Cities Index.
Agenda packet

Atherton City Council
September 18, 2024

Document
Agenda packet
Meeting
September 18, 2024
Body
Atherton City Council
Pages
1,727
Original file
200.1 MB
Text extracted from the city's file for reading and search. Open the original on atherton.primegov.com. That file is the official record.

HCM 6th Roundabout Cumulative plus Project AM - mit
2: Atherton Ave & Alameda de la Pulgas 09/27/2023
Synchro 11 Report

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Intersection
Intersection Delay, s/veh 13.6
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 65 418 507 798
Demand Flow Rate, veh/h 65 426 517 814
Vehicles Circulating, veh/h 1020 416 382 248
Vehicles Exiting, veh/h 42 483 703 594
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 9.2 10.0 11.4 17.2
Approach LOS A B B C
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 65 426 517 814
Cap Entry Lane, veh/h 488 903 935 1071
Entry HV Adj Factor 0.993 0.980 0.981 0.980
Flow Entry, veh/h 65 418 507 798
Cap Entry, veh/h 484 885 917 1050
V/C Ratio 0.133 0.472 0.553 0.760
Control Delay, s/veh 9.2 10.0 11.4 17.2

LOS A B B C
95th %tile Queue, veh 0 3 3 8

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HCM Signalized Intersection Capacity Analysis Cumulative plus project PM - mit 1: Selby Lane & El Camino Real 09/29/2023
Synchro 12 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 0 244 0 2 27 238 1830 8 60 1341 77 Future Volume (vph) 10 0 244 0 2 27 238 1830 8 60 1341 77 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 0.91 1.00 0.91
Frt 0.87 0.87 1.00 1.00 1.00 0.99
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1618 1629 1770 5082 1770 5044
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1599 1629 1770 5082 1770 5044
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 10 0 246 0 2 27 240 1848 8 61 1355 78
RTOR Reduction (vph) 0 221 0 0 24 0 0 0 0 0 3 0
Lane Group Flow (vph) 0 35 0 0 5 0 240 1856 0 61 1430 0 Turn Type Perm NA NA Prot NA Prot NA
Protected Phases 2 6 3 8 7 4
Permitted Phases 2 6
Actuated Green, G (s) 8.1 8.1 18.2 51.0 7.3 40.1
Effective Green, g (s) 8.1 8.1 18.2 51.0 7.3 40.1
Actuated g/C Ratio 0.10 0.10 0.23 0.64 0.09 0.50
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 162 165 403 3243 161 2531
v/s Ratio Prot 0.00 c0.14 c0.37 0.03 0.28
v/s Ratio Perm c0.02
v/c Ratio 0.22 0.03 0.60 0.57 0.38 0.56
Uniform Delay, d1 33.0 32.4 27.6 8.2 34.2 13.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.1 2.4 0.2 1.5 0.3
Delay (s) 33.7 32.4 29.9 8.5 35.7 14.1
Level of Service C C C A D B
Approach Delay (s/veh) 33.7 32.4 10.9 15.0
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 79.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

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HCM 6th Roundabout Cumulative plus project PM - mit
2: Atherton Ave & Alameda de la Pulgas 09/29/2023
Synchro 12 Report

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Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 26 408 662 560
Demand Flow Rate, veh/h 26 416 675 571
Vehicles Circulating, veh/h 672 564 103 142
Vehicles Exiting, veh/h 41 214 595 838
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 5.6 12.7 9.1 8.3
Approach LOS A B A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 26 416 675 571
Cap Entry Lane, veh/h 695 776 1242 1194
Entry HV Adj Factor 0.995 0.980 0.981 0.981
Flow Entry, veh/h 26 408 662 560
Cap Entry, veh/h 692 761 1219 1171
V/C Ratio 0.037 0.536 0.543 0.478
Control Delay, s/veh 5.6 12.7 9.1 8.3

LOS A B A A
95th %tile Queue, veh 0 3 3 3

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Intersection Analysis Summary
Report File: \...\EXAM.pdf 6/9/2023
Vistro File: \...\Vistro_AllScenarios_AM.vistro Scenario 16 Existing AM 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 0.845 29.6 D
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.626 31.6 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 13.239 47.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.760 43.7 D
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
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Volume to Capacity (v/c): 0.760
Level Of Service: D
Delay (sec / veh): 43.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
Version 2023 (SP 0-5)
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Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 102 383 423 446 353 89
Total 15-Minute Volume [veh/h] 26 96 106 112 88 22
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 95 356 393 415 328 83
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 95 356 393 415 328 83
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 111.49 554.45 502.49 183.36 366.51 95th-Percentile Queue Length [veh/ln] 4.46 22.18 20.10 7.33 14.66 50th-Percentile Queue Length [ft/ln] 61.94 377.00 349.25 101.87 239.58 50th-Percentile Queue Length [veh/ln] 2.48 15.08 13.97 4.07 9.58 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.53 90.42 58.43 7.30 27.09 X, volume / capacity 0.24 1.06 0.89 0.34 0.55
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.22 44.93 16.16 0.68 2.75
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.16 0.35 0.50 0.50
d1, Uniform Delay [s] 37.31 45.50 42.27 6.62 24.33
c, Capacity [veh/h] 418 361 476 1328 799
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1783 (v / s)_i Volume / Saturation Flow Rate 0.06 0.25 0.24 0.24 0.25 g / C, Green / Cycle 0.23 0.23 0.27 0.71 0.45
g_i, Effective Green Time [s] 28 28 32 85 54
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.53 90.42 58.43 7.30 27.09 27.09 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 79.30 32.19 27.09
Approach LOS E C C
d_I, Intersection Delay [s/veh] 43.65
Intersection LOS D
Intersection V/C 0.760
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.278 2.601 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 2.993 2.289 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
Version 2023 (SP 0-5)
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Volume to Capacity (v/c): 13.239
Level Of Service: D
Delay (sec / veh): 47.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
Version 2023 (SP 0-5)
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Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
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] 4 17 8 122 10 197 20 866 132 154 1533 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 49 5 217 33 38 383 7 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 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 117 10 188 19 828 126 147 1466 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 117 10 188 19 828 126 147 1466 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
Version 2023 (SP 0-5)
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 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 15 85 0 25 95 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 28.83 10.67 586.64 267.96 35.47 135.90 39.81 21.99 125.09 138.87 95th-Percentile Queue Length [veh/ln] 1.15 0.43 23.47 10.72 1.42 5.44 1.59 0.88 5.00 5.55 50th-Percentile Queue Length [ft/ln] 16.01 5.93 325.91 163.21 19.71 75.50 22.12 12.22 69.49 77.15 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.04 6.53 0.79 3.02 0.88 0.49 2.78 3.09 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F D E A A A A A
d, Delay for Lane Group [s/veh] 46.44 42.93 896.36 49.79 71.76 6.20 5.38 3.14 4.73 5.31 X, volume / capacity 0.16 0.02 2.71 0.51 0.30 0.39 0.14 0.29 0.44 0.44 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 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] 0.55 0.02 822.91 1.06 2.44 0.52 0.29 1.39 0.62 1.19 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.88 42.91 73.46 48.73 69.32 5.67 5.08 1.75 4.12 4.12 c, Capacity [veh/h] 133 390 49 384 67 2212 967 529 2315 1203 s, saturation flow rate [veh/h] 423 1589 10 1565 1781 3560 1556 690 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 12.59 0.13 0.01 0.24 0.08 0.22 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.44 46.44 42.93 896.36 896.36 49.79 71.76 6.20 5.38 3.14 4.92 5.31 Movement LOS D D D F F D E A A A A A
d_A, Approach Delay [s/veh] 45.47 389.45 7.38 4.77
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 46.97
Intersection LOS D
Intersection V/C 13.239
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.56 42.65 15.89 11.63
I_b,int, Bicycle LOS Score for Intersection 1.607 2.102 2.399 2.502 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.626
Level Of Service: C
Delay (sec / veh): 31.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
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] 261 142 98 53 234 40 119 788 40 96 1091 214 Total 15-Minute Volume [veh/h] 65 35 24 13 59 10 30 197 10 24 273 53 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 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 243 132 91 49 218 37 111 733 37 89 1015 199 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 243 132 91 49 218 37 111 733 37 89 1015 199 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 303.74 311.80 157.66 82.28 360.79 61.94 214.62 202.38 18.86 179.56 316.56 117.01 95th-Percentile Queue Length [veh/ln] 12.15 12.47 6.31 3.29 14.43 2.48 8.58 8.10 0.75 7.18 12.66 4.68 50th-Percentile Queue Length [ft/ln] 190.55 196.78 87.59 45.71 235.07 34.41 123.49 114.60 10.48 99.76 200.46 65.01 50th-Percentile Queue Length [veh/ln] 7.62 7.87 3.50 1.83 9.40 1.38 4.94 4.58 0.42 3.99 8.02 2.60 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B A F B B
d, Delay for Lane Group [s/veh] 66.13 65.98 59.75 56.85 70.36 56.58 81.36 12.08 9.86 80.52 14.95 12.16 X, volume / capacity 0.76 0.76 0.45 0.20 0.86 0.18 0.87 0.41 0.05 0.82 0.58 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 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.56 4.41 1.43 0.38 7.74 0.39 14.77 0.65 0.11 12.92 1.30 0.78 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.57 61.57 58.31 56.46 62.62 56.20 66.59 11.43 9.75 67.59 13.65 11.38 c, Capacity [veh/h] 260 269 219 259 272 221 137 1926 831 117 1888 818 s, saturation flow rate [veh/h] 1781 1842 1496 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.03 0.13 0.03 0.07 0.22 0.03 0.05 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.54 0.54 0.07 0.53 0.53 g_i, Effective Green Time [s] 22 22 22 22 22 22 12 81 81 10 80 80 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.09 65.98 59.75 56.85 70.36 56.58 81.36 12.08 9.86 80.52 14.95 12.16 Movement LOS E E E E E E F B A F B B
d_A, Approach Delay [s/veh] 64.82 66.48 20.69 19.02
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 31.63
Intersection LOS C
Intersection V/C 0.626
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
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] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.417 2.280 2.894 2.884 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.386 2.099 2.341 2.715 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.845
Level Of Service: D
Delay (sec / veh): 29.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 136 8 17 240 0 8 37 6 4 7 163 243 Total 15-Minute Volume [veh/h] 34 2 4 60 0 2 9 1 1 2 41 61 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 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 122 7 15 216 0 7 33 5 4 6 147 219 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 122 7 15 216 0 7 33 5 4 6 147 219 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS D
Intersection Delay [s/veh] 29.61
Approach LOS D B D
Approach Delay [s/veh] 27.43 12.33 28.74
95th-Percentile Queue Length [ft] 163.10 9.83 174.88
95th-Percentile Queue Length [veh] 6.52 0.39 7.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.75 0.12 0.77
Capacity per Entry Lane [veh/h] 533 437 540
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 360 67 0 3 6 76 3 0
Total 15-Minute Volume [veh/h] 90 17 0 1 1 19 1 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 324 60 0 3 5 68 3 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 324 60 0 3 5 68 3 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS D
Intersection Delay [s/veh] 29.61
Approach LOS E B
Approach Delay [s/veh] 37.77 13.26
95th-Percentile Queue Length [ft] 217.57 17.90
95th-Percentile Queue Length [veh] 8.70 0.72
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.85 0.20
Capacity per Entry Lane [veh/h] 509 436
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: \...\EXPM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_PM.vistro Scenario 16 Existing PM 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.

NB Right 0.546 12.0 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.646 28.3 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.277 26.9 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NWB Left 0.788 33.0 C
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
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Volume to Capacity (v/c): 0.788
Level Of Service: C
Delay (sec / veh): 33.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 153 506 355 535 335 85
Total 15-Minute Volume [veh/h] 38 127 89 134 84 21
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] 145 481 337 508 318 81
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 145 481 337 508 318 81
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 123.59 502.18 367.83 286.40 375.42 95th-Percentile Queue Length [veh/ln] 4.94 20.09 14.71 11.46 15.02 50th-Percentile Queue Length [ft/ln] 68.66 348.99 240.63 177.23 246.64 50th-Percentile Queue Length [veh/ln] 2.75 13.96 9.63 7.09 9.87 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C D D B D
d, Delay for Lane Group [s/veh] 24.41 44.79 47.01 13.48 35.16 X, volume / capacity 0.24 0.91 0.84 0.49 0.67
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.14 12.25 7.99 0.35 5.63
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.24 0.19 0.11 0.50
d1, Uniform Delay [s] 24.27 32.54 39.01 13.13 29.53
c, Capacity [veh/h] 635 556 421 1088 627
s, saturation flow rate [veh/h] 1781 1560 1781 1870 1786 (v / s)_i Volume / Saturation Flow Rate 0.09 0.32 0.20 0.29 0.24 g / C, Green / Cycle 0.36 0.36 0.24 0.58 0.35
g_i, Effective Green Time [s] 38 38 25 62 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 107 107 107 107 107
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.41 44.79 47.01 13.48 35.16 35.16 Movement LOS C D D B D D
d_A, Approach Delay [s/veh] 40.06 26.85 35.16
Approach LOS D C D
d_I, Intersection Delay [s/veh] 33.04
Intersection LOS C
Intersection V/C 0.788
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 43.09 43.09 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.306 2.632 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 856 1969 848 d_b, Bicycle Delay [s] 17.62 0.01 17.84
I_b,int, Bicycle LOS Score for Intersection 1.560 3.028 2.253 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 5.277
Level Of Service: C
Delay (sec / veh): 26.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 3 3 14 3
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] 17 14 35 121 3 197 30 1488 117 108 995 10 Total 15-Minute Volume [veh/h] 4 3 9 30 1 49 8 372 29 27 249 3 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 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 115 3 188 29 1420 112 103 949 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 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] 16 13 33 115 3 188 29 1420 112 103 949 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 39.94 35.48 434.19 212.21 37.10 209.53 27.95 12.09 59.35 66.41 95th-Percentile Queue Length [veh/ln] 1.60 1.42 17.37 8.49 1.48 8.38 1.12 0.48 2.37 2.66 50th-Percentile Queue Length [ft/ln] 22.19 19.71 241.22 121.74 20.61 119.78 15.53 6.72 32.97 36.90 50th-Percentile Queue Length [veh/ln] 0.89 0.79 9.65 4.87 0.82 4.79 0.62 0.27 1.32 1.48 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F D D A A A A A
d, Delay for Lane Group [s/veh] 45.60 34.59 448.08 40.00 50.70 7.99 4.67 6.56 3.61 3.90 X, volume / capacity 0.38 0.10 1.76 0.58 0.30 0.69 0.12 0.26 0.29 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 1.33 1.33 1.33 1.33 1.33 1.33 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] 9.08 0.13 393.40 1.54 1.70 1.82 0.27 1.54 0.32 0.61 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.34 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.52 34.47 54.68 38.46 48.99 6.18 4.40 5.01 3.29 3.29 c, Capacity [veh/h] 81 345 70 341 99 2161 948 412 2285 1193 s, saturation flow rate [veh/h] 139 1591 27 1574 1810 3578 1569 516 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.22 0.02 4.66 0.13 0.02 0.42 0.07 0.21 0.18 0.18 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.60 45.60 34.59 448.08 448.08 40.00 50.70 7.99 4.67 6.56 3.71 3.90 Movement LOS D D C F F D D A A A A A
d_A, Approach Delay [s/veh] 39.76 197.64 8.54 3.99
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 26.94
Intersection LOS C
Intersection V/C 5.277
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.089 2.908 2.172 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.646
Level Of Service: C
Delay (sec / veh): 28.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
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] 258 141 104 39 190 45 126 1409 51 40 871 125 Total 15-Minute Volume [veh/h] 65 35 26 10 47 11 32 352 13 10 218 31 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 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 245 134 99 37 180 43 120 1337 48 38 827 119 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 245 134 99 37 180 43 120 1337 48 38 827 119 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 315.81 324.30 179.14 66.49 323.37 77.52 232.72 320.04 19.22 77.44 225.48 62.54 95th-Percentile Queue Length [veh/ln] 12.63 12.97 7.17 2.66 12.93 3.10 9.31 12.80 0.77 3.10 9.02 2.50 50th-Percentile Queue Length [ft/ln] 199.88 206.47 99.52 36.94 205.75 43.07 136.81 203.16 10.68 43.02 131.46 34.75 50th-Percentile Queue Length [veh/ln] 8.00 8.26 3.98 1.48 8.23 1.72 5.47 8.13 0.43 1.72 5.26 1.39 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.06 68.93 63.46 63.71 77.24 64.40 83.15 11.44 7.05 79.79 12.13 10.25 X, volume / capacity 0.74 0.74 0.46 0.18 0.84 0.24 0.85 0.67 0.06 0.53 0.44 0.15 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 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] 3.97 3.84 1.48 0.40 8.31 0.67 12.89 1.69 0.12 5.76 0.72 0.36 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 65.09 65.09 61.98 63.31 68.93 63.73 70.26 9.75 6.93 74.03 11.41 9.89 c, Capacity [veh/h] 266 275 225 215 225 186 148 2112 914 75 1969 855 s, saturation flow rate [veh/h] 1781 1842 1504 1781 1870 1544 1781 3560 1542 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.10 0.03 0.07 0.40 0.03 0.02 0.24 0.08 g / C, Green / Cycle 0.15 0.15 0.15 0.12 0.12 0.12 0.08 0.59 0.59 0.04 0.55 0.55 g_i, Effective Green Time [s] 24 24 24 19 19 19 13 95 95 7 89 89 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.03 68.93 63.46 63.71 77.24 64.40 83.15 11.44 7.05 79.79 12.13 10.25 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.85 73.21 17.00 14.51
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 28.30
Intersection LOS C
Intersection V/C 0.646
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.390 2.263 2.975 2.928 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.390 2.012 2.868 2.414 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.546
Level Of Service: B
Delay (sec / veh): 12.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 132 20 18 235 0 3 16 6 1 1 75 123 Total 15-Minute Volume [veh/h] 33 5 5 59 0 1 4 2 0 0 19 31 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 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 123 19 17 219 0 3 15 6 1 1 70 115 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 19 17 219 0 3 15 6 1 1 70 115 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 11.96
Approach LOS B A B
Approach Delay [s/veh] 13.51 8.84 10.06
95th-Percentile Queue Length [ft] 83.44 3.04 28.93
95th-Percentile Queue Length [veh] 3.34 0.12 1.16
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.55 0.04 0.28
Capacity per Entry Lane [veh/h] 742 641 710
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 142 78 5 3 3 9 0 0
Total 15-Minute Volume [veh/h] 35 20 1 1 1 2 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 132 73 5 3 3 8 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 132 73 5 3 3 8 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 11.96
Approach LOS B A
Approach Delay [s/veh] 11.36 8.94
95th-Percentile Queue Length [ft] 38.72 1.48
95th-Percentile Queue Length [veh] 1.55 0.06
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.35 0.02
Capacity per Entry Lane [veh/h] 657 619
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: P:\...\EPAM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_AM 2023-09-27.vistro Scenario 17 Existing plus Project AM 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 0.870 31.5 D
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.641 32.1 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 14.528 49.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.770 44.7 D
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
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Volume to Capacity (v/c): 0.770
Level Of Service: D
Delay (sec / veh): 44.7
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 103 387 430 453 357 90
Total 15-Minute Volume [veh/h] 26 97 108 113 89 23
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 96 360 400 421 332 84
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 96 360 400 421 332 84
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 112.65 570.82 511.24 187.20 373.87 95th-Percentile Queue Length [veh/ln] 4.51 22.83 20.45 7.49 14.95 50th-Percentile Queue Length [ft/ln] 62.58 387.50 356.43 104.00 245.41 50th-Percentile Queue Length [veh/ln] 2.50 15.50 14.26 4.16 9.82 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.55 94.62 58.74 7.35 27.64 X, volume / capacity 0.25 1.07 0.89 0.34 0.56
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.23 49.12 16.67 0.70 2.90
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.17 0.37 0.50 0.50
d1, Uniform Delay [s] 37.33 45.50 42.08 6.65 24.74
c, Capacity [veh/h] 418 361 483 1328 792
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1783 (v / s)_i Volume / Saturation Flow Rate 0.06 0.25 0.24 0.24 0.25 g / C, Green / Cycle 0.23 0.23 0.27 0.71 0.45
g_i, Effective Green Time [s] 28 28 32 85 53
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.55 94.62 58.74 7.35 27.64 27.64 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 82.62 32.38 27.64
Approach LOS F C C
d_I, Intersection Delay [s/veh] 44.74
Intersection LOS D
Intersection V/C 0.770
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.282 2.608 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.017 2.297 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 14.528
Level Of Service: D
Delay (sec / veh): 49.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
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] 4 17 8 126 10 200 20 891 134 156 1565 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 50 5 223 33 39 391 7 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 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 120 10 191 19 852 128 149 1496 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 120 10 191 19 852 128 149 1496 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 40 0 0 40 0 15 85 0 25 95 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 28.82 10.67 609.07 271.72 35.47 140.60 40.49 22.64 128.26 142.53 95th-Percentile Queue Length [veh/ln] 1.15 0.43 24.36 10.87 1.42 5.62 1.62 0.91 5.13 5.70 50th-Percentile Queue Length [ft/ln] 16.01 5.93 338.37 166.06 19.71 78.11 22.49 12.58 71.26 79.19 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.53 6.64 0.79 3.12 0.90 0.50 2.85 3.17 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F D E A A A A A
d, Delay for Lane Group [s/veh] 46.42 42.90 935.39 49.90 71.76 6.27 5.40 3.33 4.79 5.39 X, volume / capacity 0.16 0.02 2.80 0.52 0.30 0.40 0.14 0.30 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 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] 0.55 0.02 861.89 1.09 2.44 0.55 0.30 1.49 0.64 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 k, delay calibration 0.11 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.86 42.88 73.50 48.81 69.32 5.72 5.10 1.84 4.15 4.15 c, Capacity [veh/h] 133 391 49 385 67 2211 966 518 2314 1203 s, saturation flow rate [veh/h] 423 1589 10 1565 1781 3560 1556 678 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 13.84 0.13 0.01 0.25 0.09 0.23 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.42 46.42 42.90 935.39 935.39 49.90 71.76 6.27 5.40 3.33 4.99 5.39 Movement LOS D D D F F D E A A A A A
d_A, Approach Delay [s/veh] 45.45 408.31 7.41 4.85
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 49.00
Intersection LOS D
Intersection V/C 14.528
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 64.40 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.979 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.56 42.65 15.89 11.63
I_b,int, Bicycle LOS Score for Intersection 1.607 2.114 2.422 2.521 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.641
Level Of Service: C
Delay (sec / veh): 32.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
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] 271 143 105 53 237 41 123 806 40 97 1118 218 Total 15-Minute Volume [veh/h] 68 36 26 13 59 10 31 202 10 24 280 55 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 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 252 133 98 49 220 38 114 750 37 90 1040 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 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 252 133 98 49 220 38 114 750 37 90 1040 203 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 310.68 318.73 169.22 82.12 364.73 63.41 223.77 210.89 19.31 181.33 335.04 121.91 95th-Percentile Queue Length [veh/ln] 12.43 12.75 6.77 3.28 14.59 2.54 8.95 8.44 0.77 7.25 13.40 4.88 50th-Percentile Queue Length [ft/ln] 195.90 202.15 94.01 45.62 238.18 35.23 130.21 120.77 10.73 100.74 214.85 67.73 50th-Percentile Queue Length [veh/ln] 7.84 8.09 3.76 1.82 9.53 1.41 5.21 4.83 0.43 4.03 8.59 2.71 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B F B B
d, Delay for Lane Group [s/veh] 66.03 65.88 59.76 56.65 70.33 56.44 84.43 12.58 10.19 80.45 15.63 12.54 X, volume / capacity 0.77 0.77 0.47 0.20 0.86 0.18 0.90 0.42 0.05 0.82 0.60 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.64 4.49 1.54 0.38 7.81 0.39 17.68 0.69 0.11 12.91 1.41 0.81 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.39 61.39 58.22 56.28 62.52 56.05 66.75 11.90 10.08 67.53 14.22 11.73 c, Capacity [veh/h] 265 274 223 262 275 224 137 1909 824 118 1874 811 s, saturation flow rate [veh/h] 1781 1841 1498 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.03 0.13 0.03 0.07 0.23 0.03 0.05 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.54 0.54 0.07 0.53 0.53 g_i, Effective Green Time [s] 22 22 22 22 22 22 12 81 81 10 79 79 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 66.00 65.88 59.76 56.65 70.33 56.44 84.43 12.58 10.19 80.45 15.63 12.54 Movement LOS E E E E E E F B B F B B
d_A, Approach Delay [s/veh] 64.70 66.42 21.60 19.54
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 32.14
Intersection LOS C
Intersection V/C 0.641
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
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] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.425 2.281 2.905 2.893 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.416 2.106 2.359 2.742 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.870
Level Of Service: D
Delay (sec / veh): 31.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 146 17 242 0 13 113 9 0 11 173 250 Total 15-Minute Volume [veh/h] 0 36 4 61 0 3 28 2 0 3 43 63 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 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 131 15 218 0 12 102 8 0 10 156 225 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 131 15 218 0 12 102 8 0 10 156 225 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS D
Intersection Delay [s/veh] 31.51
Approach LOS C C D
Approach Delay [s/veh] 24.93 15.06 32.81
95th-Percentile Queue Length [ft] 152.27 32.89 199.27
95th-Percentile Queue Length [veh] 6.09 1.32 7.97
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.73 0.31 0.81
Capacity per Entry Lane [veh/h] 556 432 534
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 363 70 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 91 18 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 327 63 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 327 63 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS D
Intersection Delay [s/veh] 31.51
Approach LOS E A
Approach Delay [s/veh] 41.42 0.00
95th-Percentile Queue Length [ft] 233.41 0.00
95th-Percentile Queue Length [veh] 9.34 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.87 0.00
Capacity per Entry Lane [veh/h] 501 426
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: P:\...\EPPM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_PM 2023-09-27.vistro Scenario 17 Existing plus Project PM 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.

NB Right 0.563 12.4 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.658 28.8 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.502 27.5 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NWB Left 0.801 34.2 C
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
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Volume to Capacity (v/c): 0.801
Level Of Service: C
Delay (sec / veh): 34.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 154 515 360 541 341 86
Total 15-Minute Volume [veh/h] 38 129 90 135 85 22
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] 146 489 342 514 324 82
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 146 489 342 514 324 82
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 125.81 521.95 380.23 298.07 393.46 95th-Percentile Queue Length [veh/ln] 5.03 20.88 15.21 11.92 15.74 50th-Percentile Queue Length [ft/ln] 69.90 365.24 250.46 186.18 260.99 50th-Percentile Queue Length [veh/ln] 2.80 14.61 10.02 7.45 10.44 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C D D B D
d, Delay for Lane Group [s/veh] 24.47 46.22 48.33 14.01 37.02 X, volume / capacity 0.24 0.91 0.85 0.50 0.69
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.14 13.34 8.73 0.36 6.30
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.26 0.21 0.11 0.50
d1, Uniform Delay [s] 24.33 32.88 39.59 13.65 30.72
c, Capacity [veh/h] 644 564 425 1081 616
s, saturation flow rate [veh/h] 1781 1560 1781 1870 1786 (v / s)_i Volume / Saturation Flow Rate 0.09 0.33 0.20 0.29 0.24 g / C, Green / Cycle 0.36 0.36 0.24 0.58 0.35
g_i, Effective Green Time [s] 39 39 26 63 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 109 109 109 109 109
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.47 46.22 48.33 14.01 37.02 37.02 Movement LOS C D D B D D
d_A, Approach Delay [s/veh] 41.21 27.72 37.02
Approach LOS D C D
d_I, Intersection Delay [s/veh] 34.23
Intersection LOS C
Intersection V/C 0.801
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 43.98 43.98 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.312 2.640 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 841 1936 834 d_b, Bicycle Delay [s] 18.36 0.06 18.58
I_b,int, Bicycle LOS Score for Intersection 1.560 3.046 2.264 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 5.502
Level Of Service: C
Delay (sec / veh): 27.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 3 3 14 3
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] 17 14 35 123 3 200 30 1524 121 111 1025 10 Total 15-Minute Volume [veh/h] 4 3 9 31 1 50 8 381 30 28 256 3 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 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 117 3 191 29 1454 115 106 978 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 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] 16 13 33 117 3 191 29 1454 115 106 978 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 39.98 35.47 445.32 215.17 37.10 216.08 29.03 12.77 61.38 68.73 95th-Percentile Queue Length [veh/ln] 1.60 1.42 17.81 8.61 1.48 8.64 1.16 0.51 2.46 2.75 50th-Percentile Queue Length [ft/ln] 22.21 19.71 247.40 123.89 20.61 124.56 16.13 7.09 34.10 38.18 50th-Percentile Queue Length [veh/ln] 0.89 0.79 9.90 4.96 0.82 4.98 0.65 0.28 1.36 1.53 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F D D A A A A A
d, Delay for Lane Group [s/veh] 45.64 34.57 461.70 40.11 50.70 8.29 4.71 7.60 3.64 3.95 X, volume / capacity 0.38 0.10 1.79 0.59 0.30 0.71 0.13 0.28 0.30 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 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] 9.14 0.13 407.02 1.59 1.70 1.97 0.28 1.69 0.33 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.34 0.11 0.50 0.11 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.50 34.45 54.68 38.52 48.99 6.32 4.43 5.92 3.31 3.31 c, Capacity [veh/h] 81 345 70 342 99 2159 947 403 2284 1193 s, saturation flow rate [veh/h] 138 1591 26 1574 1810 3578 1569 506 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.22 0.02 4.87 0.13 0.02 0.43 0.08 0.22 0.19 0.19 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.64 45.64 34.57 461.70 461.70 40.11 50.70 8.29 4.71 7.60 3.75 3.95 Movement LOS D D C F F D D A A A A A
d_A, Approach Delay [s/veh] 39.77 203.06 8.79 4.12
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 27.47
Intersection LOS C
Intersection V/C 5.502
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.098 2.941 2.190 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.658
Level Of Service: C
Delay (sec / veh): 28.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
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] 266 142 111 39 192 47 135 1440 51 39 895 133 Total 15-Minute Volume [veh/h] 66 36 28 10 48 12 34 360 13 10 224 33 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 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 252 135 105 37 182 45 128 1367 48 37 849 126 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 252 135 105 37 182 45 128 1367 48 37 849 126 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 321.91 330.40 191.17 66.40 326.16 80.97 245.27 340.78 19.55 75.47 243.08 69.66 95th-Percentile Queue Length [veh/ln] 12.88 13.22 7.65 2.66 13.05 3.24 9.81 13.63 0.78 3.02 9.72 2.79 50th-Percentile Queue Length [ft/ln] 204.61 211.22 106.53 36.89 207.92 44.99 146.14 219.34 10.86 41.93 144.51 38.70 50th-Percentile Queue Length [veh/ln] 8.18 8.45 4.26 1.48 8.32 1.80 5.85 8.77 0.43 1.68 5.78 1.55 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.03 68.90 63.60 63.56 77.19 64.36 82.71 11.99 7.21 79.68 13.01 10.92 X, volume / capacity 0.74 0.74 0.49 0.18 0.85 0.25 0.86 0.68 0.06 0.52 0.46 0.16 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.06 3.93 1.61 0.39 8.34 0.69 12.97 1.84 0.12 5.62 0.79 0.40 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.98 64.97 61.98 63.17 68.85 63.66 69.74 10.15 7.09 74.05 12.21 10.52 c, Capacity [veh/h] 270 279 228 216 227 188 156 2102 910 74 1941 842 s, saturation flow rate [veh/h] 1781 1841 1505 1781 1870 1545 1781 3560 1542 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.10 0.03 0.08 0.40 0.03 0.02 0.25 0.09 g / C, Green / Cycle 0.15 0.15 0.15 0.12 0.12 0.12 0.09 0.59 0.59 0.04 0.55 0.55 g_i, Effective Green Time [s] 24 24 24 19 19 19 14 95 95 7 87 87 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.00 68.90 63.60 63.56 77.19 64.36 82.71 11.99 7.21 79.68 13.01 10.92 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.82 73.11 17.71 15.18
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 28.80
Intersection LOS C
Intersection V/C 0.658
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.399 2.264 2.988 2.940 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.416 2.018 2.901 2.440 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.563
Level Of Service: B
Delay (sec / veh): 12.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 157 18 237 0 6 25 6 0 2 82 127 Total 15-Minute Volume [veh/h] 0 39 5 59 0 2 6 2 0 1 20 32 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 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 146 17 221 0 6 23 6 0 2 76 118 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 146 17 221 0 6 23 6 0 2 76 118 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 12.40
Approach LOS B A B
Approach Delay [s/veh] 14.07 9.15 10.39
95th-Percentile Queue Length [ft] 88.80 4.73 31.90
95th-Percentile Queue Length [veh] 3.55 0.19 1.28
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.56 0.06 0.30
Capacity per Entry Lane [veh/h] 732 623 697
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 143 88 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 36 22 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 133 82 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 133 82 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 12.40
Approach LOS B A
Approach Delay [s/veh] 11.78 0.00
95th-Percentile Queue Length [ft] 42.65 0.00
95th-Percentile Queue Length [veh] 1.71 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.37 0.00
Capacity per Entry Lane [veh/h] 648 609
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: \...\CAM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_AM.vistro Scenario 18 Cumulative AM 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 0.927 39.3 E
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.637 32.3 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.211 44.8 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.906 77.5 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
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Volume to Capacity (v/c): 0.906
Level Of Service: E
Delay (sec / veh): 77.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 111 480 527 503 397 83
Total 15-Minute Volume [veh/h] 28 120 132 126 99 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 103 446 490 468 369 77
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 103 446 490 468 369 77
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 122.01 1009.69 697.16 209.65 429.74 95th-Percentile Queue Length [veh/ln] 4.88 40.39 27.89 8.39 17.19 50th-Percentile Queue Length [ft/ln] 67.78 664.06 511.68 119.87 290.08 50th-Percentile Queue Length [veh/ln] 2.71 26.56 20.47 4.79 11.60 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F E A C
d, Delay for Lane Group [s/veh] 37.76 204.99 77.69 7.72 32.26 X, volume / capacity 0.27 1.33 0.99 0.38 0.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.25 159.49 35.88 0.82 4.25
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.29 0.50 0.50 0.50
d1, Uniform Delay [s] 37.51 45.50 41.81 6.89 28.01
c, Capacity [veh/h] 418 361 534 1328 745
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1794 (v / s)_i Volume / Saturation Flow Rate 0.06 0.31 0.30 0.27 0.27 g / C, Green / Cycle 0.23 0.23 0.30 0.71 0.42
g_i, Effective Green Time [s] 28 28 36 85 50
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.76 204.99 77.69 7.72 32.26 32.26 Movement LOS D F E A C C
d_A, Approach Delay [s/veh] 173.58 43.52 32.26
Approach LOS F D C
d_I, Intersection Delay [s/veh] 77.53
Intersection LOS E
Intersection V/C 0.906
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.344 2.687 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.259 2.352 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 5.211
Level Of Service: D
Delay (sec / veh): 44.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
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] 4 17 8 122 10 340 20 866 140 180 1554 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 85 5 217 35 45 389 7 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 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 117 10 325 19 828 134 172 1486 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 117 10 325 19 828 134 172 1486 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 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 15 85 0 25 95 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 28.80 10.66 571.72 511.21 35.47 136.21 42.45 26.75 127.25 141.37 95th-Percentile Queue Length [veh/ln] 1.15 0.43 22.87 20.45 1.42 5.45 1.70 1.07 5.09 5.65 50th-Percentile Queue Length [ft/ln] 16.00 5.92 317.62 356.40 19.70 75.67 23.58 14.86 70.69 78.54 50th-Percentile Queue Length [veh/ln] 0.64 0.24 12.70 14.26 0.79 3.03 0.94 0.59 2.83 3.14 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F E E A A A A A
d, Delay for Lane Group [s/veh] 46.38 42.88 796.94 72.24 71.74 6.23 5.44 3.69 4.78 5.37 X, volume / capacity 0.16 0.02 2.49 0.88 0.30 0.39 0.14 0.34 0.45 0.45 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 0.02 723.40 17.99 2.44 0.52 0.32 1.79 0.63 1.22 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.34 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.84 42.86 73.54 54.25 69.30 5.70 5.12 1.91 4.15 4.15 c, Capacity [veh/h] 134 391 53 385 67 2210 966 524 2314 1203 s, saturation flow rate [veh/h] 428 1589 28 1565 1781 3560 1556 687 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 4.77 0.22 0.01 0.24 0.09 0.26 0.29 0.29 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.38 46.38 42.88 796.94 796.94 72.24 71.74 6.23 5.44 3.69 4.97 5.37 Movement LOS D D D F F E E A A A A A
d_A, Approach Delay [s/veh] 45.42 274.91 7.40 4.85
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 44.77
Intersection LOS D
Intersection V/C 5.211
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.55 42.64 15.88 11.62
I_b,int, Bicycle LOS Score for Intersection 1.607 2.338 2.406 2.528 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.637
Level Of Service: C
Delay (sec / veh): 32.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
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] 285 145 98 53 234 40 123 897 40 108 1094 220 Total 15-Minute Volume [veh/h] 71 36 24 13 59 10 31 224 10 27 273 55 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 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 265 135 91 49 218 37 114 834 37 100 1017 205 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 265 135 91 49 218 37 114 834 37 100 1017 205 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 320.90 329.01 156.12 82.28 360.79 61.94 223.77 241.97 20.12 198.22 328.61 124.49 95th-Percentile Queue Length [veh/ln] 12.84 13.16 6.24 3.29 14.43 2.48 8.95 9.68 0.80 7.93 13.14 4.98 50th-Percentile Queue Length [ft/ln] 203.83 210.14 86.73 45.71 235.07 34.41 130.21 143.68 11.18 111.59 209.83 69.16 50th-Percentile Queue Length [veh/ln] 8.15 8.41 3.47 1.83 9.40 1.38 5.21 5.75 0.45 4.46 8.39 2.77 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B E B B
d, Delay for Lane Group [s/veh] 65.99 65.83 58.72 56.85 70.36 56.58 84.43 13.87 10.79 79.80 15.66 12.75 X, volume / capacity 0.78 0.78 0.43 0.20 0.86 0.18 0.90 0.48 0.05 0.83 0.59 0.27 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.81 4.66 1.27 0.38 7.74 0.39 17.68 0.87 0.12 12.90 1.36 0.83 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.18 61.18 57.45 56.46 62.62 56.20 66.75 13.00 10.67 66.90 14.31 11.92 c, Capacity [veh/h] 272 281 229 259 272 221 137 1879 811 129 1866 808 s, saturation flow rate [veh/h] 1781 1839 1499 1781 1870 1519 1781 3560 1536 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.03 0.13 0.03 0.07 0.25 0.03 0.06 0.31 0.14 g / C, Green / Cycle 0.15 0.15 0.15 0.15 0.15 0.15 0.08 0.53 0.53 0.07 0.52 0.52 g_i, Effective Green Time [s] 23 23 23 22 22 22 12 79 79 11 79 79 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.95 65.83 58.72 56.85 70.36 56.58 84.43 13.87 10.79 79.80 15.66 12.75 Movement LOS E E E E E E F B B E B B
d_A, Approach Delay [s/veh] 64.57 66.48 21.94 20.08
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 32.26
Intersection LOS C
Intersection V/C 0.637
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
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] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.426 2.283 2.916 2.909 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.431 2.099 2.434 2.733 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.927
Level Of Service: E
Delay (sec / veh): 39.3
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 147 17 251 0 31 112 9 0 11 166 278 Total 15-Minute Volume [veh/h] 0 37 4 63 0 8 28 2 0 3 41 69 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 132 15 226 0 28 101 8 0 10 149 250 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 132 15 226 0 28 101 8 0 10 149 250 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS E
Intersection Delay [s/veh] 39.34
Approach LOS D C E
Approach Delay [s/veh] 28.10 16.83 44.21
95th-Percentile Queue Length [ft] 171.17 41.92 251.44
95th-Percentile Queue Length [veh] 6.85 1.68 10.06
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.77 0.37 0.89
Capacity per Entry Lane [veh/h] 542 411 511
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 360 80 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 90 20 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 324 72 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 324 72 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS E
Intersection Delay [s/veh] 39.34
Approach LOS F A
Approach Delay [s/veh] 52.59 0.00
95th-Percentile Queue Length [ft] 272.48 0.00
95th-Percentile Queue Length [veh] 10.90 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.93 0.00
Capacity per Entry Lane [veh/h] 478 408
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: \...\CPM.pdf 6/13/2023
Vistro File: \...\Vistro_AllScenarios_PM.vistro Scenario 18 Cumulative PM 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.

NB Right 0.611 13.6 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.675 30.5 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 7.882 42.2 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 SEB Thru 0.966 61.4 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-5)
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Volume to Capacity (v/c): 0.966
Level Of Service: E
Delay (sec / veh): 61.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 157 618 401 568 494 76
Total 15-Minute Volume [veh/h] 39 154 100 142 123 19
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] 149 587 381 540 469 72
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 149 587 381 540 469 72
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 142.46 792.76 512.67 409.72 882.93 95th-Percentile Queue Length [veh/ln] 5.70 31.71 20.51 16.39 35.32 50th-Percentile Queue Length [ft/ln] 79.14 593.06 357.61 273.99 636.79 50th-Percentile Queue Length [veh/ln] 3.17 23.72 14.30 10.96 25.47 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C E E B F
d, Delay for Lane Group [s/veh] 24.89 66.82 63.20 19.95 105.62 X, volume / capacity 0.22 0.97 0.89 0.56 1.07
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.11 29.85 17.08 0.62 60.25
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.50 0.36 0.14 0.50
d1, Uniform Delay [s] 24.78 36.97 46.13 19.34 45.37
c, Capacity [veh/h] 724 635 452 1014 531
s, saturation flow rate [veh/h] 1781 1561 1781 1870 1813 (v / s)_i Volume / Saturation Flow Rate 0.09 0.40 0.23 0.30 0.31 g / C, Green / Cycle 0.41 0.41 0.25 0.54 0.29
g_i, Effective Green Time [s] 52 52 33 70 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 128 128 128 128 128
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.89 66.82 63.20 19.95 105.62 105.62 Movement LOS C E E B F F
d_A, Approach Delay [s/veh] 58.33 37.85 105.62
Approach LOS E D F
d_I, Intersection Delay [s/veh] 61.40
Intersection LOS E
Intersection V/C 0.966
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 53.62 53.62 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.364 2.740 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 714 1643 708 d_b, Bicycle Delay [s] 26.67 2.07 26.90
I_b,int, Bicycle LOS Score for Intersection 1.560 3.158 2.500 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 7.882
Level Of Service: D
Delay (sec / veh): 42.2
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 3 3 14 3
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] 17 14 35 145 3 336 30 1488 126 305 995 10 Total 15-Minute Volume [veh/h] 4 3 9 36 1 84 8 372 31 76 249 3 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 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 138 3 321 29 1420 120 291 949 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 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] 16 13 33 138 3 321 29 1420 120 291 949 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 40.16 35.44 567.72 444.52 37.10 215.76 31.18 72.03 59.81 66.89 95th-Percentile Queue Length [veh/ln] 1.61 1.42 22.71 17.78 1.48 8.63 1.25 2.88 2.39 2.68 50th-Percentile Queue Length [ft/ln] 22.31 19.69 315.40 302.02 20.61 124.33 17.32 40.01 33.23 37.16 50th-Percentile Queue Length [veh/ln] 0.89 0.79 12.62 12.08 0.82 4.97 0.69 1.60 1.33 1.49 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F E D A A D A A
d, Delay for Lane Group [s/veh] 45.78 34.46 610.17 75.48 50.70 8.44 4.95 36.77 3.67 3.97 X, volume / capacity 0.38 0.10 2.13 0.98 0.30 0.69 0.13 0.75 0.29 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 1.33 1.33 1.33 1.33 1.33 1.33 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] 9.36 0.13 555.44 32.96 1.70 1.89 0.30 11.70 0.32 0.62 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.35 0.11 0.50 0.31 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.42 34.33 54.72 42.53 48.99 6.55 4.65 25.07 3.35 3.35 c, Capacity [veh/h] 81 347 69 344 99 2141 939 409 2279 1190 s, saturation flow rate [veh/h] 137 1591 21 1574 1810 3578 1569 522 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.23 0.02 7.15 0.21 0.02 0.42 0.08 0.58 0.18 0.18 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.78 45.78 34.46 610.17 610.17 75.48 50.70 8.44 4.95 36.77 3.77 3.97 Movement LOS D D C F F E D A A D A A
d_A, Approach Delay [s/veh] 39.77 238.98 8.94 11.46
Approach LOS D F A B
d_I, Intersection Delay [s/veh] 42.24
Intersection LOS D
Intersection V/C 7.882
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.54 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.358 2.916 2.280 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.675
Level Of Service: C
Delay (sec / veh): 30.5
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
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] 270 142 105 39 231 45 126 1417 51 40 906 131 Total 15-Minute Volume [veh/h] 67 36 26 10 58 11 32 354 13 10 227 33 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 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 256 135 100 37 219 43 120 1345 48 38 860 124 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 256 135 100 37 219 43 120 1345 48 38 860 124 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 324.85 333.34 180.34 64.68 380.69 75.35 232.72 390.04 22.14 77.44 267.12 73.87 95th-Percentile Queue Length [veh/ln] 12.99 13.33 7.21 2.59 15.23 3.01 9.31 15.60 0.89 3.10 10.68 2.95 50th-Percentile Queue Length [ft/ln] 206.90 213.52 100.19 35.94 250.82 41.86 136.81 258.26 12.30 43.02 162.57 41.04 50th-Percentile Queue Length [veh/ln] 8.28 8.54 4.01 1.44 10.03 1.67 5.47 10.33 0.49 1.72 6.50 1.64 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.14 69.00 63.11 60.70 76.49 61.28 83.15 14.16 8.52 79.79 14.54 12.07 X, volume / capacity 0.75 0.75 0.46 0.16 0.88 0.21 0.85 0.70 0.06 0.53 0.48 0.16 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.15 4.02 1.44 0.29 9.07 0.46 12.89 2.02 0.13 5.76 0.88 0.42 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.99 64.99 61.67 60.42 67.42 60.82 70.26 12.14 8.40 74.03 13.67 11.66 c, Capacity [veh/h] 270 279 228 251 263 218 148 2031 879 75 1888 819 s, saturation flow rate [veh/h] 1781 1840 1505 1781 1870 1548 1781 3560 1541 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.11 0.11 0.07 0.02 0.12 0.03 0.07 0.40 0.03 0.02 0.25 0.08 g / C, Green / Cycle 0.15 0.15 0.15 0.14 0.14 0.14 0.08 0.57 0.57 0.04 0.53 0.53 g_i, Effective Green Time [s] 24 24 24 23 23 23 13 91 91 7 85 85 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.11 69.00 63.11 60.70 76.49 61.28 83.15 14.16 8.52 79.79 14.54 12.07 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.86 72.36 19.43 16.67
Approach LOS E E B B
d_I, Intersection Delay [s/veh] 30.49
Intersection LOS C
Intersection V/C 0.675
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.405 2.271 2.983 2.938 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.413 2.079 2.875 2.448 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.611
Level Of Service: B
Delay (sec / veh): 13.6
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 152 18 262 0 21 26 6 0 2 90 141 Total 15-Minute Volume [veh/h] 0 38 5 65 0 5 6 2 0 1 23 35 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 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 142 17 244 0 20 24 6 0 2 84 131 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 142 17 244 0 20 24 6 0 2 84 131 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 13.59
Approach LOS C A B
Approach Delay [s/veh] 15.74 9.74 11.23
95th-Percentile Queue Length [ft] 104.89 7.41 38.99
95th-Percentile Queue Length [veh] 4.20 0.30 1.56
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.61 0.09 0.35
Capacity per Entry Lane [veh/h] 708 587 669
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 142 116 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 35 29 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 132 108 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 132 108 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 13.59
Approach LOS B A
Approach Delay [s/veh] 12.94 0.00
95th-Percentile Queue Length [ft] 53.17 0.00
95th-Percentile Queue Length [veh] 2.13 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.43 0.00
Capacity per Entry Lane [veh/h] 627 579
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: P:\...\CPAM 2023-09-27.pdf 9/27/2023
Vistro File: P:\...\Vistro_AllScenarios_AM 2023-09-27.vistro Scenario 19 Cumulative plus Project AM 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 0.958 44.9 E
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.651 32.8 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 5.817 47.0 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 NEB Right 0.916 79.4 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
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Volume to Capacity (v/c): 0.916
Level Of Service: E
Delay (sec / veh): 79.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 22 39 37
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 1
v_di, Inbound Pedestrian Volume crossing m 11 10 0
v_do, Outbound Pedestrian Volume crossing 10 11 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 112 484 534 510 401 84
Total 15-Minute Volume [veh/h] 28 121 134 127 100 21
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 104 450 497 474 373 78
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 104 450 497 474 373 78
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 0.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No Yes Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.6 3.6 0.0
Split [s] 30 52 38 90 52 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 10 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 61.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 123.18 1029.74 719.16 212.83 435.28 95th-Percentile Queue Length [veh/ln] 4.93 41.19 28.77 8.51 17.41 50th-Percentile Queue Length [ft/ln] 68.44 676.45 530.29 122.19 294.55 50th-Percentile Queue Length [veh/ln] 2.74 27.06 21.21 4.89 11.78 Critical Lane Group No Yes Yes No Yes
Lane Group LOS D F F A C
d, Delay for Lane Group [s/veh] 37.78 209.93 81.02 7.77 32.49 X, volume / capacity 0.27 1.34 1.00 0.38 0.65
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.25 164.43 38.97 0.84 4.38
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.30 0.50 0.50 0.50
d1, Uniform Delay [s] 37.53 45.50 42.05 6.93 28.12
c, Capacity [veh/h] 418 361 534 1328 745
s, saturation flow rate [veh/h] 1781 1537 1781 1870 1794 (v / s)_i Volume / Saturation Flow Rate 0.06 0.31 0.30 0.27 0.27 g / C, Green / Cycle 0.23 0.23 0.30 0.71 0.42
g_i, Effective Green Time [s] 28 28 36 85 50
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 120 120 120 120 120
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 37.78 209.93 81.02 7.77 32.49 32.49 Movement LOS D F F A C C
d_A, Approach Delay [s/veh] 177.58 45.24 32.49
Approach LOS F D C
d_I, Intersection Delay [s/veh] 79.45
Intersection LOS E
Intersection V/C 0.916
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.53 49.53 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.349 2.693 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 430 1423 790 d_b, Bicycle Delay [s] 37.41 5.10 22.40
I_b,int, Bicycle LOS Score for Intersection 1.560 3.282 2.360 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 5.817
Level Of Service: D
Delay (sec / veh): 47.0
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 0 4 2 4
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 0 0 1
v_co, Outbound Pedestrian Volume crossing 1 0 0 1
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] 4 17 8 126 10 343 20 891 142 182 1586 27 Total 15-Minute Volume [veh/h] 1 4 2 31 3 86 5 223 36 46 396 7 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 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 0.9560 Total Hourly Volume [veh/h] 4 16 8 120 10 328 19 852 136 174 1516 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 4 16 8 120 10 328 19 852 136 174 1516 26 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 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 15 85 0 25 95 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 40 0 0 40 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 84.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 28.80 10.66 595.46 518.66 35.47 140.91 43.13 27.52 130.44 145.06 95th-Percentile Queue Length [veh/ln] 1.15 0.43 23.82 20.75 1.42 5.64 1.73 1.10 5.22 5.80 50th-Percentile Queue Length [ft/ln] 16.00 5.92 330.81 362.53 19.70 78.28 23.96 15.29 72.47 80.59 50th-Percentile Queue Length [veh/ln] 0.64 0.24 13.23 14.50 0.79 3.13 0.96 0.61 2.90 3.22 Critical Lane Group No No Yes No Yes No No No No Yes
Lane Group LOS D D F E E A A A A A
d, Delay for Lane Group [s/veh] 46.36 42.86 841.34 73.33 71.74 6.30 5.46 3.92 4.84 5.45 X, volume / capacity 0.16 0.02 2.59 0.89 0.30 0.40 0.15 0.35 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.54 0.02 767.77 18.98 2.44 0.55 0.32 1.91 0.66 1.27 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.50 0.34 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 45.82 42.84 73.57 54.35 69.30 5.75 5.14 2.01 4.18 4.18 c, Capacity [veh/h] 134 391 53 385 67 2209 965 514 2313 1203 s, saturation flow rate [veh/h] 428 1589 25 1565 1781 3560 1556 674 3560 1851 (v / s)_i Volume / Saturation Flow Rate 0.05 0.01 5.35 0.22 0.01 0.25 0.09 0.27 0.30 0.30 g / C, Green / Cycle 0.25 0.25 0.25 0.25 0.04 0.62 0.62 0.71 0.65 0.65 g_i, Effective Green Time [s] 37 37 37 37 6 93 93 106 97 97 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.36 46.36 42.86 841.34 841.34 73.33 71.74 6.30 5.46 3.92 5.04 5.45 Movement LOS D D D F F E E A A A A A
d_A, Approach Delay [s/veh] 45.40 291.39 7.43 4.93
Approach LOS D F A A
d_I, Intersection Delay [s/veh] 46.95
Intersection LOS D
Intersection V/C 5.817
Other Modes
g_Walk,mi, Effective Walk Time [s] 91.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 11.60 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.910 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 493 493 1080 1213 d_b, Bicycle Delay [s] 42.55 42.64 15.88 11.62
I_b,int, Bicycle LOS Score for Intersection 1.607 2.350 2.428 2.547 Bicycle LOS A B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 8 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.651
Level Of Service: C
Delay (sec / veh): 32.8
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 18 15 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 2 6 6 2
v_co, Outbound Pedestrian Volume crossing 2 6 6 2
v_di, Inbound Pedestrian Volume crossing m 5 3 5 2
v_do, Outbound Pedestrian Volume crossing 5 2 5 3
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] 295 146 105 53 237 41 126 915 40 109 1120 225 Total 15-Minute Volume [veh/h] 74 37 26 13 59 10 31 229 10 27 280 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 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 0.9300 Total Hourly Volume [veh/h] 274 136 98 49 220 38 117 851 37 101 1042 209 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 274 136 98 49 220 38 117 851 37 101 1042 209 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 32 0 0 32 0 15 71 0 15 71 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 80.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 150
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 327.85 335.91 167.56 82.12 364.73 63.41 231.27 253.92 20.57 199.59 347.09 130.22 95th-Percentile Queue Length [veh/ln] 13.11 13.44 6.70 3.28 14.59 2.54 9.25 10.16 0.82 7.98 13.88 5.21 50th-Percentile Queue Length [ft/ln] 209.23 215.52 93.09 45.62 238.18 35.23 135.73 152.62 11.43 112.58 224.28 72.34 50th-Percentile Queue Length [veh/ln] 8.37 8.62 3.72 1.82 9.53 1.41 5.43 6.10 0.46 4.50 8.97 2.89 Critical Lane Group Yes No No No Yes No Yes No No No Yes No Lane Group LOS E E E E E E F B B E B B
d, Delay for Lane Group [s/veh] 65.90 65.74 58.72 56.65 70.33 56.44 87.23 14.44 11.12 79.75 16.35 13.16 X, volume / capacity 0.79 0.78 0.45 0.20 0.86 0.18 0.92 0.49 0.05 0.84 0.60 0.28 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 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.90 4.74 1.36 0.38 7.81 0.39 20.36 0.93 0.12 12.90 1.48 0.87 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 61.00 61.00 57.36 56.28 62.52 56.05 66.87 13.51 11.01 66.84 14.88 12.28 c, Capacity [veh/h] 276 285 233 262 275 224 137 1863 803 130 1851 802 s, saturation flow rate [veh/h] 1781 1838 1501 1781 1870 1519 1781 3560 1535 1781 3560 1542 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.03 0.13 0.03 0.07 0.26 0.03 0.06 0.31 0.15 g / C, Green / Cycle 0.16 0.16 0.16 0.15 0.15 0.15 0.08 0.52 0.52 0.07 0.52 0.52 g_i, Effective Green Time [s] 23 23 23 22 22 22 12 79 79 11 78 78 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 150 150 150 150 150 150 150 150 150 150 150 150 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 65.86 65.74 58.72 56.65 70.33 56.44 87.23 14.44 11.12 79.75 16.35 13.16 Movement LOS E E E E E E F B B E B B
d_A, Approach Delay [s/veh] 64.46 66.42 22.80 20.61
Approach LOS E E C C
d_I, Intersection Delay [s/veh] 32.77
Intersection LOS C
Intersection V/C 0.651
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
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] 67.25 67.25 67.25 67.25
I_p,int, Pedestrian LOS Score for Intersectio 2.434 2.284 2.926 2.918 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 380 380 890 885 d_b, Bicycle Delay [s] 49.69 49.61 23.15 23.43
I_b,int, Bicycle LOS Score for Intersection 2.461 2.106 2.451 2.759 Bicycle LOS B B B C
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.958
Level Of Service: E
Delay (sec / veh): 44.9
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 149 17 253 0 31 113 9 0 11 176 284 Total 15-Minute Volume [veh/h] 0 37 4 63 0 8 28 2 0 3 44 71 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 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 0 134 15 228 0 28 102 8 0 10 158 256 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 134 15 228 0 28 102 8 0 10 158 256 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS E
Intersection Delay [s/veh] 44.89
Approach LOS D C F
Approach Delay [s/veh] 29.81 17.45 53.26
95th-Percentile Queue Length [ft] 180.49 43.90 288.01
95th-Percentile Queue Length [veh] 7.22 1.76 11.52
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.78 0.38 0.94
Capacity per Entry Lane [veh/h] 536 400 502
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 363 83 3 0 0 0 0 0
Total 15-Minute Volume [veh/h] 91 21 1 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 0.9000 Total Hourly Volume [veh/h] 327 75 3 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 327 75 3 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS E
Intersection Delay [s/veh] 44.89
Approach LOS F A
Approach Delay [s/veh] 59.53 0.00
95th-Percentile Queue Length [ft] 295.04 0.00
95th-Percentile Queue Length [veh] 11.80 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.96 0.00
Capacity per Entry Lane [veh/h] 469 399
Lanes
Intersection Settings
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Intersection Analysis Summary
Report File: P:\...\CPPM 2023-09-27.pdf 9/29/2023
Vistro File: P:\...\Vistro_AllScenarios_PM 2023-09-27.vistro Scenario 19 Cumulative plus Project PM 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.

NB Right 0.629 14.1 B
HCM 7th
Edition All-way stop Bay Rd/RingwoodAve/Sonoma Ave 40
NWB Left 0.688 31.1 C
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Glenwood Ave-Valparaiso
Ave
30 SWB Left 13.732 44.4 D
HCM 7th
Edition Signalized
El Camino Real (SR 82)
/Encinal Ave-Menlo College
Entrance
29 SEB Thru 0.978 64.1 E
HCM 7th
Edition Signalized Middlefield Rd/RavenswoodAve 9
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Version 2023 (SP 0-6)
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Volume to Capacity (v/c): 0.978
Level Of Service: E
Delay (sec / veh): 64.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 9: Middlefield Rd/Ravenswood Ave
Intersection Level Of Service Report
Crosswalk Yes Yes No
Curb Present No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 35.00 35.00
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] 100.00 120.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 1 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Northeastbound Northwestbound Southeastbound
Name Ravenswood Avenue Middlefield Road Middlefield Road Intersection Setup
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Bicycle Volume [bicycles/h] 11 27 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 5 0 6
v_co, Outbound Pedestrian Volume crossing 6 0 5
v_di, Inbound Pedestrian Volume crossing m 12 11 0
v_do, Outbound Pedestrian Volume crossing 11 12 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0
Presence of On-Street Parking No No No No No No
Total Analysis Volume [veh/h] 158 626 406 575 500 77
Total 15-Minute Volume [veh/h] 39 157 102 144 125 19
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] 150 595 386 546 475 73
Right Turn on Red Volume [veh/h] 0 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 150 595 386 546 475 73
Name Ravenswood Avenue Middlefield Road Middlefield Road Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 20.0 20.0 20.0 20.0 20.0 0.0
Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Recall No No No No
Maximum Recall No No No Yes
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 0.0 0.0 2.6 0.0 0.0
l1, Start-Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 0.0
Rest In Walk No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0
Pedestrian Clearance [s] 10 12 0 12 12 0
Walk [s] 7 7 0 7 7 0
Vehicle Extension [s] 2.5 3.6 3.0 3.0 3.6 0.0
Split [s] 50 50 60 110 50 0
All red [s] 1.0 1.0 1.0 1.0 1.0 0.0
Amber [s] 3.2 3.6 3.0 3.6 3.6 0.0
Maximum Green [s] 50 35 35 70 35 0
Minimum Green [s] 4 10 4 5 10 0
Lead / Lag Lead - Lead - - -
Auxiliary Signal Groups
Signal Group 3 2 1 6 2 4
Control Type Permissive Permissive Protected Permissive Permissive Permissive Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 58.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 144.36 825.11 521.33 416.08 916.19 95th-Percentile Queue Length [veh/ln] 5.77 33.00 20.85 16.64 36.65 50th-Percentile Queue Length [ft/ln] 80.20 620.80 364.72 279.09 657.15 50th-Percentile Queue Length [veh/ln] 3.21 24.83 14.59 11.16 26.29 Critical Lane Group No Yes Yes No Yes
Lane Group LOS C E E C F
d, Delay for Lane Group [s/veh] 25.10 70.90 63.76 20.04 111.50 X, volume / capacity 0.22 0.99 0.89 0.57 1.09
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 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
d2, Incremental Delay [s] 0.11 33.33 17.61 0.66 65.91
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00
k, delay calibration 0.08 0.50 0.37 0.14 0.50
d1, Uniform Delay [s] 24.99 37.57 46.15 19.38 45.58
c, Capacity [veh/h] 722 633 456 1016 529
s, saturation flow rate [veh/h] 1781 1561 1781 1870 1812 (v / s)_i Volume / Saturation Flow Rate 0.09 0.40 0.23 0.31 0.32 g / C, Green / Cycle 0.41 0.41 0.26 0.54 0.29
g_i, Effective Green Time [s] 52 52 33 70 38
l2, Clearance Lost Time [s] 0.00 0.00 0.00 2.60 0.00
l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 2.00 2.00 2.00 4.60 2.00 C, Cycle Length [s] 129 129 129 129 129
Lane Group L R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 25.10 70.90 63.76 20.04 111.50 111.50 Movement LOS C E E C F F
d_A, Approach Delay [s/veh] 61.67 38.13 111.50
Approach LOS E D F
d_I, Intersection Delay [s/veh] 64.09
Intersection LOS E
Intersection V/C 0.978
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 53.83 53.83 0.00
I_p,int, Pedestrian LOS Score for Intersectio 2.369 2.747 0.000 Crosswalk LOS B B F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 712 1638 705 d_b, Bicycle Delay [s] 26.86 2.14 27.09
I_b,int, Bicycle LOS Score for Intersection 1.560 3.178 2.512 Bicycle LOS A C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - - - - - - - - - - - - - -
Ring 1 1 2 3 - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 13.732
Level Of Service: D
Delay (sec / veh): 44.4
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 29: El Camino Real (SR 82)/Encinal Ave-Menlo College Entrance Intersection Level Of Service Report
Crosswalk Yes No No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 15.00 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 0 0 0 0 0 0 1 0 1 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northeastbound Southwestbound Northwestbound Southeastbound Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 3 3 14 3
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] 17 14 35 147 3 340 30 1524 129 308 1025 10 Total 15-Minute Volume [veh/h] 4 3 9 37 1 85 8 381 32 77 256 3 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 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 0.9540 Total Hourly Volume [veh/h] 16 13 33 140 3 324 29 1454 123 294 978 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.40 0.00 1.50 1.20 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] 16 13 33 140 3 324 29 1454 123 294 978 10 Name Menlo College Encinal Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 20.0 0.0 0.0 20.0 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 Yes No No No
l2, Clearance Lost Time [s] 0.0 1.0 0.0 0.0 1.0 0.0 1.0 2.0 0.0 1.0 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 20 0 0 20 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 0 27 0 0 27 0 15 58 0 25 68 0
All red [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 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 4.0 0.0 3.0 4.0 0.0 Maximum Green [s] 0 30 0 0 30 0 10 35 0 25 35 0
Minimum Green [s] 0 10 0 0 10 0 10 10 0 10 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 8 0 0 8 0 1 6 0 5 2 0
Control Type Permiss Permiss Permiss Permiss Permiss Permiss Protecte Permiss Permiss ProtPer Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 15.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 110
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 40.71 35.44 586.43 457.92 37.10 221.93 31.96 78.05 61.75 69.11 95th-Percentile Queue Length [veh/ln] 1.63 1.42 23.46 18.32 1.48 8.88 1.28 3.12 2.47 2.76 50th-Percentile Queue Length [ft/ln] 22.62 19.69 325.80 312.87 20.61 128.85 17.75 43.36 34.31 38.39 50th-Percentile Queue Length [veh/ln] 0.90 0.79 13.03 12.51 0.82 5.15 0.71 1.73 1.37 1.54 Critical Lane Group No No Yes No No Yes No Yes No No
Lane Group LOS D C F E D A A D A A
d, Delay for Lane Group [s/veh] 46.43 34.47 651.45 78.77 50.71 8.71 4.96 40.13 3.69 4.00 X, volume / capacity 0.39 0.10 2.23 0.99 0.30 0.71 0.14 0.77 0.30 0.30 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 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] 10.00 0.13 596.72 36.09 1.71 2.04 0.31 13.09 0.34 0.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.36 0.11 0.50 0.32 0.11 0.50 0.50 0.50 0.50 0.50 d1, Uniform Delay [s] 36.43 34.35 54.74 42.68 49.01 6.66 4.66 27.04 3.36 3.36 c, Capacity [veh/h] 80 347 67 344 99 2142 939 402 2280 1190 s, saturation flow rate [veh/h] 134 1591 12 1574 1810 3578 1569 512 3583 1871 (v / s)_i Volume / Saturation Flow Rate 0.23 0.02 12.78 0.22 0.02 0.43 0.08 0.60 0.19 0.19 g / C, Green / Cycle 0.22 0.22 0.22 0.22 0.05 0.60 0.60 0.72 0.64 0.64 g_i, Effective Green Time [s] 24 24 24 24 6 66 66 79 70 70 l2, Clearance Lost Time [s] 1.00 1.00 1.00 1.00 1.00 2.00 2.00 0.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group C R C R L C R L C C
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.43 46.43 34.47 651.45 651.45 78.77 50.71 8.71 4.96 40.13 3.80 4.00 Movement LOS D D C F F E D A A D A A
d_A, Approach Delay [s/veh] 40.09 254.08 9.17 12.13
Approach LOS D F A B
d_I, Intersection Delay [s/veh] 44.35
Intersection LOS D
Intersection V/C 13.732
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.55 0.00 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersectio 1.967 0.000 0.000 0.000 Crosswalk LOS A F F F
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 436 436 982 1164 d_b, Bicycle Delay [s] 33.66 33.66 14.35 9.63
I_b,int, Bicycle LOS Score for Intersection 1.669 2.368 2.948 2.298 Bicycle LOS A B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 8 - - - - - - - - - - - - -
Ring 1 1 2 - - - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.688
Level Of Service: C
Delay (sec / veh): 31.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: Signalized
Intersection 30: El Camino Real (SR 82)/Glenwood Ave-Valparaiso 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 25.00 35.00 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] 205.00 100.00 130.00 120.00 100.00 100.00 190.00 100.00 105.00 180.00 100.00 100.00 No. of Lanes in Entry Pocket 1 0 1 1 0 1 1 0 1 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 Northeastbound Southwestbound Northwestbound Southeastbound Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Intersection Setup
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Bicycle Volume [bicycles/h] 6 5 4 9
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 1 4 5 1
v_co, Outbound Pedestrian Volume crossing 1 5 4 1
v_di, Inbound Pedestrian Volume crossing m 9 2 8 1
v_do, Outbound Pedestrian Volume crossing 8 1 9 2
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] 277 143 112 39 233 47 135 1449 51 41 929 138 Total 15-Minute Volume [veh/h] 69 36 28 10 58 12 34 362 13 10 232 35 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 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 0.9490 Total Hourly Volume [veh/h] 263 136 106 37 221 45 128 1375 48 39 882 131 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 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Proportion of CAVs [%] 0.00
Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 263 136 106 37 221 45 128 1375 48 39 882 131 Name Valparaiso Avenue Glenwood Avenue El Camino Real (SR 82) El Camino Real (SR 82) Volumes
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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 50.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 50.0 50.0 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 Yes No Yes
l2, Clearance Lost Time [s] 0.0 1.5 0.0 0.0 1.5 0.0 1.5 2.2 0.0 2.0 2.6 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 26 0 0 26 0 0 16 0 0 18 0
Walk [s] 0 4 0 0 4 0 0 4 0 0 4 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 35 0 0 35 0 20 70 0 20 70 0
All red [s] 0.0 0.5 0.0 0.0 0.5 0.0 0.5 0.5 0.0 0.5 0.5 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 3.0 3.7 0.0 3.5 4.1 0.0 Maximum Green [s] 0 50 0 0 50 0 50 50 0 50 50 0
Minimum Green [s] 0 6 0 0 12 0 8 10 0 8 10 0
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 3 0 0 4 0 1 6 0 5 2 0
Control Type Split Split Split Split Split Split Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 4.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 40.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Active Pattern Pattern 1
Cycle Length [s] 160
Signal Coordination Group 1 - ECR
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 330.28 338.77 192.12 64.59 383.44 78.71 245.27 415.99 22.55 79.43 286.47 81.02 95th-Percentile Queue Length [veh/ln] 13.21 13.55 7.68 2.58 15.34 3.15 9.81 16.64 0.90 3.18 11.46 3.24 50th-Percentile Queue Length [ft/ln] 211.13 217.76 107.21 35.89 253.01 43.73 146.14 279.02 12.53 44.13 177.29 45.01 50th-Percentile Queue Length [veh/ln] 8.45 8.71 4.29 1.44 10.12 1.75 5.85 11.16 0.50 1.77 7.09 1.80 Critical Lane Group Yes No No No Yes No No Yes No Yes No No Lane Group LOS E E E E E E F B A E B B
d, Delay for Lane Group [s/veh] 69.12 68.98 63.27 60.56 76.44 61.23 82.71 14.90 8.73 79.91 15.50 12.78 X, volume / capacity 0.76 0.76 0.48 0.15 0.88 0.21 0.86 0.72 0.06 0.54 0.50 0.17 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.23 4.10 1.57 0.28 9.09 0.48 12.97 2.23 0.13 5.91 0.96 0.46 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 64.88 64.88 61.70 60.28 67.35 60.75 69.74 12.68 8.60 74.00 14.54 12.32 c, Capacity [veh/h] 273 282 231 253 265 220 156 2019 874 76 1860 807 s, saturation flow rate [veh/h] 1781 1840 1506 1781 1870 1548 1781 3560 1541 1781 3560 1545 (v / s)_i Volume / Saturation Flow Rate 0.12 0.12 0.07 0.02 0.12 0.03 0.08 0.41 0.03 0.02 0.26 0.09 g / C, Green / Cycle 0.15 0.15 0.15 0.14 0.14 0.14 0.09 0.57 0.57 0.04 0.52 0.52 g_i, Effective Green Time [s] 25 25 25 23 23 23 14 91 91 7 84 84 l2, Clearance Lost Time [s] 1.50 1.50 1.50 1.50 1.50 1.50 1.50 2.20 2.20 2.00 2.60 2.60 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] 3.50 3.50 3.50 3.50 3.50 3.50 3.50 4.20 4.20 4.00 4.60 4.60 C, Cycle Length [s] 160 160 160 160 160 160 160 160 160 160 160 160 Lane Group L C R L C R L C R L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 69.08 68.98 63.27 60.56 76.44 61.23 82.71 14.90 8.73 79.91 15.50 12.78 Movement LOS E E E E E E F B A E B B
d_A, Approach Delay [s/veh] 67.83 72.26 20.31 17.55
Approach LOS E E C B
d_I, Intersection Delay [s/veh] 31.10
Intersection LOS C
Intersection V/C 0.688
Other Modes
g_Walk,mi, Effective Walk Time [s] 8.0 8.0 8.0 8.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 72.23 72.23 72.23 72.23
I_p,int, Pedestrian LOS Score for Intersectio 2.413 2.273 2.997 2.950 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 394 394 822 817 d_b, Bicycle Delay [s] 51.78 51.76 27.81 28.12
I_b,int, Bicycle LOS Score for Intersection 2.437 2.086 2.908 2.474 Bicycle LOS B B C B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 3 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.629
Level Of Service: B
Delay (sec / veh): 14.1
Analysis Period: 15 minutes
Analysis Method: HCM 7th Edition
Control Type: All-way stop
Intersection 40: Bay Rd/Ringwood Ave/Sonoma Ave
Intersection Level Of Service Report
Crosswalk Yes Yes Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 25.00 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 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left2 Left Thru Right Left2 Left Thru Right Left2 Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound
Name Ringwood Avenue Sonoma Avenue Bay Road
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 157 18 264 0 21 26 6 0 2 97 144 Total 15-Minute Volume [veh/h] 0 39 5 66 0 5 6 2 0 1 24 36 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 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 0 146 17 246 0 20 24 6 0 2 90 134 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 146 17 246 0 20 24 6 0 2 90 134 Name Ringwood Avenue Sonoma Avenue Bay Road
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 14.14
Approach LOS C A B
Approach Delay [s/veh] 16.50 9.88 11.61
95th-Percentile Queue Length [ft] 111.81 7.56 42.36
95th-Percentile Queue Length [veh] 4.47 0.30 1.69
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.63 0.09 0.37
Capacity per Entry Lane [veh/h] 698 576 660
Lanes
Intersection Settings
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Crosswalk Yes Yes
Grade [%] 0.00 0.00
Speed [mph] 30.00 25.00
Exit Pocket Length [ft] 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
Entry Pocket Length [ft] 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 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Right2 Left Thru Right Right2 Lane Configuration
Approach Westbound Southwestbound
Name Bay Road Ringwood Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0
Total Analysis Volume [veh/h] 143 126 9 0 0 0 0 0
Total 15-Minute Volume [veh/h] 36 31 2 0 0 0 0 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 0.9320 Total Hourly Volume [veh/h] 133 117 8 0 0 0 0 0
Other Volume [veh/h] 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 133 117 8 0 0 0 0 0
Name Bay Road Ringwood Avenue
Volumes
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Intersection LOS B
Intersection Delay [s/veh] 14.14
Approach LOS B A
Approach Delay [s/veh] 13.44 0.00
95th-Percentile Queue Length [ft] 57.83 0.00
95th-Percentile Queue Length [veh] 2.31 0.00
Movement, Approach, & Intersection Results
Degree of Utilization, x 0.45 0.00
Capacity per Entry Lane [veh/h] 620 568
Lanes
Intersection Settings
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Appendix E
Signal Warrants

Page 1076 of 1727 ends

9/27/2023
0 El Camino Real & Selby Ln AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 3470 3539 3853 3922 Minor Street - Highest Approach Selby Ln X 270 277 284 291 Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes
ExistingEx + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

AM PEAK PERIOD Cumulative Cumul + Prj Existing Ex + Prj Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1600 2600 3600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 1 ECR & Selby 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)

Page 1077 of 1727 ends

9/27/2023
0 El Camino Real & Selby Ln PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 3280 3358 3476 3554 Minor Street - Highest Approach Selby Ln X 204 208 250 254 Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1600 2600 3600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 1 ECR & Selby 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)

Page 1078 of 1727 ends

6/21/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 6/21/23
Major Street: Alameda de las Pulgas Critical Approach Speed* (mph) 25 Minor Street: Atherton Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay WB WB WB WB Highest Minor Street Average Delay (sec/veh) 11.3 11.4 12.3 12.4 Corresponding Minor Street Approach Volume (veh/hr) 383 387 393 397 Minor Street Total Delay (veh-hrs) 1.2 1.2 1.3 1.4
Total Entering Volume (veh/hr) 1577 1593 1682 1698

1. No No No No

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1142 1154 1227 1239
Minor Street - Highest Approach Atherton Ave X 208 210 218 220 Signal Warranted based on Part B? No No Yes YesCumul + Prj The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Rural (R)
Ex + PrjCumulative

AM PEAK PERIOD
Ex + PrjCumulative
ExistingCumul + Prj
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Existing
Approach
Lanes
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.
or
File: 2 Alemeda de las Pulgas & Atherton
Tab: Signal Warrants 3 (AM) Page 1079 of 1727
6/21/2023
0 Alameda de las Pulgas & Atherton Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1142 1154 1227 1239
Minor Street - Highest Approach Atherton Ave X 208 210 218 220 Signal Warranted Based on Part B - Peak-Hour Volumes? No No Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above. Existing Ex + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Approach
Lanes
AM PEAK PERIOD Cumulative Cumul + Prj
Existing Ex + Prj
Cumulative Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 2 Alemeda de las Pulgas & Atherton
Tab: Warrant 3, Part B-Graph (AM)

Page 1080 of 1727 ends

6/21/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 6/21/23
Major Street: Alameda de las Pulgas Critical Approach Speed* (mph) 25 Minor Street: Atherton Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 9.9 10.0 10.5 10.5 Corresponding Minor Street Approach Volume (veh/hr) 21 21 26 26 Minor Street Total Delay (veh-hrs) 0.1 0.1 0.1 0.1
Total Entering Volume (veh/hr) 1418 1433 1576 1591

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1018 1029 1163 1174
Minor Street - Highest Approach Atherton Ave X 116 117 124 125 Signal Warranted based on Part B? No No No No
Rural (R)
Ex + PrjCumulative

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

Cumul + Prj
Approach
Lanes
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Existing
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Cumul + Prj
or
File: 2 Alemeda de las Pulgas & Atherton
Tab: Signal Warrants 3 (PM) Page 1081 of 1727
6/21/2023
0 Alameda de las Pulgas & Atherton Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Alameda de las
Pulgas X 1018 1029 1163 1174
Minor Street - Highest Approach Atherton Ave X 116 117 124 125 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Approach
Lanes
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

PM PEAK HOUR
Existing Ex + Prj
Cumulative Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 2 Alemeda de las Pulgas & Atherton
Tab: Warrant 3, Part B-Graph (PM)

Page 1082 of 1727 ends

9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: El Camino Real Critical Approach Speed* (mph) 35 Minor Street: Alejandra Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 41.2 50.5 46.0 57.6 Corresponding Minor Street Approach Volume (veh/hr) 123 143 123 143 Minor Street Total Delay (veh-hrs) 1.4 2.0 1.6 2.3
Total Entering Volume (veh/hr) 2908 2984 3211 3287

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches El Camino Real X 2785 2841 3088 3144 Minor Street - Highest Approach Alejandra Ave X 123 143 123 143 Signal Warranted based on Part B? No No No No
Approach
Lanes
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

ExistingEx + PrjCumulative
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Rural (R)
Ex + PrjCumulative
AM PEAK PERIOD Existing
Cumul + Prj Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND or
File: 5 ECR & Alejandra 2023-09-27
Tab: Signal Warrants 3 (AM) Page 1083 of 1727
9/27/2023
0 El Camino Real & Alejandra Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 2785 2841 3088 3144 Minor Street - Highest Approach Alejandra Ave X 123 143 123 143 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

AM PEAK PERIOD Cumulative Cumul + Prj
Ex + Prj
Approach
Lanes
Existing
Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1100 1600 2100 2600 3100
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 5 ECR & Alejandra 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)

Page 1084 of 1727 ends

9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: El Camino Real Critical Approach Speed* (mph) 35 Minor Street: Alejandra Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 18.4 19.7 22.0 23.9 Corresponding Minor Street Approach Volume (veh/hr) 119 132 119 132 Minor Street Total Delay (veh-hrs) 0.6 0.7 0.7 0.9
Total Entering Volume (veh/hr) 2704 2788 2918 3002

1. No No No No

2. No No No No

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches El Camino Real X 2585 2656 2799 2870 Minor Street - Highest Approach Alejandra Ave X 119 132 119 132 Signal Warranted based on Part B? No No No No
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Existing
Cumul + Prj
Approach
Lanes
Rural (R)
Ex + PrjCumulative

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:
or
File: 5 ECR & Alejandra 2023-09-27
Tab: Signal Warrants 3 (PM) Page 1085 of 1727
9/27/2023
0 El Camino Real & Alejandra Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches El Camino Real X 2585 2656 2799 2870 Minor Street - Highest Approach Alejandra Ave X 119 132 119 132 Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above. * Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
Approach
Lanes
Existing
Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 1100 1600 2100 2600
Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 5 ECR & Alejandra 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)

Page 1086 of 1727 ends

9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: Bay Road Critical Approach Speed* (mph) 25 Minor Street: Sonoma Ave/ Ringwood Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

AM PEAK PERIOD
Minor Street Approach Direction w/ Highest Delay EB EB EB EB Highest Minor Street Average Delay (sec/veh) 27.4 32.8 28.1 53.3 Corresponding Minor Street Approach Volume (veh/hr) 360 364 373 377 Minor Street Total Delay (veh-hrs) 2.7 3.3 2.9 5.6
Total Entering Volume (veh/hr) 1244 1270 1318 1344

1. No No No Yes

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No Yes
PART B

AM PEAK PERIOD
One
2 or
More
Major Street - Both Approaches Bay Road X 763 784 808 829 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 360 364 373 377
Signal Warranted based on Part B? Yes Yes Yes Yes
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Existing
Approach
Lanes
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:

The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Rural (R)
Ex + PrjCumulative
AM PEAK PERIOD Existing
Cumul + Prj Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Ex + PrjCumulative
or
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Signal Warrants 3 (AM) Page 1087 of 1727
9/27/2023
0 Bay Road & Sonoma Ave AM PEAK PERIOD
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Bay Road X 763 784 808 829 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 360 364 373 377
Signal Warranted Based on Part B - Peak-Hour Volumes? Yes Yes Yes Yes *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

AM PEAK PERIOD Cumulative Cumul + Prj
Ex + Prj
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Approach
Lanes
Existing
Existing Ex + Prj
Cumulative
Cumul + Prj
0 100
200
300
400
500
600
700
800
600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Warrant 3, Part B-Graph (AM)

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9/27/2023
0 TRAFFIC SIGNAL WARRANTS WORKSHEET
Analyst: JL date: 9/27/23
Major Street: Bay Road Critical Approach Speed* (mph) 25 Minor Street: Sonoma Ave/ Ringwood Ave Critical Approach Speed* (mph) 25 *Posted Speed.

Critical speed of major street traffic > 50 mph (64 km/h)….…..…...….......……..

In built up area of isolated community of < 10,000 population….…...……….…..

Urban (U)
Warrant 3 - Peak Hour
PART A
(All parts 1, 2, and 3 below must be satisfied)

PM PEAK HOUR
Minor Street Approach Direction w/ Highest Delay NB NB NB NB Highest Minor Street Average Delay (sec/veh) 13.5 14.1 15.7 16.6 Corresponding Minor Street Approach Volume (veh/hr) 213 223 248 258 Minor Street Total Delay (veh-hrs) 0.8 0.9 1.1 1.2
Total Entering Volume (veh/hr) 813 838 918 943

1. No No No No

2. Yes Yes Yes Yes

3. Yes Yes Yes Yes
Signal Warranted based on Part A? No No No No
PART B

PM PEAK HOUR
One
2 or
More
Major Street - Both Approaches Bay Road X 400 419 465 484 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 378 384 403 409
Signal Warranted based on Part B? No No No No
The Warrant is satisfied if the plotted point for vehicles per hour on the major street (both approaches) and the corresponding per hour higher vehicle volume minor street approach (one direction only) for one hour (any four consecutive 15-minute periods) fall above the applicable curves in California MUTCD Figure 4C-3 or 4C-4.

Ex + PrjCumulative
Source: California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California).

Cumul + Prj
The volume on the same minor street approach equals or exceeds 100 vph for 1 moving lane of traffic or 150 vph for 2 moving lanes; AND
The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with 4 or more approaches or 650 vph for intersections with 3 approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds 4 vehicle-hours for a 1- lane approach and 5 vehicle-hours for a 2-lane approach; AND Existing
Cumul + Prj
Approach
Lanes
Rural (R)
Ex + PrjCumulative

PM PEAK HOUR
Existing
The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories (Parts A and B) are met:
or
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Signal Warrants 3 (PM) Page 1089 of 1727
9/27/2023
0 Bay Road & Sonoma Ave PM PEAK HOUR
Warrant 3, Part B - Peak-Hour Vehicular Volume
One
2 or
More
Major Street - Both Approaches Bay Road X 400 419 465 484 Minor Street - Highest Approach Sonoma Ave/
Ringwood Ave X 378 384 403 409
Signal Warranted Based on Part B - Peak-Hour Volumes? No No No No *Warrant is satisfied if plotted points fall above the appropriate curve in graph above.

PM PEAK HOUR
Source: Figure 4C-3 California Manual on Uniform Traffic Control Devices for Streets and Highways (FHWA's MUTCD 2009 Edition, as amended for use in California) .

Ex + Prj
Cumulative
Cumul + Prj
Existing
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Approach
Lanes
Existing Ex + Prj
Cumulative Cumul + Prj
0 100
200
300
400
500
600
700
800
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Highest Approach (vph)
Major Street - Total of Both Approaches (vph)
Warrant 3, Part B - Peak-Hour Vehicular Volume
*100
*150
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
File: 9 Bay & Ringwood & Sonoma 2023-09-27
Tab: Warrant 3, Part B-Graph (PM)

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TOWN OF ATHERTON
2023 – 2031 HOUSING ELEMENT AND ZONING

CODE UPDATES

RESPONSE TO COMMENTS ON THE

INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
(SCH # 2024050574)
PREPARED BY:

METROPOLITAN PLANNING GROUP
1475 S. BASCOM AVENUE, SUITE 210 CAMPBELL, CA 95008
SEPTEMBER 2024

M-GROUP

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[Page Intentionally Left Blank]

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Town of Atherton Response to Comments on IS/MND
1 2023 – 2031 Housing Element
TOWN OF ATHERTON 2023 – 2031 HOUSING ELEMENT AND ZONING CODE UPDATES

RESPONSE TO COMMENTS ON DRAFT IS/MND
TABLE OF CONTENTS PAGE #

1. INTRODUCTION....................................................................................................................................2

1.1. CEQA Requirements....................................................................................................................... 2

2. PUBLIC AGENCY COMMENTS + RESPONSE TO COMMENTS ............................................................3

2.1. California Department of Transportation (CalTrans)....................................................................... 3

3. PUBLIC COMMENTS….……………………………………………………………………………………………………………… 3

3.1 Teresita Bravo Sanchez

3.2 Atherton Housing Coalition (via MR Wolfe & Associates)

3.3 Woodson & Kelly Martin

3.4 John & Pamela Riddle

4. SUMMARY OF REVISIONS TO THE IS/MND.........................................................................................8

5. FINDINGS ..............................................................................................................................................9

6. ATTACHMENTS ...................................................................................................................................10 A. COMMENT LETTERS
A-1. CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS) A-2. TERESITA BRAVO SANCHEZ
A-3. ATHERTON HOUSING COALITION
A-4. WOODSON & KELLY MARTIN
A-5. JOHN & PAMELA RIDDLE
B. MITIGATION MONITORING AND REPORTING PROGRAM

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Town of Atherton Response to Comments on IS/MND
2 2023 – 2031 Housing Element

1. INTRODUCTION
In accordance with the California Environmental Quality Act (CEQA) of 1970 (as amended) (California Public Resources Code 21000 et. seq.), the Public Draft Initial Study/Mitigated Negative Declaration (IS/MND) was circulated for a 30-day public review and comment period from May 10, 2024, to June 11, 2024. As presented herein, public comment letters were received from the California Department of Transportation (Caltrans), Atherton Housing Coalition, and residents of Menlo Park and Atherton during the public comment period on the Draft IS/MND. On August 13, 2024, the Town received a follow-up letter from a resident who had previously provided comment prior to the Town issuing a response in July. Although the Town received the letter after the public comment period, it has incorporated that comment letter into this response (Section

3.4). No other sections of the Response to Comments were revised since it was initially share in July.

This document provides responses to comments received on the Public Draft Initial Study/Mitigated Negative Declaration (IS/MND) prepared for the 2023 – 2031 Housing Element and Zoning Code Updates (hereinafter referred to as the “project”) (State Clearinghouse # 2024050574). This Response to Comments document along with the Draft IS/MND constitutes the Final IS/MND.

This Response to Comments document identifies comments received relating to environmental concerns and provides responses to comments. While additional information is added to the IS/MND in responding to comments, changes to the environmental document are minor and do not alter the conclusions of the IS/MND or constitute a “substantial revision” under CEQA Guidelines section 15073.5(b). As explained herein, in light of the whole record, the project would result in less than significant environmental impacts with mitigation incorporated and all potential environmental impacts of the project have been disclosed and appropriately mitigated.

1.1. CEQA Requirements
CEQA Guidelines Section 15074 identifies the responsibilities of the Lead Agency when considering the adoption of a Negative Declaration or Mitigated Negative Declaration:

1. Any advisory body of a public agency making a recommendation to the decision-making body shall consider the proposed negative declaration or mitigated negative declaration before making its recommendation.

2. Prior to approving a project, the decision-making body of the lead agency shall consider the proposed negative declaration or mitigated negative declaration together with any comments received during the public review process. The decision-making body shall adopt the proposed negative declaration or mitigated negative declaration only if it finds on the basis of the whole record before it (including the initial study and any comments received), that there is no substantial evidence 1 that the project will have a
significant effect on the environment and that the negative declaration or mitigated negative declaration reflects the lead agency’s independent judgment and analysis.

Consistent with CEQA requirements, the Town of Atherton has reviewed and considered all comments received on the Draft IS/MND. CEQA does not require the lead agency to prepare a response to public comments on a Negative Declaration or Mitigated Negative Declaration. Nevertheless, the Town of Atherton has prepared this document to disclose agency comments received and to provide responses to comments. 1 “Substantial evidence” includes facts, fact-related reasonable assumptions, and expert opinions based on facts. It does not include arguments, speculation, unsubstantiated opinion or narrative, clearly inaccurate or erroneous evidence, or socioeconomic impacts not related to the physical environment. (Pub. Res. Code Secs. 21080(e), 21082.2(c); Guidelines § 15384).

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Town of Atherton Response to Comments on IS/MND
3 2023 – 2031 Housing Element

2. PUBLIC AGENCY COMMENTS + RESPONSE TO COMMENTS
A comment letter from the following California State Agency was received during the public review and comment period:
• California Department of Transportation (Caltrans)
A brief description of the comment letter is included below, and a response follows. Issues raised in the comment letter are addressed in responses that are intended to clarify various project elements, potential impacts of the project, and mitigation measures. Written comment letters received from state regulatory agencies are included in Appendix A.

2.1. California Department of Transportation (CalTrans) A letter received from Caltrans dated June 11, 2024, and included in Appendix A-1, requests that the Caltrans District 4 Pedestrian Plan (2021) and the Caltrans District 4 Bike Plan (2018) be referenced in the General Plan.

Further, any Complete Streets reference should be updated to reflect Caltrans Director’s Policy 37 that highlights the importance of addressing the needs of non-motorists and prioritizing space-efficient forms of mobility, while also “Providing a safe and reliable transportation network that serves all people and respects the environment.” facilitating goods movement in a manner with the least environmental and social impacts.

To improve a multimodal transportation system to better accommodate the future land use developments, consideration of the following has been requested:
• Caltrans District 4 Bicycle Plan recommends Class 1 Corridor Improvement between Atherton Avenue & Encinal Avenue and improvements to the uncontrolled intersection on Watkins Avenue & El Camino Real.
• Caltrans District 4 Pedestrian Plan has designated Tier 1 Priority for State Route (SR)-82 El Camino Real for pedestrian facility improvements. The Town may consider improving its streets that connect to SR82. • Include high-visibility pedestrian crosswalks in all future restriping projects and increase the number of "YIELD TO PEDS" signs at uncontrolled intersections throughout the Town. • Provide both short-term bike parking and long-term secure bike parking for residents in the new developments.

Response:

The Town has reviewed Caltrans’ comment letter and acknowledges the commentor’s recommendations. As noted in the Transportation and Circulation analysis (IS/MND, page 109) the Town is currently coordinating with neighboring jurisdictions and the San Mateo County Transportation Authority (TA) to study an El Camino Real Complete Streets Corridor Plan. Once the plan is approved, the Town in partnership with the TA will seek approval from Caltrans to implement the proposed changes. Consideration of Caltrans’ planning documents will be included in this process, as well as future updates to the Circulation Element of the Town’s General Plan and the Town’s Bicycle and Pedestrian Master Plan.

3. PUBLIC COMENTS

3.1 Email from Edith Bravo in support of the 6th Cycle Housing Element.

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Town of Atherton Response to Comments on IS/MND
4 2023 – 2031 Housing Element
No response required.

3.2 Letter from HR Wolfe & Associates on behalf of the Atherton Housing Coalition. Language changes are being requested to clarify that the IS/MND covers the development of the proposed housing sites on private properties for approximately 85 units only, and that if subsequent sites are considered for multifamily housing, a revised MND would be required.

Response:

The Town of Atherton agrees that the MND covers only the proposed housing sites, and that if additional sites are considered for multi-family housing in the future, environmental review pursuant to CEQA will be conducted as appropriate for the number of proposed new sites and potential number of multi-family units.

To provide clarification on this matter revised language is included in the IS/MND as summarized in Section 4 of this response.

3.3 Letter from Woodson & Kelly Martin. Concerns have been raised about potential noise, traffic impacts and stormwater, and the mandatory findings of significance in the MND. a. Noise: The commenter is concerned about noise impacts from multi-family developments including construction noise, noise from trash pickup and mechanical equipment and noise from residents.

Response:

Temporary and permanent noise increases were considered in the January 2024 Noise & Vibration Assessment prepared by Illingworth & Rodkin. There will be temporary noise impacts during construction, as is the case with any new development. Noise mitigation measures have been included to minimize disturbances during construction (see the Mitigation Monitoring and Reporting Program, Attachment B).

There are time frames for completion of construction projects specified in Section 15.40.190 of the Municipal Code, with monetary penalties for noncompliance. Multi-family developments will be subject to the same construction hours and noise standards as a single-family residential development. Title 8, Chapter 16 of the Atherton Municipal Code specifies sound level limits that all developments must comply with, including criteria for property maintenance. In addition to sound criteria, mechanical equipment and trash enclosures are subject to minimum setbacks from property lines. Article 7, Section 1.5 of the Town’s contract with its municipal waste collector specifies that all collection operations be conducted as quietly as possible, conforming to applicable federal, State, County, and Town noise level regulations. The franchisee is required to promptly resolve any complaints of noise to the satisfaction of the Town. There is a maximum noise level for collection vehicles and vehicles are required to be tested annually. b. Traffic: The commenter expressed concern about increased traffic and safety at the already impacted intersection of Middlefield Road and Ravenswood.

Response:

The February 2024 Transportation Analysis conducted by Hexagon Transportation Consultants included evaluation of this intersection. Development of 175, 185 & 197 Ravenswood is expected to generate 13 a.m. peak trips and 16 p.m. peak trips. The increase in peak period trips is not significant and no intersection improvements were recommended. Hexagon also did not identify any safety issues at the intersection.

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Town of Atherton Response to Comments on IS/MND
5 2023 – 2031 Housing Element
c. Stormwater: The commenter asserts that additional impermeable lot coverage in the area would adversely impact stormwater management and increase flooding in the area.

Response:

New development will be required to comply with the NPDES Regional Stormwater Permit which requires onsite drainage facilities that are adequate to prevent an increase in stormwater from the project site. Run-off from any new development may not be greater than existing conditions. Municipal Code Section 8.54.050 adopted drainage criteria. Detailed drainage requirements are contained in a separate document that is used by Public Works in the review of development proposals. Drainage plans and supporting documentation such as hydraulic calculations are required to be provided with applications for new development and are reviewed by Public Works for compliance with Town regulations and applicable NPDES (C.3) requirements. d. Mandatory Findings of Significance: The commenter alleges that there will be cumulative impacts related to population, traffic and emissions due to development of the Ravenswood sites and redevelopment of the SRI site at 333 Ravenswood Avenue in Menlo Park.

Response:

The February 2024 Transportation Analysis provided by Hexagon Transportation Consultants analyzed the Vehicle Miles Travelled (VMT) for the Project, including the potential residential development at 175, 185, and 197 Ravenswood Avenue that directly across from 333 Ravenswood Avenue and within Menlo Park. As identified in the Mitigation Monitoring and Reporting Program, Attachment B, Mitigation Measure Trans-1 requires that housing sites identified in the 2023 – 2031 Housing Element that are located in a high-VMT area to include a VMT analysis that identifies travel demand management (TDM) measures and/or physical measures (i.e. Tier 1 through Tier 4 strategies) to reduce VMT impacts to less than significant. Additional measures may be proposed by individual projects and/or required by Town staff to achieve the necessary VMT reductions or to meet applicable TDM reduction requirements. The properties at 175, 185, and 197 Ravenswood Avenue are currently in a low-VMT area.

The February 2024 Transportation Analysis also includes a Local Transportation Analysis (LTA) that identifies potentially adverse traffic operational effects at key intersections throughout the Town, including the intersection of Middlefield Road and Ravenswood Avenue. Traffic conditions were evaluated to consider existing and cumulative scenarios. The cumulative conditions are based on traffic volumes determined by forecasts from the Countywide travel demand model. This model includes the Regional Housing Needs Allocation (RHNA) applicable to San Mateo County as a whole, as well as individual jurisdictions. The analysis found that in all scenarios, the additional trips resulting from the Project would not cause an adverse operational effect, as defined by Atherton, at any of the signalized study intersections.

Based on the March 2024 Air Quality and Greenhouse Gas assessment prepared by Illingworth & Rodkin, there are Air Quality and Greenhouse Gas Mitigation Measures that will be implemented to bring air quality/emissions impacts to a less than significant level (see the Mitigation Monitoring and Reporting Program, Attachment B). The projected population increase associated with development of the multi-family housing sites is not considered significant.

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Town of Atherton Response to Comments on IS/MND
6 2023 – 2031 Housing Element
The proposed development at 333 Ravenswood Avenue in Menlo Park, formerly occupied by the Stanford Research Institute (SRI) is an identified housing opportunity site in the City of Menlo Park’s 2023-2031 Housing Element. Accordingly, additional housing provided at this site is included in the County’s residential growth projections. Any additional development on this property will be considered through an environmental evaluation of the site at the project level. At present, the development at 333 Ravenswood Avenue is currently preparing the release of an Environmental Impact Assessment that will identify any potential environmental impacts.

3.4 Letters from John & Pamela Riddle requesting that four housing sites on Bay Road and Ringwood Avenue be removed from consideration due to potential aesthetic, privacy, parking, air quality and noise impacts, and the lack of nearby public transportation.
a. Aesthetics: The commenter states that new multi-family development will not be compatible with existing single-family homes on Bay Road and Ringwood Avenue.

Response:

Existing development on Bay Road includes a mix of housing types, including smaller lot single-family homes and multi-family buildings. Sites in Menlo Park along Bay Road are also currently designated for low residential density (8.9 dwelling units per acre) and medium residential density (18.5 dwelling units per acre). The proposed Zoning Code update that will be considered in conjunction with the adoption of the Housing Element and Mitigated Negative Declaration includes design requirements to address building massing and reduce privacy impacts on neighboring single-family homes. There are also development standards to incentivize lower building heights, use of sloping roofs and underground parking.

Architectural character deriving from new single-family development in Atherton is not prescribed by the Town’s development standards. The existing single-family dwellings in Atherton that are adjacent to the Bay Road and Ravenswood Avenue properties are not subject specific design guidelines or architectural review.

Additionally, these properties are not part of an identified historic district that is subject to design guidelines or identified character-defining features. Homes on Frederick Avenue front onto Frederick and into the surrounding Atherton neighborhood of Lindenwood. The sites on Bay Road and Ringwood Avenue are at the Town’s boundary and front onto streetswith higher circulation patterns than FrederickAvenue and face other jurisdictions, the City of Menlo Park and unincorporated San Mateo County. As described above these jurisdictions have a density context that is compatible with the proposed project. b. Privacy: The commenter asserts that multi-family developments will impact the privacy of existing singlefamily homes.

Response:

Atherton Municipal Code (AMC) Chapter 17.50 identifies existing landscaping and screening requirements for the purpose of “reducing the impact of structures on neighborhoods and to provide for the maintenance of the induvial privacy of homes in a neighborhood to a reasonable degree by requiring landscape screening where appropriate.”
As required by AMC Section 17.50.020the existing landscaping and screening requirements are applicable to varying types of new construction, including new buildings that exceed a height of 18 feet above grade or

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Town of Atherton Response to Comments on IS/MND
7 2023 – 2031 Housing Element
alterations to existing accessory structures that are within 10 to 25 feet of an adjacent property line. Chapter

17.50 provides additional specifications relating to installation, adequacy of screening, minimum tree sizes, encouraged/prohibited species, and maintenance.

The proposed Zoning Code updates are supplemental to existing landscaping and screening standards.

Additional privacy measures that will be taken into consideration include restrictions on window placement and sill heights, greater setbacks adjacent to R-1 properties, restrictions on balcony placement, and additional landscaping and fence requirements.
c. Parking: The commenter believes that there will not be adequate on-site parking for new development and points out that there is not available street parking in front of the sites on Bay Road and Ringwood Avenue.

Response:

On-site parking requirements have been included in the Zoning Code updates that will accommodate both future residents and visitors, as to not rely on on-street parking. On-site parking is required to be in a garage, carport enclosed on three sides, or below grade.
d. Air Quality: The commenter states that air quality will be affected by multi-family development and that new vehicle trips have not been addressed in a quantitative manner.

Response:

Air Quality and Greenhouse Gas mitigation measures have been included to reduce impacts to a less than significant level (see MMRP, Attachment 2). The methodology for estimating new vehicle trips is an excepted Engineering standard/practice that is uniformly applied to evaluate the new developments based on the proposed land uses. As this Project is programmatic and establishes a development framework, specific analysis of a physical development’s compliance with MMRPs will commence at the time of a development application.
e. Public Transportation: The commenter states that there is not adequate local or regional transportation in proximity to the Bay Road and Ringwood Avenue sites.

Response:

The February 2024 Transportation Analysis provided by Hexagon Transportation Consultants analyzed the Vehicle Miles Travelled (VMT) for the Project, including the potential residential development at sites on Bay Road and Ringwood Avenue. These properties are within an identified high-VMT area. As identified in the Mitigation Monitoring and Reporting Program, Attachment B, Mitigation Measure Trans-1 requires that housing sites identified in the 2023 – 2031 Housing Element that are located in a high-VMT area to include a VMT analysis that identifies travel demand management (TDM) measures and/or physical measures (i.e. Tier 1 through Tier 4 strategies) to reduce VMT impacts to less than significant. Additional measures may be proposed by individual projects and/or required by Town staff to achieve the necessary VMT reductions or to meet applicable TDM reduction requirements. Examples of TDM measures included in Tiers 1 through 4 include infrastructure improvements that increase accessibility for bicyclists and pedestrians to local and

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Town of Atherton Response to Comments on IS/MND
8 2023 – 2031 Housing Element
regional transportation networks and programs that provide incentives to use alternatives to public transportation options, such as school carpooling, bike-sharing, and car-sharing. f. Noise: The commenter is concerned about noise that could be generated by multi-family developments.

Response:

As mentioned in a previous response, there will be temporary noise impacts during construction, as is the case with any new development. Noise Mitigation Measures have been included to reduce construction noise impacts (see MMRP, Attachment B). Multi-family developments will be subject to the same construction hours and noise standards as a single-family residential development. Title 8, Chapter 16 of the Atherton Municipal Code specifies sound level limits that all developments must comply with. The Atherton Municipal Code includes requirements for trash and recycling to be located within enclosures and screening is required for mechanical equipment, which provides for sound attenuation. g. Population displacement: The commenter states that multi-family development will displace existing residents as these residents will move due to being quality and character of the neighborhood being impacted by new development.

Response:

Displacement occurs when a new development involves the removal of existing residential units whose occupants must relocate as a result. Deciding whether to move or relocate is a personal decision for any Town resident.
h. Environmental Impact Report: The commenter states that an Environmental Impact Report (EIR) would be required if the four properties in question are not removed from consideration for multi-family development.

Response:

Based on the analysis provided in the draft IS/MND and the consideration provided to the comments identified above, the Town has not identified a significant effect on the environment which cannot be mitigated or avoided.

4. SUMMARY OF REVISIONS TO THE IS/MND
Corrections and additions to the IS/MND are provided below. None of the corrections or additions affect or change the findings or significance conclusions of the environmental analysis in the IS/MND. New text is indicated in underline and text to be deleted is in strikethrough. Text changes are presented in the page order in which they appear in the IS/MND.

Page 12 ends

The following text shall be added to page 12 of the IS/MND at the end of the Project Description:

Additional Sites

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Town of Atherton Response to Comments on IS/MND
9 2023 – 2031 Housing Element
In the event additional sites are considered for multi-family development, the appropriate environmental document will be prepared and circulated for public review prior to re-zoning and/or amendments to the Housing Element being considered or approved by the Town.

5. FINDINGS
In the course of preparing the written responses, information was generated and is presented throughout this document. The Town of Atherton carefully reviewed the information developed through the responsesto-comments process and determined that the project does not meet any of the conditions under CEQA Section 15073.5, as outlined below.
15073.5. Recirculation of a Negative Declaration Prior to Adoption. a) A lead agency is required to recirculate a negative declaration when the document must be substantially revised after public notice of its availability has previously been given pursuant to Section 15072, but prior to its adoption. Notice of recirculation shall comply with Sections 15072 and 15073. b) A “substantial revision” of the negative declaration shall mean:
1) A new, avoidable significant effect is identified and mitigation measures or project revisions must be added in order to reduce the effect to insignificance, or 2) The lead agency determines that the proposed mitigation measures or project revisions will not reduce potential effects to less than significance and new measures or revisions must be required. c) Recirculation is not required under the following circumstances:
1) Mitigation measures are replaced with equal or more effective measures pursuant to Section 15074.1. 2) New project revisions are added in response to written or verbal comments on the project’s effects identified in the proposed negative declaration which are not new avoidable significant effects. 3) Measures or conditions of project approval are added after circulation of the negative declaration which are not required by CEQA, which do not create new significant environmental effects and are not necessary to mitigate an avoidable significant effect. 4) New information is added to the negative declaration which merely clarifies, amplifies, or makes insignificant modifications to the negative declaration. d) If during the negative declaration process there is substantial evidence in light of the whole record, before the lead agency that the project, as revised, may have a significant effect on the environment which cannot be mitigated or avoided, the lead agency shall prepare a draft EIR and certify a final EIR prior to approving the project. It shall circulate the draft EIR for consultation and review pursuant to Sections 15086 and 15087, and advise reviewers in writing that a proposed negative declaration had previously been circulated for the project.

Based on the information in the record, neither recirculation of a revised IS/MND nor the preparation of an Environmental Impact Report (EIR) is required. Revisions to the IS/MND and clarifying text and augments to mitigation measure have been added to the IS/MND and are presented herein and in the MMRP (Attachment B). Consistent with the CEQA Guidelines, the added information presented above clarifies the analyses in the IS/MND and does not constitute a “substantial revision”.

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Town of Atherton Response to Comments on IS/MND
10 2023 – 2031 Housing Element
The Town of Atherton will consider the Draft IS/MND, together with this Response to Comments document, prior to approving the proposed Housing Element Update.

6. ATTACHMENTS
The following materials are attached for reference:

A. Comment Letters
A-1. California Department of Transportation (Caltrans) A-2. Teresita Bravo Sanchez
A-3. Atherton Housing Coalition (via MR Wolfe & Associates) A-4. Woodson & Kelly Martin
A-5. John & Pamela Riddle (June 10, 2024)
A-6. John & Pamela Riddle (August 12, 2024)
B. Mitigation Monitoring and Reporting Program

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“Provide a safe and reliable transportation network that serves all people and respects the environment.” DISTRICT 4

OFFICE OF REGIONAL AND COMMUNITY PLANNING
P.O. BOX 23660, MS–10D | OAKLAND, CA 94623-0660
www.dot.ca.gov
June 11, 2024 SCH #: 2024050574
GTS #: 04-SM-2024-00572
GTS ID: 32843
Co/Rt/Pm: SM/VAR/VAR
Brittany Bendix, Contract Town Planner
Town of Atherton
91 Ashfield Road
Atherton, CA 94027
Re: 2023-2031 Housing Element and Zoning Code Update ─ Mitigated Negative Declaration (MND)
Dear Brittany Bendix:

Thank you for including the California Department of Transportation (Caltrans) in the environmental review process for the 2023-2031 Housing Element and Zoning Code Update. The Local Development Review (LDR) Program reviews land use projects and plans to ensure consistency with our mission and state planning priorities. The following comments are based on our review of the May 2024 MND.

Please note this correspondence does not indicate an official position by Caltrans on this project and is for informational purposes only.

Project Understanding
The proposed project is the adoption of the Town of Atherton’s 6th Cycle Housing Element, a Zoning Ordinance Amendment to implement the policies and programs of the Housing Element, and adoption of an Inclusionary Housing Ordinance.

Multimodal Transportation Planning
Please review and include the reference to the Caltrans District 4 Pedestrian Plan (2021) and the Caltrans District 4 Bike Plan (2018) in the General Plan. These two plans studied existing conditions for walking and biking along and across the State Transportation Network (STN) in the nine-county Bay Area and developed a list of location-based and prioritized needs.

Please note that any Complete Streets reference should be updated to reflect Caltrans Director’s Policy 37 (link) that highlights the importance of addressing the needs of non-motorists and prioritizing space-efficient forms of mobility, while also Page 1103 of 1727 Brittany Bendix, Contract Town Planner
June 11, 2024

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“Provide a safe and reliable transportation network that serves all people and respects the environment.” facilitating goods movement in a manner with the least environmental and social impacts. This supersedes Deputy Directive 64-R1, and further builds upon its goals of focusing on the movement of people and goods.

To improve multimodal transportation system to better accommodate the future land use developments, please consider the following suggestions:
• Caltrans District 4 Bicycle Plan recommends Class 1 Corridor Improvement between Atherton Avenue & Encinal Avenue and improvements on the uncontrolled intersection on Watkins Avenue & El Camino Real. • Caltrans District 4 Pedestrian Plan has designated Tier 1 Priority for State Route (SR)-82 El Camino Real for pedestrian facility improvements. The town may consider improving its streets that connect to SR-82.
• Please include high-visibility pedestrian crosswalks in all future restriping projects and increase the number of "YIELD TO PEDS" signs at uncontrolled intersections throughout the town.
• Please provide both short-term bike parking and long-term secure bike parking for residents in the new proposed developments.

Integrated Transportation and Land Use Planning
Transportation and housing are integrally connected. The Housing Element Update process provides a mechanism to reflect current transportation and land use policy and adopt efficient land-use strategies such as transit-oriented, infill and mixed-use developments that can potentially reduce vehicle miles traveled and address climate change.

Please review and include reference to the current California Transportation Plan (CTP) in the General Plan. CTP 2050 envisions that the majority of new housing located near existing housing, jobs, and transit, and in close proximity to one another will reduce vehicle travel and GHG emissions, and be accessible and affordable for all Californians, including disadvantaged and low-income communities. The location, density, and affordability of future housing will dictate much of our future travel patterns, and our ability to achieve the vision outlined in CTP 2050. Caltrans encourages the Town to consider and explore the potential of excess state-owned property for affordable housing development, per Executive Order N-06-19.

Equity and Public Engagement
We will achieve equity when everyone has access to what they need to thrive no matter their race, socioeconomic status, identity, where they live, or how they travel.

Caltrans is committed to advancing equity and livability in all communities. We look

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Brittany Bendix, Contract Town Planner
June 11, 2024

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“Provide a safe and reliable transportation network that serves all people and respects the environment.” forward to collaborating with the Town to prioritize projects that are equitable and provide meaningful benefits to historically underserved communities.

Caltrans encourages the Town to foster meaningful, equitable and ongoing public engagement in the General Plan development process to ensure future transportation decisions and investments reflect community interests and values. The public engagement process should include community-sensitive and equity-focused approaches seeking out the needs of individuals from underserved, Tribal, and lowincome communities, the elderly, and individuals with disabilities.

Thank you again for including Caltrans in the environmental review process. Should you have any questions regarding this letter, please contact Melissa Hernandez, Associate Transportation Planner via [email protected]. For future early coordination opportunities or project referrals, please contact [email protected].

Sincerely,

YUNSHENG LUO
Branch Chief, Local Development Review
Office of Regional and Community Planning
c: State Clearinghouse

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