 2.99 2.99 9.11 2.96 2.96 0.00 34.21 35.57 38.13 c, Capacity [veh/h] 441 1485 1481 432 1485 1485 99 209 240 210 s, saturation flow rate [veh/h] 547 1900 1895 535 1900 1899 1233 1615 1434 1619 (v / s)_i Volume / Saturation Flow Rate 0.01 0.28 0.28 0.42 0.28 0.28 0.00 0.00 0.00 0.11 g / C, Green / Cycle 0.78 0.78 0.78 0.78 0.78 0.78 0.13 0.13 0.13 0.13 g_i, Effective Green Time [s] 70 70 70 70 70 70 12 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 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 0.00 2.00 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] 90 90 90 90 90 90 90 90 90 90
Lane Group L C C L C C L C L C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 5.33 3.67 3.68 13.59 3.62 3.62 0.00 34.25 34.25 35.57 45.64 45.64 Movement LOS A A A B A A A C C D D D
d_A, Approach Delay [s/veh] 3.69 5.39 34.25 45.58
Approach LOS A A C D
d_I, Intersection Delay [s/veh] 7.45
Intersection LOS A
Intersection V/C 0.528
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.719 2.861 1.959 2.395 Crosswalk LOS B C A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 1133 1133 689 689 d_b, Bicycle Delay [s] 8.45 8.45 19.34 19.34
I_b,int, Bicycle LOS Score for Intersection 2.450 2.611 1.568 1.843 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.557
Level Of Service: F
Delay (sec / veh): 79.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Two-way stop
Intersection 7: Ayala Dr at Miro Wy
Intersection Level Of Service Report
Crosswalk No No Yes
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] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 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
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 14 1054 1045 34 52 35
Total 15-Minute Volume [veh/h] 3 263 261 8 13 9
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.9500 0.9500 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 13 1001 993 32 49 33
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] 13 0 0 8 21 33
In-Process Volume [veh/h] 0 168 125 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 817 851 24 27 0
Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection LOS F
d_I, Intersection Delay [s/veh] 2.68
Approach LOS A A F
d_A, Approach Delay [s/veh] 0.14 0.00 67.17
95th-Percentile Queue Length [ft/ln] 0.59 0.29 0.00 0.00 83.49 83.49 95th-Percentile Queue Length [veh/ln] 0.02 0.01 0.00 0.00 3.34 3.34 Movement LOS B A A A F E
d_M, Delay for Movement [s/veh] 10.52 0.00 0.00 0.00 79.74 48.49 V/C, Movement V/C Ratio 0.02 0.01 0.01 0.00 0.56 0.07
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane No
Priority Scheme Free Free Stop
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.642
Level Of Service: D
Delay (sec / veh): 38.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 8: Ayala Dr at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 214 838 144 168 866 116 169 564 293 141 522 84 Total 15-Minute Volume [veh/h] 54 209 36 42 216 29 42 141 73 35 130 21 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 0.9240 Total Hourly Volume [veh/h] 198 774 133 155 800 107 156 521 271 130 482 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] 2 0 0 3 0 30 12 0 5 0 0 1
In-Process Volume [veh/h] 51 114 35 10 108 19 15 65 56 39 125 27 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 142 647 96 139 678 57 126 447 206 89 350 49 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 23 0 0 23 0 0 26 0 0 28 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] 9 32 0 9 32 0 12 37 0 12 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 169.27 351.59 339.51 95.13 349.74 339.68 241.67 390.78 357.64 164.57 244.82 236.33 95th-Percentile Queue Length [veh/ln] 6.77 14.06 13.58 3.81 13.99 13.59 9.67 15.63 14.31 6.58 9.79 9.45 50th-Percentile Queue Length [ft/ln] 94.04 227.82 218.34 52.85 226.37 218.47 140.40 258.85 232.58 91.43 145.81 139.48 50th-Percentile Queue Length [veh/ln] 3.76 9.11 8.73 2.11 9.05 8.74 5.62 10.35 9.30 3.66 5.83 5.58 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS F C C D C C F D D D C C
d, Delay for Lane Group [s/veh] 102.22 26.00 26.27 52.68 25.91 26.12 88.09 39.66 40.63 54.28 29.52 29.60 X, volume / capacity 1.10 0.65 0.66 0.86 0.65 0.65 1.05 0.88 0.88 0.88 0.60 0.60 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 59.72 4.31 4.56 10.53 4.26 4.45 47.09 8.41 9.38 13.77 1.11 1.17 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.20 0.20 0.11 0.11 0.11 d1, Uniform Delay [s] 42.50 21.69 21.71 42.15 21.66 21.67 41.00 31.25 31.26 40.51 28.42 28.43 c, Capacity [veh/h] 195 769 730 195 769 738 161 519 460 161 519 494 s, saturation flow rate [veh/h] 3514 1900 1804 3514 1900 1822 1810 1900 1684 1810 1900 1809 (v / s)_i Volume / Saturation Flow Rate 0.06 0.26 0.27 0.05 0.26 0.26 0.09 0.24 0.24 0.08 0.16 0.16 g / C, Green / Cycle 0.06 0.41 0.41 0.06 0.41 0.41 0.09 0.27 0.27 0.09 0.27 0.27 g_i, Effective Green Time [s] 5 37 37 5 37 37 8 24 24 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 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
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 102.22 26.11 26.27 52.68 26.00 26.12 88.09 39.85 40.63 54.28 29.55 29.60 Movement LOS F C C D C C F D D D C C
d_A, Approach Delay [s/veh] 39.75 29.91 48.02 34.23
Approach LOS D C D C
d_I, Intersection Delay [s/veh] 38.06
Intersection LOS D
Intersection V/C 0.642
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.860 2.819 2.668 2.618 Crosswalk LOS C C B B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 622 622 733 733 d_b, Bicycle Delay [s] 21.36 21.36 18.05 18.05
I_b,int, Bicycle LOS Score for Intersection 2.546 2.508 2.406 2.176 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.294
Level Of Service: B
Delay (sec / veh): 10.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Linden Ave at Miro Wy
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 19 571 18 48 519 68 67 35 28 49 30 23 Total 15-Minute Volume [veh/h] 5 143 4 12 130 17 17 9 7 12 8 6 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9500 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.7950 0.9500 0.7950 0.7950 0.7950 Total Hourly Volume [veh/h] 18 454 14 38 413 54 53 28 27 39 24 18 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 14 1 0 0 0 0 0 39 0 2
In-Process Volume [veh/h] 0 44 0 37 28 0 0 0 0 0 0 16
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 402 0 0 377 53 52 27 26 0 24 0 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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
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 0.0 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 0.0 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 7 0 0 10 0 0 17 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 9 46 0 0 37 0 0 44 0 0 44 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 5 10 0 0 10 0 0 10 0 0 10 0
Lead / Lag Lead - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 0 2 0 0 8 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 23.26 37.80 37.52 70.99 72.95 73.85 59.43 104.92 95th-Percentile Queue Length [veh/ln] 0.93 1.51 1.50 2.84 2.92 2.95 2.38 4.20 50th-Percentile Queue Length [ft/ln] 12.92 21.00 20.85 39.44 40.53 41.03 33.02 58.29 50th-Percentile Queue Length [veh/ln] 0.52 0.84 0.83 1.58 1.62 1.64 1.32 2.33 Critical Lane Group Yes No No Yes No No No Yes
Lane Group LOS D A A A A D D D
d, Delay for Lane Group [s/veh] 53.20 2.35 2.36 4.21 4.34 47.38 38.13 42.58 X, volume / capacity 0.50 0.19 0.19 0.25 0.26 0.69 0.33 0.56 Lane Group Results
PF, progression factor 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 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.62 0.28 0.29 0.49 0.51 8.45 1.01 2.67 I, Upstream Filtering Factor 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 0.50 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 43.57 2.07 2.07 3.73 3.83 38.93 37.12 39.91 c, Capacity [veh/h] 38 1526 1509 1255 1229 97 190 182
s, saturation flow rate [veh/h] 1810 1900 1880 1640 1666 1373 1762 1139 (v / s)_i Volume / Saturation Flow Rate 0.01 0.16 0.16 0.19 0.19 0.05 0.04 0.09 g / C, Green / Cycle 0.02 0.80 0.80 0.74 0.74 0.11 0.11 0.11 g_i, Effective Green Time [s] 2 72 72 66 66 10 10 10
l2, Clearance Lost Time [s] 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 2.00 0.00 2.00 0.00 2.00 L, Total Lost Time per Cycle [s] 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
Lane Group L C C C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.20 2.35 2.36 4.21 4.27 4.34 47.38 38.13 38.13 42.58 42.58 42.58 Movement LOS D A A A A A D D D D D D
d_A, Approach Delay [s/veh] 3.94 4.28 42.89 42.58
Approach LOS A A D D
d_I, Intersection Delay [s/veh] 10.19
Intersection LOS B
Intersection V/C 0.294
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.606 2.544 2.022 1.884 Crosswalk LOS B B B A
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 933 733 889 889 d_b, Bicycle Delay [s] 12.80 18.05 13.89 13.89
I_b,int, Bicycle LOS Score for Intersection 2.061 2.083 1.774 1.728 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Volume to Capacity (v/c): 0.579
Level Of Service: C
Delay (sec / veh): 29.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 10: Linden Ave at Base Line 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] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 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
Intersection Setup
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 20 193 52 190 195 160 118 652 32 45 616 230 Total 15-Minute Volume [veh/h] 5 48 13 48 49 40 30 163 8 11 154 57 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 0.8880 Total Hourly Volume [veh/h] 18 171 46 169 173 142 105 579 28 40 547 204 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 5 0 34 12 12 0 0 30 2 In-Process Volume [veh/h] 0 0 0 17 0 11 8 82 0 0 143 36 Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 18 168 45 144 170 95 83 475 27 39 367 163 Name
Volumes
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
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 20 0 0 20 0 0 15 0 0 20 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 13 40 0 10 37 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 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 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 5 10 0 5 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 3 8 0 7 4 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
95th-Percentile Queue Length [ft/ln] 105.30 23.67 166.05 96.99 78.64 130.77 256.76 253.60 52.36 377.91 352.13 95th-Percentile Queue Length [veh/ln] 4.21 0.95 6.64 3.88 3.15 5.23 10.27 10.14 2.09 15.12 14.09 50th-Percentile Queue Length [ft/ln] 58.50 13.15 92.25 53.89 43.69 72.65 154.75 152.38 29.09 248.61 228.25 50th-Percentile Queue Length [veh/ln] 2.34 0.53 3.69 2.16 1.75 2.91 6.19 6.10 1.16 9.94 9.13 Critical Lane Group No No Yes No No Yes No No No No Yes Lane Group LOS B B C B B D C C D D D
d, Delay for Lane Group [s/veh] 12.33 10.98 29.37 12.39 12.16 49.55 27.01 27.03 52.34 38.74 39.44 X, volume / capacity 0.22 0.06 0.44 0.22 0.19 0.79 0.58 0.58 0.65 0.87 0.87 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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] 0.51 0.14 3.26 0.56 0.51 9.02 0.92 0.93 9.67 7.22 7.91 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.11 0.11 0.17 0.17 d1, Uniform Delay [s] 11.82 10.84 26.11 11.83 11.65 40.53 26.09 26.09 42.67 31.52 31.53 c, Capacity [veh/h] 976 835 430 894 835 149 591 581 70 508 461 s, saturation flow rate [veh/h] 1803 1615 677 1729 1615 1810 1900 1869 1810 1900 1726 (v / s)_i Volume / Saturation Flow Rate 0.12 0.03 0.28 0.11 0.10 0.07 0.18 0.18 0.02 0.23 0.23 g / C, Green / Cycle 0.52 0.52 0.52 0.52 0.52 0.08 0.31 0.31 0.04 0.27 0.27 g_i, Effective Green Time [s] 47 47 47 47 47 7 28 28 3 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] 2.00 0.00 2.00 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 C R C C R L C C L C C
Lane Group Calculations
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 12.33 12.33 10.98 29.37 12.39 12.16 49.55 27.02 27.03 52.34 38.94 39.44 Movement LOS B B B C B B D C C D D D
d_A, Approach Delay [s/veh] 12.07 18.24 30.33 39.74
Approach LOS B B C D
d_I, Intersection Delay [s/veh] 29.12
Intersection LOS C
Intersection V/C 0.579
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] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersectio 2.263 2.513 2.641 2.920 Crosswalk LOS B B B C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 800 800 800 733 d_b, Bicycle Delay [s] 16.20 16.20 16.20 18.05
I_b,int, Bicycle LOS Score for Intersection 1.997 2.009 2.221 2.295 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 7 8 - - - - - - - - - - - -
Ring 1 - 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
APPENDIX D-6

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2024 CUMULATIVE PLUS
PROJECT – WITH IMPROVEMENTS
Option 1: 2nd NBL Lane
Lane Group LOS D C E F F B
d, Delay for Lane Group [s/veh] 47.41 21.80 67.32 82.96 58.36 13.44 X, volume / capacity 0.98 0.52 0.87 0.95 1.03 0.36
c, Capacity [veh/h] 742 1447 274 252 925 828
s, saturation flow rate [veh/h] 3514 3618 1900 1748 1810 1620 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.21 0.21 0.13 0.14 0.53 0.18 g / C, Green / Cycle 0.21 0.40 0.14 0.14 0.51 0.51
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
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 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 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Split [s] 23 40 0 0 17 0 0 0 0 0 50 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 730 753 0 0 361 118 0 0 0 950 6 292 Base Volume Input [veh/h] 396 343 0 0 17 12 0 0 0 431 5 157 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at SR-210 WB Ramps
Number 1
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.870
Intersection LOS D
d_I, Intersection Delay [s/veh] 45.63
Approach LOS C E A D
d_A, Approach Delay [s/veh] 34.40 75.14 0.00 47.64
Critical Movement No No No Yes No No No
Movement LOS D C E F F B B
d_M, Delay for Movement [s/veh] 47.41 21.80 0.00 0.00 72.58 82.96 0.00 0.00 0.00 58.36 13.44 13.44 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 347.99 251.44 294.25 324.87 907.59 156.18 95th-Percentile Queue Length [veh/ln] 13.92 10.06 11.77 12.99 36.30 6.25 50th-Percentile Queue Length [ft/ln] 224.99 150.76 183.25 206.92 675.18 86.77 50th-Percentile Queue Length [veh/ln] 9.00 6.03 7.33 8.28 27.01 3.47 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS D C E F F B
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Option 1: Add 2nd NBL Lane
Lane Group LOS F A D F F C
d, Delay for Lane Group [s/veh] 69.00 8.51 51.08 90.86 78.50 26.62 X, volume / capacity 1.06 0.28 0.92 1.07 1.04 0.49
c, Capacity [veh/h] 859 2211 612 526 543 486
s, saturation flow rate [veh/h] 3514 3618 1900 1634 1810 1619 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.26 0.17 0.30 0.35 0.31 0.15 g / C, Green / Cycle 0.24 0.61 0.32 0.32 0.30 0.30
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
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 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 3 0 0 0 0 0 10 0
Walk [s] 0 5 0 0 5 0 0 0 0 0 5 0
Split [s] 26 59 0 0 33 0 0 0 0 0 31 0
All red [s] 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 0.0 3.0 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 1 6 0 0 2 0 0 0 0 0 4 0
Control Type Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 914 614 0 0 608 522 0 0 0 567 4 234 Base Volume Input [veh/h] 475 298 0 0 292 376 0 0 0 295 4 123 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at SR-210 WB Ramps
Number 1
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.919
Intersection LOS E
d_I, Intersection Delay [s/veh] 57.56
Approach LOS D E A E
d_A, Approach Delay [s/veh] 44.70 70.97 0.00 63.16
Critical Movement No No No Yes No No No
Movement LOS F A D F F C C
d_M, Delay for Movement [s/veh] 69.00 8.51 0.00 0.00 53.89 90.86 0.00 0.00 0.00 78.50 26.62 26.62 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 498.16 118.10 533.48 707.15 654.32 188.17 95th-Percentile Queue Length [veh/ln] 19.93 4.72 21.34 28.29 26.17 7.53 50th-Percentile Queue Length [ft/ln] 331.86 65.61 374.74 493.65 460.55 104.54 50th-Percentile Queue Length [veh/ln] 13.27 2.62 14.99 19.75 18.42 4.18 Critical Lane Group Yes No No Yes Yes No
Lane Group LOS F A D F F C
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Option 1: Add a 2nd SBL Turn Lane and modify EB approach Lane Group LOS F F D B F F
d, Delay for Lane Group [s/veh] 70.78 123.56 44.43 17.02 101.82 131.60 X, volume / capacity 1.04 1.18 0.57 0.60 1.13 1.20
c, Capacity [veh/h] 787 694 185 1849 688 646
s, saturation flow rate [veh/h] 1900 1676 3514 3618 1720 1615 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.43 0.49 0.03 0.31 0.45 0.48 g / C, Green / Cycle 0.41 0.41 0.05 0.51 0.40 0.40
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Split [s] 0 41 0 9 50 0 0 40 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 0 1022 622 106 1116 0 438 3 1110 0 0 0 Base Volume Input [veh/h] 0 486 333 6 421 0 298 3 616 0 0 0 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at SR-210 EB Ramps
Number 2
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 1.001
Intersection LOS F
d_I, Intersection Delay [s/veh] 82.52
Approach LOS F B F A
d_A, Approach Delay [s/veh] 97.17 19.40 116.71 0.00
Critical Movement No Yes No No No No No
Movement LOS F F D B F F F
d_M, Delay for Movement [s/veh] 0.00 81.11 123.56 44.43 17.02 0.00 101.82 101.82 122.63 0.00 0.00 0.00 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 871.71 1177.99 54.40 313.15 1001.62 1157.80 95th-Percentile Queue Length [veh/ln] 34.87 47.12 2.18 12.53 40.06 46.31 50th-Percentile Queue Length [ft/ln] 637.10 816.45 30.22 197.82 704.99 795.36 50th-Percentile Queue Length [veh/ln] 25.48 32.66 1.21 7.91 28.20 31.81 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F D B F F
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Option 1: Add a 2nd SBL Turn Lane and modify EB approach Lane Group LOS F F F A F F
d, Delay for Lane Group [s/veh] 52.11 104.10 103.03 8.91 91.99 121.15 X, volume / capacity 1.01 1.15 1.11 0.38 1.08 1.15
c, Capacity [veh/h] 971 847 234 2251 498 467
s, saturation flow rate [veh/h] 1900 1657 3514 3618 1723 1615 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.51 0.59 0.07 0.24 0.31 0.33 g / C, Green / Cycle 0.51 0.51 0.07 0.62 0.29 0.29
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l1, Start-Up Lost Time [s] 0.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 0.0 0.0 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 3 0 0 10 0 0 10 0 0 0 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 0 0
Split [s] 0 50 0 10 60 0 0 30 0 0 0 0
All red [s] 0.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 Amber [s] 0.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 0.0 0.0 Maximum Green [s] 0 30 0 30 30 0 0 30 0 0 0 0
Minimum Green [s] 0 10 0 5 10 0 0 10 0 0 0 0
Lead / Lag - - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 5 2 0 0 8 0 0 0 0
Control Type Permiss Permiss Permiss Protecte Permiss Permiss Permiss Permiss Permiss Permiss Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 0 1140 812 259 858 0 309 4 763 0 0 0 Base Volume Input [veh/h] 0 565 420 155 430 0 203 4 502 0 0 0 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at SR-210 EB Ramps
Number 2
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.996
Intersection LOS E
d_I, Intersection Delay [s/veh] 72.73
Approach LOS E C F A
d_A, Approach Delay [s/veh] 78.10 30.73 106.57 0.00
Critical Movement No No No No No No Yes
Movement LOS E F F A F F F
d_M, Delay for Movement [s/veh] 0.00 59.59 104.10 103.03 8.91 0.00 91.99 91.99 112.55 0.00 0.00 0.00 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 882.12 1257.67 204.85 172.94 676.77 785.53 95th-Percentile Queue Length [veh/ln] 35.28 50.31 8.19 6.92 27.07 31.42 50th-Percentile Queue Length [ft/ln] 666.76 887.11 113.80 96.08 468.09 533.12 50th-Percentile Queue Length [veh/ln] 26.67 35.48 4.55 3.84 18.72 21.32 Critical Lane Group No Yes Yes No No Yes
Lane Group LOS F F F A F F
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Option 1: Add 2nd SBL Turn Laner
Lane Group LOS F D D D F F F C C D C F
d, Delay for Lane Group [s/veh] 84.74 46.45 46.57 53.56 83.04 92.26 99.97 23.74 23.84 50.69 27.50 93.29 X, volume / capacity 1.03 0.89 0.89 0.99 1.08 1.10 1.07 0.31 0.31 0.54 0.46 1.08 c, Capacity [veh/h] 141 612 609 547 760 743 121 596 543 56 528 449 s, saturation flow rate [veh/h] 1810 1900 1890 3514 1900 1857 1810 1900 1731 1810 1900 1615 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.08 0.29 0.29 0.15 0.43 0.44 0.07 0.10 0.10 0.02 0.13 0.30 g / C, Green / Cycle 0.08 0.32 0.32 0.16 0.40 0.40 0.07 0.31 0.31 0.03 0.28 0.28 Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 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
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 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 17 0 0 17 0 0 17 0 0 17 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Split [s] 11 33 0 18 40 0 10 30 0 9 29 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 145 1069 17 541 1532 108 129 258 94 30 241 485 Base Volume Input [veh/h] 127 567 15 155 775 78 97 158 80 26 140 199 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at Renaissance Pkwy
Number 3
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.893
Intersection LOS E
d_I, Intersection Delay [s/veh] 66.72
Approach LOS D E D E
d_A, Approach Delay [s/veh] 51.01 79.20 44.22 70.63
Critical Movement No No No No No No Yes No No No No No
Movement LOS F D D D F F F C C D C F
d_M, Delay for Movement [s/veh] 84.74 46.51 46.57 53.56 87.33 92.26 99.97 23.77 23.84 50.69 27.50 93.29 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 210.80 494.25 492.71 283.94 942.76 997.03 206.35 131.42 123.03 34.73 191.75 622.19 95th-Percentile Queue Length [veh/ln] 8.43 19.77 19.71 11.36 37.71 39.88 8.25 5.26 4.92 1.39 7.67 24.89 50th-Percentile Queue Length [ft/ln] 119.22 342.49 341.24 175.36 679.46 711.56 114.64 73.01 68.35 19.30 106.95 424.98 50th-Percentile Queue Length [veh/ln] 4.77 13.70 13.65 7.01 27.18 28.46 4.59 2.92 2.73 0.77 4.28 17.00 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS F D D D F F F C C D C F
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Option 1: Add 2nd SBL Turn Lane
Lane Group LOS D F F F C D E C C D C F
d, Delay for Lane Group [s/veh] 54.42 87.09 87.80 82.92 34.02 35.62 73.25 20.71 20.76 52.35 24.26 80.67 X, volume / capacity 0.73 1.07 1.07 1.07 0.81 0.83 0.97 0.31 0.32 0.50 0.41 1.05 c, Capacity [veh/h] 79 612 606 390 741 706 121 695 655 42 612 520 s, saturation flow rate [veh/h] 1810 1900 1882 3514 1900 1811 1810 1900 1791 1810 1900 1615 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.03 0.34 0.35 0.12 0.32 0.32 0.06 0.11 0.12 0.01 0.13 0.34 g / C, Green / Cycle 0.04 0.32 0.32 0.11 0.39 0.39 0.07 0.37 0.37 0.02 0.32 0.32 Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 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
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 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 17 0 0 17 0 0 17 0 0 17 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Split [s] 15 33 0 14 32 0 10 34 0 9 33 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 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 57 1269 36 418 1025 163 117 354 72 21 251 544 Base Volume Input [veh/h] 51 659 34 183 603 138 95 269 67 20 172 221 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Alder Ave at Renaissance Pkwy
Number 3
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.866
Intersection LOS E
d_I, Intersection Delay [s/veh] 60.48
Approach LOS F D C E
d_A, Approach Delay [s/veh] 86.06 47.33 32.05 62.59
Critical Movement No No Yes No No No No No No No No No
Movement LOS D F F F C D E C C D C F
d_M, Delay for Movement [s/veh] 54.42 87.43 87.80 82.92 34.68 35.62 73.25 20.73 20.76 52.35 24.26 80.67 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 67.43 785.78 783.56 276.58 468.13 467.43 162.36 146.00 139.50 25.27 186.36 643.57 95th-Percentile Queue Length [veh/ln] 2.70 31.43 31.34 11.06 18.73 18.70 6.49 5.84 5.58 1.01 7.45 25.74 50th-Percentile Queue Length [ft/ln] 37.46 558.09 555.70 164.38 321.18 320.60 90.20 81.11 77.50 14.04 103.53 451.20 50th-Percentile Queue Length [veh/ln] 1.50 22.32 22.23 6.58 12.85 12.82 3.61 3.24 3.10 0.56 4.14 18.05 Critical Lane Group No No Yes Yes No No Yes No No No No Yes Lane Group LOS D F F F C D E C C D C F
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Option 1: Install Traffic Signal
Lane Group LOS A A A A D
d, Delay for Lane Group [s/veh] 1.37 1.44 1.26 1.27 51.30 X, volume / capacity 0.30 0.31 0.27 0.27 0.56
c, Capacity [veh/h] 1556 1519 1669 1644 57
s, saturation flow rate [veh/h] 1722 1729 1900 1872 1738 Arrival type 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.27 0.27 0.23 0.24 0.02 g / C, Green / Cycle 0.88 0.88 0.88 0.88 0.03
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 10 7 0 10 0
Walk [s] 0 5 5 0 5 0
Split [s] 0 77 77 0 13 0
All red [s] 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 0.0 3.0 3.0 0.0 3.0 0.0
Maximum Green [s] 0 30 30 0 30 0
Minimum Green [s] 0 10 10 0 5 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 0 6 2 0 3 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 35 896 847 38 21 11
Base Volume Input [veh/h] 0 729 646 15 15 0
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Ayala Dr at Miro Wy
Number 7
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.288
Intersection LOS A
d_I, Intersection Delay [s/veh] 2.20
Approach LOS A A D
d_A, Approach Delay [s/veh] 1.41 1.27 51.30
Critical Movement No No No No Yes No
Movement LOS A A A A D D
d_M, Delay for Movement [s/veh] 1.37 1.41 1.27 1.27 51.30 51.30 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 13.18 13.67 11.48 11.67 37.27 95th-Percentile Queue Length [veh/ln] 0.53 0.55 0.46 0.47 1.49 50th-Percentile Queue Length [ft/ln] 7.32 7.59 6.38 6.48 20.70 50th-Percentile Queue Length [veh/ln] 0.29 0.30 0.26 0.26 0.83 Critical Lane Group Yes No No No Yes
Lane Group LOS A A A A D
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Option 1: Install Traffic Signal
Lane Group LOS A A A A D
d, Delay for Lane Group [s/veh] 2.12 2.22 2.08 2.10 51.11 X, volume / capacity 0.34 0.35 0.34 0.34 0.76
c, Capacity [veh/h] 1608 1461 1605 1587 115
s, saturation flow rate [veh/h] 1855 1729 1900 1879 1726 Arrival type 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.30 0.30 0.28 0.29 0.05 g / C, Green / Cycle 0.85 0.85 0.85 0.85 0.07
Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Pedestrian Recall No No No
Maximum Recall No No No
Minimum Recall No No No
l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 2.0 0.0
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 0 10 7 0 10 0
Walk [s] 0 5 5 0 5 0
Split [s] 0 73 73 0 17 0
All red [s] 0.0 1.0 1.0 0.0 1.0 0.0
Amber [s] 0.0 3.0 3.0 0.0 3.0 0.0
Maximum Green [s] 0 30 30 0 30 0
Minimum Green [s] 0 10 10 0 5 0
Lead / Lag - - - - Lead -
Auxiliary Signal Groups
Signal Group 0 6 2 0 3 0
Control Type Permissive Permissive Permissive Permissive Permissive Permissive Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 90
Intersection Settings
Total Analysis Volume [veh/h] 14 1054 1045 34 52 35
Base Volume Input [veh/h] 0 817 851 24 27 0
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Ayala Dr at Miro Wy
Number 7
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.349
Intersection LOS A
d_I, Intersection Delay [s/veh] 4.04
Approach LOS A A D
d_A, Approach Delay [s/veh] 2.16 2.09 51.11
Critical Movement No No No No Yes No
Movement LOS A A A A D D
d_M, Delay for Movement [s/veh] 2.12 2.16 2.09 2.10 51.11 51.11 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 45.90 44.32 44.34 44.67 98.49 95th-Percentile Queue Length [veh/ln] 1.84 1.77 1.77 1.79 3.94 50th-Percentile Queue Length [ft/ln] 25.50 24.62 24.63 24.82 54.72 50th-Percentile Queue Length [veh/ln] 1.02 0.98 0.99 0.99 2.19 Critical Lane Group Yes No No No Yes
Lane Group LOS A A A A D
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Option 1: Signal Retiming
Lane Group LOS D B B D B B D D D E D D
d, Delay for Lane Group [s/veh] 48.78 15.99 16.05 49.21 19.26 19.33 52.32 42.31 42.96 60.37 46.43 46.90 X, volume / capacity 0.80 0.43 0.43 0.51 0.45 0.45 0.85 0.83 0.83 0.82 0.82 0.82 c, Capacity [veh/h] 336 998 957 156 900 868 210 400 356 109 293 281 s, saturation flow rate [veh/h] 3514 1900 1822 3514 1900 1832 1810 1900 1690 1810 1900 1823 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.08 0.23 0.23 0.02 0.21 0.21 0.10 0.17 0.18 0.05 0.13 0.13 g / C, Green / Cycle 0.10 0.53 0.53 0.04 0.47 0.47 0.12 0.21 0.21 0.06 0.15 0.15 Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 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
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 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 23 0 0 23 0 0 26 0 0 28 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Split [s] 14 37 0 9 32 0 17 44 0 10 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 100
Intersection Settings
Total Analysis Volume [veh/h] 270 748 101 79 718 83 178 420 209 89 415 55 Base Volume Input [veh/h] 197 584 68 53 546 54 110 264 154 60 322 39 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Ayala Dr at Base Line Rd
Number 8
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.517
Intersection LOS C
d_I, Intersection Delay [s/veh] 32.55
Approach LOS C C D D
d_A, Approach Delay [s/veh] 23.92 21.98 44.76 48.85
Critical Movement No No No No No No No No No Yes No No
Movement LOS D B B D B B D D D E D D
d_M, Delay for Movement [s/veh] 48.78 16.01 16.05 49.21 19.29 19.33 52.32 42.45 42.96 60.37 46.63 46.90 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 155.76 255.59 247.91 45.47 266.71 259.57 209.96 321.94 295.49 116.71 253.35 247.79 95th-Percentile Queue Length [veh/ln] 6.23 10.22 9.92 1.82 10.67 10.38 8.40 12.88 11.82 4.67 10.13 9.91 50th-Percentile Queue Length [ft/ln] 86.54 153.87 148.12 25.26 162.26 156.87 120.09 204.63 184.20 64.84 152.19 148.03 50th-Percentile Queue Length [veh/ln] 3.46 6.15 5.92 1.01 6.49 6.27 4.80 8.19 7.37 2.59 6.09 5.92 Critical Lane Group Yes No No No No Yes Yes No No No No Yes Lane Group LOS D B B D B B D D D E D D
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP AM
Version 2023 (SP 0-9)
Generated with
Option 1: Signal Retiming
Lane Group LOS E C C D C C D D D E D D
d, Delay for Lane Group [s/veh] 55.20 26.71 26.95 53.13 27.77 27.96 52.15 43.88 44.90 57.63 35.28 35.39 X, volume / capacity 0.87 0.63 0.63 0.80 0.64 0.64 0.83 0.88 0.88 0.87 0.66 0.66 c, Capacity [veh/h] 246 797 757 211 778 746 203 514 456 163 472 450 s, saturation flow rate [veh/h] 3514 1900 1804 3514 1900 1822 1810 1900 1684 1810 1900 1809 Arrival type 3 3 3 3
so, Base Saturation Flow per Lane [pc/h/ln] 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 (v / s)_i Volume / Saturation Flow Rate 0.06 0.26 0.27 0.05 0.26 0.26 0.09 0.24 0.24 0.08 0.16 0.16 g / C, Green / Cycle 0.07 0.42 0.42 0.06 0.41 0.41 0.11 0.27 0.27 0.09 0.25 0.25 Lane Group Calculations
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 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
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 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 23 0 0 23 0 0 26 0 0 28 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Split [s] 11 36 0 10 35 0 17 41 0 13 37 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Lost time [s] 0.00
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 100
Intersection Settings
Total Analysis Volume [veh/h] 214 838 144 168 866 116 169 564 293 141 522 84 Base Volume Input [veh/h] 142 647 96 139 678 57 126 447 206 89 350 49 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name
Analysis Method HCM 7th Edition
Control Type Signalized
Intersection Ayala Dr at Base Line Rd
Number 8
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with
Intersection V/C 0.642
Intersection LOS D
d_I, Intersection Delay [s/veh] 36.61
Approach LOS C C D D
d_A, Approach Delay [s/veh] 31.90 31.56 45.64 39.54
Critical Movement No No No No No No No No No Yes No No
Movement LOS E C C D C C D D D E D D
d_M, Delay for Movement [s/veh] 55.20 26.81 26.95 53.13 27.85 27.96 52.15 44.08 44.90 57.63 35.33 35.39 Movement, Approach, & Intersection Results
95th-Percentile Queue Length [ft/ln] 131.73 375.87 362.61 101.08 381.58 370.36 201.21 431.64 394.41 180.00 279.31 269.53 95th-Percentile Queue Length [veh/ln] 5.27 15.03 14.50 4.04 15.26 14.81 8.05 17.27 15.78 7.20 11.17 10.78 50th-Percentile Queue Length [ft/ln] 73.18 247.00 236.50 56.16 251.53 242.63 113.75 291.61 261.75 100.00 171.82 164.40 50th-Percentile Queue Length [veh/ln] 2.93 9.88 9.46 2.25 10.06 9.71 4.55 11.66 10.47 4.00 6.87 6.58 Critical Lane Group Yes No No No No Yes No No Yes Yes No No Lane Group LOS E C C D C C D D D E D D
Kimley-Horn & Associates, Inc.

Miro Way and Ayala Drive Warehouse
Scenario 5: 5 OY 2024 Cum WP PM
Version 2023 (SP 0-9)
Generated with

APPENDIX E

CUMULATIVE PROJECTS

INFORMATION

CUMULATIVE PROJECTS - DISTRIBUTION TOTAL OF ALL CUMULATIVE PROJECTS AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 196 144 0 0 144 5 0 0 0 291 0 5 2 Alder Avenue at SR-210 Eastbound Ramps 0 335 196 5 431 0 5 0 291 0 0 0 3 Alder Avenue at Renaissance Parkway 0 314 0 313 410 0 0 56 0 0 56 217 4 Alder Avenue at Baseline Road 13 20 0 9 18 60 29 19 5 0 19 10 5 Ayala Drive at Renaissance Parkway 0 86 10 19 102 0 0 0 0 8 0 16 6 Ayala Drive at Fitzgerald Avenue 0 91 0 0 106 0 0 0 0 0 0 0 7 Ayala Drive at Miro Way 0 91 0 0 106 0 0 0 0 0 0 0
8 Ayala Drive at Baseline Road 37 86 19 0 88 5 18 6 25 19 18 0 9 Linden Avenue at Miro Way 0 5 0 12 18 0 0 0 0 0 0 37
10 Linden Avenue at Baseline Road 0 0 0 18 0 0 0 19 0 0 19 5 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 266 119 0 0 119 5 0 0 0 186 0 5 2 Alder Avenue at SR-210 Eastbound Ramps 0 379 266 5 299 0 5 0 186 0 0 0 3 Alder Avenue at Renaissance Parkway 0 361 0 199 287 0 0 45 0 0 45 282 4 Alder Avenue at Baseline Road 5 18 0 8 17 30 61 33 13 0 33 9 5 Ayala Drive at Renaissance Parkway 0 117 12 23 101 0 0 0 0 8 0 16 6 Ayala Drive at Fitzgerald Avenue 0 123 0 0 105 0 0 0 0 0 0 0 7 Ayala Drive at Miro Way 0 123 0 0 105 0 0 0 0 0 0 0
8 Ayala Drive at Baseline Road 41 104 33 0 98 19 7 18 51 33 8 0 9 Linden Avenue at Miro Way 0 19 0 37 7 0 0 0 0 0 0 16
10 Linden Avenue at Baseline Road 0 0 0 7 0 0 0 33 0 0 33 19

CUMULATIVE PROJECTS - HAND ENTERED FROM TRAFFIC STUDIES AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 14 148 0 0 147 84 0 0 0 48 0 84 2 Alder Avenue at SR-210 Eastbound Ramps 0 78 14 84 111 0 84 0 48 0 0 0 3 Alder Avenue at Renaissance Parkway 1 56 0 18 123 18 18 14 3 0 18 18 4 Alder Avenue at Baseline Road 0 0 0 99 0 0 0 13 0 0 16 29 5 Ayala Drive at Renaissance Parkway 14 63 9 0 50 0 0 7 7 9 4 0 6 Ayala Drive at Fitzgerald Avenue 0 16 0 19 40 0 0 0 0 0 0 3 7 Ayala Drive at Miro Way 0 16 0 19 40 0 0 0 0 0 0 3
8 Ayala Drive at Baseline Road 5 5 5 18 15 7 4 111 8 2 35 8 9 Linden Avenue at Miro Way 0 12 0 0 22 0 0 0 0 0 0 0
10 Linden Avenue at Baseline Road 0 0 0 15 0 7 4 108 0 0 38 8 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 51 136 0 0 136 86 0 0 0 18 0 83 2 Alder Avenue at SR-210 Eastbound Ramps 0 104 50 84 70 0 83 0 19 0 0 0 3 Alder Avenue at Renaissance Parkway 3 124 0 15 59 15 15 20 1 0 19 15 4 Alder Avenue at Baseline Road 0 0 0 38 0 0 0 19 0 0 17 104 5 Ayala Drive at Renaissance Parkway 11 66 12 0 65 0 0 6 14 10 8 0 6 Ayala Drive at Fitzgerald Avenue 0 45 0 7 20 0 0 0 0 0 0 9 7 Ayala Drive at Miro Way 0 45 0 7 20 0 0 0 0 0 0 9
8 Ayala Drive at Baseline Road 10 10 2 10 10 0 8 47 5 6 117 27 9 Linden Avenue at Miro Way 0 25 0 0 21 0 0 0 0 0 0 0
10 Linden Avenue at Baseline Road 0 0 0 10 0 11 8 49 0 0 110 17

TOTAL CUMULATIVE PROJECTS TRAFFIC
AM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 210 292 0 0 291 89 0 0 0 339 0 89 2 Alder Avenue at SR-210 Eastbound Ramps 0 413 210 89 542 0 89 0 339 0 0 0 3 Alder Avenue at Renaissance Parkway 1 370 0 331 533 18 18 70 3 0 74 235 4 Alder Avenue at Baseline Road 13 20 0 108 18 60 29 32 5 0 35 39 5 Ayala Drive at Renaissance Parkway 14 149 19 19 152 0 0 7 7 17 4 16 6 Ayala Drive at Fitzgerald Avenue 0 107 0 19 146 0 0 0 0 0 0 3 7 Ayala Drive at Miro Way 0 107 0 19 146 0 0 0 0 0 0 3
8 Ayala Drive at Baseline Road 42 91 24 18 103 12 22 117 33 21 53 8 9 Linden Avenue at Miro Way 0 17 0 12 40 0 0 0 0 0 0 37 10 Linden Avenue at Baseline Road 0 0 0 33 0 7 4 127 0 0 57 13 PM Peak Hour

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 Alder Avenue at SR-210 Westbound Ramps 317 255 0 0 255 91 0 0 0 204 0 88 2 Alder Avenue at SR-210 Eastbound Ramps 0 483 316 89 369 0 88 0 205 0 0 0 3 Alder Avenue at Renaissance Parkway 3 485 0 214 346 15 15 65 1 0 64 297 4 Alder Avenue at Baseline Road 5 18 0 46 17 30 61 52 13 0 50 113 5 Ayala Drive at Renaissance Parkway 11 183 24 23 166 0 0 6 14 18 8 16 6 Ayala Drive at Fitzgerald Avenue 0 168 0 7 125 0 0 0 0 0 0 9 7 Ayala Drive at Miro Way 0 168 0 7 125 0 0 0 0 0 0 9
8 Ayala Drive at Baseline Road 51 114 35 10 108 19 15 65 56 39 125 27 9 Linden Avenue at Miro Way 0 44 0 37 28 0 0 0 0 0 0 16 10 Linden Avenue at Baseline Road 0 0 0 17 0 11 8 82 0 0 143 36 Enter only in blue cells
Int. #: 1
Mirror distribution? N Entire Intersection TOTAL CUMULATIVE PROJECTS TRAFFIC Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
Mirror distribution? AM In 0 5 0 0 139 0 0 0 0 291 0 5
AM Out 196 139 0 0 5 5 0 0 0 0 0 0
AM Tot 196 144 0 0 144 5 0 0 0 291 0 5
PM In 0 5 0 0 114 0 0 0 0 186 0 5
PM Out 266 114 0 0 5 5 0 0 0 0 0 0
PM Tot 266 119 0 0 119 5 0 0 0 186 0 5
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 205 0 0 0 0 0 0 0 0 0 41 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 184 37 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 37 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 34 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 254 0 0 0 0 0 0 0 0 0 51 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 93 19 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 22 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 52 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Alder Avenue at SR-210 Westbound Ramps
Yellow cells calculate
Int. #: 1 Alder Avenue at SR-210 Westbound Ramps
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 365 0 0 0 0 0 0 0 0 0 73 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 124 25 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 31 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 73 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 77 0 0 0 0 0 0 0 0 0 15 0 0
N 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% AM Out 22 4 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 5 0 0 PM Out 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 16 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 25 0 5 0 0 0 0 0 0 0 0 0 5
N 0% 0% 0% 0% 20% 20% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 24 0 0 0 0 5 5 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% PM In 26 0 5 0 0 0 0 0 0 0 0 0 5 PM Out 0% 0% 0% 0% 20% 20% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 5 5 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 1 Alder Avenue at SR-210 Westbound Ramps
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 96 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 88 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 25% 20% AM In 557 0 0 0 0 139 0 0 0 0 111 0 0
N 20% 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 25% AM Out 556 111 139 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 25% 0% 0% 0% 0% 20% 0% 0% PM In 454 0 0 0 0 114 0 0 0 0 91 0 0 PM Out 20% 25% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 91 114 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 2

N TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 5 431 0 5 0 291 0 0 0
AM Out 0 335 196 0 0 0 0 0 0 0 0 0
AM Tot 0 335 196 5 431 0 5 0 291 0 0 0
PM In 0 0 0 5 299 0 5 0 186 0 0 0
PM Out 0 379 266 0 0 0 0 0 0 0 0 0
PM Tot 0 379 266 5 299 0 5 0 186 0 0 0
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 205 0 0 0 0 41 0 0 0 41 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 184 0 37 37 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 185 0 0 0 0 37 0 0 0 37 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 34 34 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 254 0 0 0 0 51 0 0 0 51 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 93 0 19 19 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 109 0 0 0 0 22 0 0 0 22 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 52 52 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Alder Avenue at SR-210 Eastbound Ramps
Yellow cells calculate
Int. #: 2 Alder Avenue at SR-210 Eastbound Ramps
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 365 0 0 0 0 73 0 0 0 73 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 124 0 25 25 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 157 0 0 0 0 31 0 0 0 31 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 73 73 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 77 0 0 0 0 15 0 0 0 15 0 0 0
N 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 20% 20% AM Out 22 0 4 4 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 0% 0% 0% PM In 26 0 0 0 0 5 0 0 0 5 0 0 0 PM Out 0% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 16 16 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% AM In 25 0 0 0 5 0 0 5 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 20% 0% 0% 20% 0% 0% 0% 0% 0% PM In 26 0 0 0 5 0 0 5 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 2 Alder Avenue at SR-210 Eastbound Ramps
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 96 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 88 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 45% 20% AM In 557 0 0 0 0 251 0 0 0 111 0 0 0
N 0% 45% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 45% 20% AM Out 556 0 250 111 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 45% 0% 0% 0% 20% 0% 0% 0% PM In 454 0 0 0 0 204 0 0 0 91 0 0 0 PM Out 0% 45% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 204 91 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
N 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 3

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 313 410 0 0 56 0 0 0 0
AM Out 0 314 0 0 0 0 0 0 0 0 56 217
AM Tot 0 314 0 313 410 0 0 56 0 0 56 217
PM In 0 0 0 199 287 0 0 45 0 0 0 0
PM Out 0 361 0 0 0 0 0 0 0 0 45 282
PM Tot 0 361 0 199 287 0 0 45 0 0 45 282
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 205 0 0 0 0 82 0 0 0 0 0 0 0
Y 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 73 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 74 0 0 0 0 0 0 0 PM Out 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 68 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 254 0 0 0 0 102 0 0 0 0 0 0 0
Y 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 37 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 44 0 0 0 0 0 0 0 PM Out 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 103 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Alder Avenue at Renaissance Parkway
Int. #: 3 Alder Avenue at Renaissance Parkway
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 365 0 0 0 146 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 40%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 50
PM In 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 63 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 40% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 146 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 40% AM In 77 0 0 0 0 31 0 0 0 0 0 0 0
Y 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 9 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 40% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 10 0 0 0 0 0 0 0 PM Out 0% 40% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 31 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 3 Alder Avenue at Renaissance Parkway
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 96 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 88 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 30% 35% 10% AM In 557 0 0 0 167 195 0 0 56 0 0 0 0 Y 0% 35% 0% 0% 0% 0% 0% 0% 0% 0% 10% 30%
AM Out AM Out 556 0 195 0 0 0 0 0 0 0 0 56 167
PM In 0% 0% 0% 30% 35% 0% 0% 10% 0% 0% 0% 0% PM In 454 0 0 0 136 159 0 0 45 0 0 0 0 PM Out 0% 35% 0% 0% 0% 0% 0% 0% 0% 0% 10% 30% PM Out 454 0 159 0 0 0 0 0 0 0 0 45 136 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 4

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 13 20 0 0 0 51 10 19 0 0 0 10
AM Out 0 0 0 9 18 9 19 0 5 0 19 0
AM Tot 13 20 0 9 18 60 29 19 5 0 19 10
PM In 5 18 0 0 0 22 9 33 0 0 0 9
PM Out 0 0 0 8 17 8 52 0 13 0 33 0
PM Tot 5 18 0 8 17 30 61 33 13 0 33 9
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% 5% 5% AM In 205 0 20 0 0 0 0 10 0 0 0 0 10
Y 0% 0% 0% 5% 10% 5% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 9 18 9 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 5% 0% 0% 0% 0% 5% PM In 185 0 18 0 0 0 0 9 0 0 0 0 9 PM Out 0% 0% 0% 5% 10% 5% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 8 17 8 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 20% AM In 254 13 0 0 0 0 51 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 20% 0% 5% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 19 0 5 0 0 0
PM In 5% 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% PM In 109 5 0 0 0 0 22 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 20% 0% 5% 0% 0% 0% PM Out 258 0 0 0 0 0 0 52 0 13 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Alder Avenue at Baseline Road
Yellow cells calculate
Int. #: 4 Alder Avenue at Baseline Road
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 365 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 4 Alder Avenue at Baseline Road
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 96 0 0 0 0 0 0 0 19 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 19 0
PM In 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 33 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 33 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 88 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 5

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 62 10 19 37 0 0 0 0 0 0 0
AM Out 0 24 0 0 65 0 0 0 0 8 0 16
AM Tot 0 86 10 19 102 0 0 0 0 8 0 16
PM In 0 65 12 23 40 0 0 0 0 0 0 0
PM Out 0 52 0 0 61 0 0 0 0 8 0 16
PM Tot 0 117 12 23 101 0 0 0 0 8 0 16
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 120 0 6 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 20 0 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 22 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 12 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 40% AM In 48 0 0 10 19 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 40%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 8 0 16
PM In 0% 0% 20% 40% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 12 23 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% 40% PM Out 39 0 0 0 0 0 0 0 0 0 8 0 16 Ayala Drive at Renaissance Parkway
Yellow cells calculate
Int. #: 5 Ayala Drive at Renaissance Parkway
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 365 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 280 0 56 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 45 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 43 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 49 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 5 Ayala Drive at Renaissance Parkway
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 96 0 0 0 0 19 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 19 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 33 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 33 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 0 18 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 5 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 7 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 19 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 6

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 67 0 0 37 0 0 0 0 0 0 0
AM Out 0 24 0 0 69 0 0 0 0 0 0 0
AM Tot 0 91 0 0 106 0 0 0 0 0 0 0
PM In 0 71 0 0 40 0 0 0 0 0 0 0
PM Out 0 52 0 0 65 0 0 0 0 0 0 0
PM Tot 0 123 0 0 105 0 0 0 0 0 0 0
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 120 0 6 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 20 0 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 22 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 12 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 48 0 5 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 4 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 6 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 4 0 0 0 0 0 0 0 Ayala Drive at Fitzgerald Avenue
Yellow cells calculate
Int. #: 6 Ayala Drive at Fitzgerald Avenue
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 365 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 280 0 56 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 45 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 43 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 49 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 6 Ayala Drive at Fitzgerald Avenue
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 96 0 0 0 0 19 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 19 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 33 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 33 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 0 18 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 5 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 7 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 19 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 7

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 67 0 0 37 0 0 0 0 0 0 0
AM Out 0 24 0 0 69 0 0 0 0 0 0 0
AM Tot 0 91 0 0 106 0 0 0 0 0 0 0
PM In 0 71 0 0 40 0 0 0 0 0 0 0
PM Out 0 52 0 0 65 0 0 0 0 0 0 0
PM Tot 0 123 0 0 105 0 0 0 0 0 0 0
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 120 0 6 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 20 0 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 22 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 12 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 48 0 5 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 4 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 6 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 4 0 0 0 0 0 0 0 Ayala Drive at Miro Way
Yellow cells calculate
Int. #: 7 Ayala Drive at Miro Way
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 365 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 280 0 56 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 45 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 43 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 49 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 7 Ayala Drive at Miro Way
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 96 0 0 0 0 19 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 19 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 33 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 33 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 0 18 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 5 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 7 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 19 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 8

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 18 67 0 0 19 0 18 0 19 19 18 0
AM Out 19 19 19 0 69 5 0 6 6 0 0 0
AM Tot 37 86 19 0 88 5 18 6 25 19 18 0
PM In 8 71 0 0 33 0 7 0 33 33 8 0
PM Out 33 33 33 0 65 19 0 18 18 0 0 0
PM Tot 41 104 33 0 98 19 7 18 51 33 8 0
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% AM In 120 0 6 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 20 0 0 0 0 0 0 0
PM In 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 22 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 5% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 12 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 48 0 5 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 4 0 0 0 0 0 0 0
PM In 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 6 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 4 0 0 0 0 0 0 0 Ayala Drive at Baseline Road
Yellow cells calculate
Int. #: 8 Ayala Drive at Baseline Road
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 5% 5% AM In 365 18 0 0 0 0 0 0 0 0 0 18 0
Y 0% 0% 0% 0% 0% 0% 0% 5% 5% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 6 6 0 0 0
PM In 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 5% 0% PM In 157 8 0 0 0 0 0 0 0 0 0 8 0 PM Out 0% 0% 0% 0% 0% 0% 0% 5% 5% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 18 18 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 280 0 56 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 45 0 0 0 0 0 0 0
PM In 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 43 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 49 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 8 Ayala Drive at Baseline Road
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% 20% 20% AM In 96 0 0 0 0 19 0 0 0 19 19 0 0
Y 20% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 19 19 19 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 20% 20% 0% 0% PM In 165 0 0 0 0 33 0 0 0 33 33 0 0 PM Out 20% 20% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 33 33 33 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 0 0 0 18 0 0 0 0 0
Y 0% 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 0 0 0 0 5 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 0 0 7 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% PM Out 93 0 0 0 0 0 19 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out 3% AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 9

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 0 18 0 0 0 0 0 0 37
AM Out 0 5 0 12 0 0 0 0 0 0 0 0
AM Tot 0 5 0 12 18 0 0 0 0 0 0 37
PM In 0 0 0 0 7 0 0 0 0 0 0 16
PM Out 0 19 0 37 0 0 0 0 0 0 0 0
PM Tot 0 19 0 37 7 0 0 0 0 0 0 16
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Linden Avenue at Miro Way
Yellow cells calculate
Int. #: 9 Linden Avenue at Miro Way
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 10% AM In 365 0 0 0 0 0 0 0 0 0 0 0 37
Y 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 12 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 10% PM In 157 0 0 0 0 0 0 0 0 0 0 0 16 PM Out 0% 0% 0% 10% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 37 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 9 Linden Avenue at Miro Way
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 96 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 0 18 0 0 0 0 0 0 0
Y 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 26 0 5 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 0 7 0 0 0 0 0 0 0 PM Out 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 93 0 19 0 0 0 0 0 0 0 0 0 0 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0 Enter only in blue cells
Int. #: 10

Y TOTAL CUMULATIVE PROJECTS TRAFFIC
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM In 0 0 0 18 0 0 0 19 0 0 0 0
AM Out 0 0 0 0 0 0 0 0 0 0 19 5
AM Tot 0 0 0 18 0 0 0 19 0 0 19 5
PM In 0 0 0 7 0 0 0 33 0 0 0 0
PM Out 0 0 0 0 0 0 0 0 0 0 33 19
PM Tot 0 0 0 7 0 0 0 33 0 0 33 19
Zone # 1 Cumulative Project 1
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 205 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 184 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 185 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 170 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 2 Cumulative Project 2
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 120 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 407 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 438 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 246 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 3 Cumulative Projects 3, 10, 11, 12, 13
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 254 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 93 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 109 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 258 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 4 Cumulative Project 4
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 48 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 40 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 39 0 0 0 0 0 0 0 0 0 0 0 0 Linden Avenue at Baseline Road
Yellow cells calculate
Int. #: 10 Linden Avenue at Baseline Road
Zone # 5 Cumulative Projects 5, 7, 17, 23, 24
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 365 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 124 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 157 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 365 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 6 Cumulative Project 6
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 77 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 22 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 78 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 7 Cumulative Projects 8, 9, 15
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 280 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 225 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 217 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 244 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 8 Cumulative Project 14
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 25 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 24 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 26 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 25 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 9 Cumulative Project 19
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 149 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 45 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 58 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 157 0 0 0 0 0 0 0 0 0 0 0 0 Int. #: 10 Linden Avenue at Baseline Road
Zone # 10 Cumulative Projects 20, 21
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 96 0 0 0 0 0 0 0 19 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0%
AM Out AM Out 95 0 0 0 0 0 0 0 0 0 0 19 0
PM In 0% 0% 0% 0% 0% 0% 0% 20% 0% 0% 0% 0% PM In 165 0 0 0 0 0 0 0 33 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% 0% PM Out 163 0 0 0 0 0 0 0 0 0 0 33 0 Zone # 11 Cumulative Project 22
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In 20% AM In 88 0 0 0 18 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20%
AM Out AM Out 26 0 0 0 0 0 0 0 0 0 0 0 5
PM In 0% 0% 0% 20% 0% 0% 0% 0% 0% 0% 0% 0% PM In 34 0 0 0 7 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 20% PM Out 93 0 0 0 0 0 0 0 0 0 0 0 19 Zone # 12 Cumulative Project 25
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 65 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 144 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 141 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 107 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 13 Cumulative Project 18
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 557 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 556 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 454 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 454 0 0 0 0 0 0 0 0 0 0 0 0 Zone # 14 Cumulative Project 16
Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Pk Hr T Gen NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR AM In AM In 277 0 0 0 0 0 0 0 0 0 0 0 0
Y 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
AM Out AM Out 276 0 0 0 0 0 0 0 0 0 0 0 0
PM In 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM In 256 0 0 0 0 0 0 0 0 0 0 0 0 PM Out 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% PM Out 259 0 0 0 0 0 0 0 0 0 0 0 0

APPENDIX F

SIGNAL WARRANT ANALYSIS

WORKSHEETS
TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS (2000 MUTCD)
MAJOR STREET: Ayala Drive NB SB # OF APPROACH LANES: 2MINOR STREET: Miro Way EB WB # OF APPROACH LANES: 1CITY, STATE: Rialto, CACOMMENTS: Signal Warrant Study, Opening Year 2024 Cumulative Plus Project ConditionsISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N): N85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N): Y MAJOR ST MINOR ST WARRANT 2 WARRANT 3

TWO-WAY

TRAFFIC

TRAFFIC

HEAVY LEG
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
Four-Hour Peak Hour
THRESHOLD VALUES 420 105 630 53 336 84 504 42
06:00 AM TO 07:00 AM 0 007:00 AM TO 08:00 AM 0 008:00 AM TO 09:00 AM 1,725 30 Y Y Y Y09:00 AM TO 10:00 AM 0 010:00 AM TO 11:00 AM 0 011:00 AM TO 12:00 PM 0 012:00 PM TO 01:00 PM 0 001:00 PM TO 02:00 PM 0 002:00 PM TO 03:00 PM 0 003:00 PM TO 04:00 PM 0 004:00 PM TO 05:00 PM 0 005:00 PM TO 06:00 PM 2,039 82 Y Y Y Y Y Y Y Y Y Y06:00 PM TO 07:00 PM 0 007:00 PM TO 08:00 PM 0 008:00 PM TO 09:00 PM 0 009:00 PM TO 10:00 PM 0 0 3,764 112 2 0 0 2 1 1 2 0 0 2 1 1 1 1
4 HRS NEEDED 1 HR NEEDED
NOT

SATISFIED SATISFIED
02/12/25
Kimley-Horn and Associates
8 HOURS NEEDED for both Condition A & B
WARRANT 1 - Condition A, Part 1 WARRANT 1 - Condition A, Part 2WARRANT 1 - Condition B, Part 1

NOT SATISFIED
8 HOURS NEEDED 8 HOURS NEEDED

NOT SATISFIED NOT SATISFIED
WARRANT 1 - Condition B, Part 2
TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS (2000 MUTCD)
MAJOR STREET: Ayala Drive NB SB # OF APPROACH LANES: 2MINOR STREET: Miro Way EB WB # OF APPROACH LANES: 1CITY, STATE: Rialto, CACOMMENTS: Signal Warrant Study, Opening Year 2024 Existing Plus Growth Plus Project ConditionsISOLATED COMMUNITY WITH POPULATION LESS THAN 10,000 (Y OR N): N85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N): Y MAJOR ST MINOR ST WARRANT 2 WARRANT 3

TWO-WAY

TRAFFIC

TRAFFIC

HEAVY LEG
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
MAIN
LINE
SIDE
STREET
BOTH
MET
Four-Hour Peak Hour
THRESHOLD VALUES 420 105 630 53 336 84 504 42
06:00 AM TO 07:00 AM 0 007:00 AM TO 08:00 AM 0 008:00 AM TO 09:00 AM 1,472 30 Y Y Y Y09:00 AM TO 10:00 AM 0 010:00 AM TO 11:00 AM 0 011:00 AM TO 12:00 PM 0 012:00 PM TO 01:00 PM 0 001:00 PM TO 02:00 PM 0 002:00 PM TO 03:00 PM 0 003:00 PM TO 04:00 PM 0 004:00 PM TO 05:00 PM 0 005:00 PM TO 06:00 PM 1,746 82 Y Y Y Y Y Y Y Y Y Y06:00 PM TO 07:00 PM 0 007:00 PM TO 08:00 PM 0 008:00 PM TO 09:00 PM 0 009:00 PM TO 10:00 PM 0 0 3,218 112 2 0 0 2 1 1 2 0 0 2 1 1 1 1
4 HRS NEEDED 1 HR NEEDED
NOT

SATISFIED SATISFIED
02/12/25
Kimley-Horn and Associates

NOT SATISFIED
8 HOURS NEEDED 8 HOURS NEEDED

NOT SATISFIED NOT SATISFIED
WARRANT 1 - Condition B, Part 2
8 HOURS NEEDED for both Condition A & B
WARRANT 1 - Condition A, Part 1 WARRANT 1 - Condition A, Part 2WARRANT 1 - Condition B, Part 1

APPENDIX G

REROUTED EXISTING VOLUMES

FOR PLUS PROJECT SCENARIOS
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Fitzgerald Ave Linden Ave
APPENDIX G-1

CHANGE IN EXISTING TRAFFIC VOLUMES

FOR PLUS PROJECT SCENARIOS
LEGEND:
= Study Intersection
= AM/PM Peak Hour

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
= Project Site
= Roadway Segment
+ Change in Existing
ADT Volumes after
Rerouting
Existing Turning
Movement Volumes
after Rerouting

3. Alder Ave
at Renaissance Pkwy
210
CALIFORNIA Ayala Dr
Baseline Rd
Renaissance Pkwy
Miro Way Alder Ave Fitzgerald Ave Linden Ave
APPENDIX G-2

REROUTED EXISTING TRAFFIC VOLUMES FOR

PLUS PROJECT SCENARIOS
LEGEND:
= Study Intersection
= AM/PM Peak Hour

NOT TO SCALE

1. Alder Ave
at SR-210 WB Ramps

2. Alder Ave
at SR-210 EB Ramps

8. Ayala Dr
at Baseline Rd

9. Linden Ave
at Miro Way

6. Ayala Dr
at Fitzgerald Ave

10. Linden Ave
at Baseline Rd

5. Ayala Dr
at Renaissance Pkwy

4. Alder Ave
at Baseline Rd

7. Ayala Dr
at Miro Way
= Project Site
= Roadway Segment
+ Existing ADT
Volumes after
Rerouting
Existing Turning
Movement Volumes
after Rerouting

3. Alder Ave
at Renaissance Pkwy
Attachment 3
2040 Horizon Year VMT Screening Tool Results
Miro Way and Ayala Drive Project Attachment 3
Final Subsequent Environmental Impact Report 2040 Horizon Year VMT Screening Tool Results City of Rialto 1
Attachment 3: 2040 Horizon Year VMT Screening Tool Results Source: San Bernardino County Transportation Authority, 2025.

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