Cities Index.
Agenda packet

City Council and Concurrent Authorities
April 15, 2025

Document
Agenda packet
Meeting
April 15, 2025
Body
City Council and Concurrent Authorities
Pages
89
Original file
192.0 MB
Text extracted from the city's file for reading and search. Open the original on www.stocktongov.com. That file is the official record.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 0.0 10.1 0.0 10.1 25.1 0.02 0.06 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.0 45.3 0.0 45.3 112.7 0.11 0.28 0.0 NA
---------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 7.7 49.5 11.8 61.3 152.4 1.02 2.54 52.6 NA ---------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 7.7 50.3 10.4 60.8 151.1 0.10 0.24 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.156 NA NA 0.0 0.2 0.3
-------------------------------------------------
East: Main Street
1 0.527 NA NA 0.0 0.2 0.4
-------------------------------------------------
North: Filbert Street
Detailed Output Page 10 of 16
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ATTACHMENT B
1220
Go to Table Links (Top)
1 0.655 NA NA 0.3 0.8 1.4
-------------------------------------------------
West: Main Street
1 0.608 NA NA 0.3 0.8 1.5
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.156 NA NA 0.0 4.2 7.6
-------------------------------------------------
East: Main Street
1 0.527 NA NA 0.0 5.4 9.8
-------------------------------------------------
North: Filbert Street
1 0.655 NA NA 7.7 19.4 35.1
-------------------------------------------------
West: Main Street
1 0.608 NA NA 7.7 20.7 37.6
-------------------------------------------------
Lane Queue Percentiles
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Filbert Street
1 0.156 0.4 0.5 0.7 0.8 1.0 1.1 1.2
-------------------------------------------------------------- East: Main Street
1 0.527 1.8 2.3 3.3 3.8 4.4 4.9 5.3
-------------------------------------------------------------- North: Filbert Street
1 0.655 2.4 3.1 4.4 5.1 6.0 6.7 7.2
-------------------------------------------------------------- West: Main Street
1 0.608 2.4 3.1 4.4 5.1 5.9 6.6 7.1
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Filbert Street
1 0.156 10.1 13.1 18.4 21.3 25.1 27.8 29.9
-------------------------------------------------------------- East: Main Street
1 0.527 45.3 58.7 82.8 95.8 112.7 125.1 134.4
-------------------------------------------------------------- North: Filbert Street
1 0.655 61.3 79.4 111.9 129.6 152.4 169.1 181.8
-------------------------------------------------------------- West: Main Street
1 0.608 60.8 78.7 110.9 128.5 151.1 167.7 180.2
Detailed Output Page 11 of 16
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ATTACHMENT B
1221
Go to Table Links (Top)
Go to Table Links (Top)
Flow Rates
Go to Table Links (Top)
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart
----------------------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 0.75 0.00 0.05 0.80 66.3 0.00 0.0 0.83 0.83 ----------------------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.31 0.00 0.20 0.52 304.6 0.00 0.0 0.51 0.51 ----------------------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 0.68 0.09 0.13 0.90 485.0 0.14 77.4 0.76 0.90 ----------------------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 0.79 0.09 0.05 0.92 444.7 0.16 79.2 0.87 1.03 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
----------------------------------------------------------- From SOUTH To: W N E
Turn: L2 T1 R2 TOT
Flow Rate 18.5 53.3 10.9 82.6
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From EAST To: S W N
Turn: L2 T1 R2 TOT
Flow Rate 2.2 330.4 257.6 590.2
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From NORTH To: E S W
Turn: L2 T1 R2 TOT
Flow Rate 423.9 38.0 77.2 539.1
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From WEST To: N E S
Turn: L2 T1 R2 TOT
Flow Rate 59.8 405.4 17.4 482.6
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Detailed Output Page 12 of 16
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ATTACHMENT B
1222
Origin-Destination Flow Rates by Movement Class
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 18.1 52.2 10.7 81.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 2.1 323.8 252.5 578.4
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 415.4 37.3 75.6 528.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 58.6 397.3 17.0 473.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.4 1.1 0.2 1.7
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.0 6.6 5.2 11.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 8.5 0.8 1.5 10.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
Detailed Output Page 13 of 16
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ATTACHMENT B
1223
Go to Table Links (Top)
---------------------------------------------------
Flow Rate 1.2 8.1 0.3 9.7
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Lane Flow Rates
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
LANE FLOW RATES AT STOP LINE (veh/h)
-------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 18.1 52.2 10.7 81.0
HV 0.4 1.1 0.2 1.7
Total 18.5 53.3 10.9 82.6
-------------------------------------------------
Approach 18.5 53.3 10.9 82.6
-------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 2.1 323.8 252.5 578.4
HV 0.0 6.6 5.2 11.8
Total 2.2 330.4 257.6 590.2
-------------------------------------------------
Approach 2.2 330.4 257.6 590.2
-------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 415.4 37.3 75.6 528.3
HV 8.5 0.8 1.5 10.8
Total 423.9 38.0 77.2 539.1
-------------------------------------------------
Approach 423.9 38.0 77.2 539.1
-------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 58.6 397.3 17.0 473.0
HV 1.2 8.1 0.3 9.7
Total 59.8 405.4 17.4 482.6
-------------------------------------------------
Approach 59.8 405.4 17.4 482.6
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 56.5 1.2 57.6
Total 56.5 1.2 57.6
-----------------------------------------
Exit: EAST
Lane: 1 823.4 16.8 840.2
Detailed Output Page 14 of 16
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ATTACHMENT B
1224
Go to Table Links (Top)
Other
Go to Table Links (Top)
Total 823.4 16.8 840.2
-----------------------------------------
Exit: NORTH
Lane: 1 363.2 7.4 370.7
Total 363.2 7.4 370.7
-----------------------------------------
Exit: WEST
Lane: 1 417.6 8.5 426.1
Total 417.6 8.5 426.1
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 56.5 1.2 57.6
Total 56.5 1.2 57.6
-----------------------------------------
Exit: EAST
Lane: 1 823.4 16.8 840.2
Total 823.4 16.8 840.2
-----------------------------------------
Exit: NORTH
Lane: 1 363.2 7.4 370.7
Total 363.2 7.4 370.7
-----------------------------------------
Exit: WEST
Lane: 1 417.6 8.5 426.1
Total 417.6 8.5 426.1
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Parameter Settings Summary
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 3.1%
Number of Iterations: 7 (Maximum: 10)
Detailed Output Page 15 of 16
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ATTACHMENT B
1225
Go to Table Links (Top)
Largest change in Lane Degrees of Saturation for the last three Flow-Capacity Iterations:

2.5% 1.3% 0.6%
Other Diagnostic Messages (if any):

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8 Detailed Output Page 16 of 16
about:blank 11/26/2024

ATTACHMENT B
1226

MOVEMENT SUMMARY
Site: 101 [Main St._Filbert St._PM]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Filbert Street
3 L2 18 2.0 0.156 12.7 LOS B 1.0 25.1 0.83 0.80 0.83 21.2 8 T1 53 2.0 0.156 8.2 LOS A 1.0 25.1 0.83 0.80 0.83 13.1 18 R2 11 2.0 0.156 8.8 LOS A 1.0 25.1 0.83 0.80 0.83 18.8 Approach 83 2.0 0.156 9.3 LOS A 1.0 25.1 0.83 0.80 0.83 15.9 East: Main Street
1 L2 2 2.0 0.527 9.5 LOS A 4.4 112.7 0.51 0.52 0.51 27.4 6 T1 330 2.0 0.527 4.6 LOS A 4.4 112.7 0.51 0.52 0.51 28.3 16 R2 258 2.0 0.527 4.7 LOS A 4.4 112.7 0.51 0.52 0.51 20.4 Approach 590 2.0 0.527 4.7 LOS A 4.4 112.7 0.51 0.52 0.51 25.6 North: Filbert Street
7 L2 424 2.0 0.655 9.5 LOS A 6.0 152.4 0.76 0.90 0.90 18.9 4 T1 38 2.0 0.655 5.7 LOS A 6.0 152.4 0.76 0.90 0.90 18.5 14 R2 77 2.0 0.655 6.0 LOS A 6.0 152.4 0.76 0.90 0.90 18.4 Approach 539 2.0 0.655 8.7 LOS A 6.0 152.4 0.76 0.90 0.90 18.8 West: Main Street
5 L2 60 2.0 0.608 13.1 LOS B 5.9 151.1 0.87 0.92 1.03 19.0 2 T1 405 2.0 0.608 8.3 LOS A 5.9 151.1 0.87 0.92 1.03 23.4 12 R2 17 2.0 0.608 8.7 LOS A 5.9 151.1 0.87 0.92 1.03 22.5 Approach 483 2.0 0.608 8.9 LOS A 5.9 151.1 0.87 0.92 1.03 22.9 All Vehicles 1695 2.0 0.655 7.4 LOS A 6.0 152.4 0.71 0.77 0.80 22.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8

ATTACHMENT B
1227
HCM 6th TWSC Existing Build Conditions_Mitigated
22: Shasta Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 426 5 4 597 5 9 1 5 2 0 2
Future Vol, veh/h 2 426 5 4 597 5 9 1 5 2 0 2
Conflicting Peds, #/hr 7 0 2 2 0 7 1 0 3 3 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 468 5 4 656 5 10 1 5 2 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 668 0 0 475 0 0 1146 1153 476 1152 1150 664 Stage 1 - - - - - - 477 477 - 671 671 -
Stage 2 - - - - - - 669 676 - 481 479 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 922 - - 1087 - - 176 197 589 175 198 461 Stage 1 - - - - - - 569 556 - 446 455 -
Stage 2 - - - - - - 447 453 - 566 555 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 916 - - 1085 - - 174 193 586 170 194 457 Mov Cap-2 Maneuver - - - - - - 174 193 - 170 194 -
Stage 1 - - - - - - 566 553 - 442 449 -
Stage 2 - - - - - - 442 447 - 556 552 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.1 21.9 19.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 229 916 - - 1085 - - 248
HCM Lane V/C Ratio 0.072 0.002 - - 0.004 - - 0.018
HCM Control Delay (s/veh) 21.9 8.9 0 - 8.3 0 - 19.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1228
HCM 6th TWSC Existing Build Conditions_Mitigated
23: David Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 432 6 3 587 5 10 1 4 3 0 9
Future Vol, veh/h 1 432 6 3 587 5 10 1 4 3 0 9
Conflicting Peds, #/hr 3 0 3 3 0 3 3 0 1 1 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 470 7 3 638 5 11 1 4 3 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 646 0 0 480 0 0 807 1131 243 889 1132 328 Stage 1 - - - - - - 479 479 - 650 650 -
Stage 2 - - - - - - 328 652 - 239 482 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 935 - - 1079 - - 273 202 758 238 202 668 Stage 1 - - - - - - 537 553 - 424 463 -
Stage 2 - - - - - - 659 462 - 743 552 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 932 - - 1076 - - 266 200 755 234 200 664 Mov Cap-2 Maneuver - - - - - - 266 200 - 234 200 -
Stage 1 - - - - - - 535 551 - 422 460 -
Stage 2 - - - - - - 645 459 - 736 550 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 17.1 13.1

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 313 932 - - 1076 - - 455
HCM Lane V/C Ratio 0.052 0.001 - - 0.003 - - 0.029
HCM Control Delay (s/veh) 17.1 8.9 0 - 8.4 0 - 13.1
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1229
HCM 6th TWSC Existing Build Conditions_Mitigated
24: Rendon Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
Future Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
Conflicting Peds, #/hr 5 0 1 1 0 5 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 447 13 9 622 10 12 3 3 14 1 20
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 637 0 0 461 0 0 1128 1127 448 1131 1135 632 Stage 1 - - - - - - 472 472 - 650 650 -
Stage 2 - - - - - - 656 655 - 481 485 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 947 - - 1100 - - 181 205 611 181 202 480 Stage 1 - - - - - - 573 559 - 458 465 -
Stage 2 - - - - - - 454 463 - 566 552 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 942 - - 1099 - - 169 198 610 173 195 478 Mov Cap-2 Maneuver - - - - - - 169 198 - 173 195 -
Stage 1 - - - - - - 563 549 - 448 457 -
Stage 2 - - - - - - 429 455 - 550 542 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 24.8 20.2

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 200 942 - - 1099 - - 271
HCM Lane V/C Ratio 0.092 0.013 - - 0.008 - - 0.128
HCM Control Delay (s/veh) 24.8 8.9 0 - 8.3 - - 20.2
HCM Lane LOS C A A - A - - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.4

ATTACHMENT B
1230
HCM 6th Signalized Intersection Summary Existing Build Conditions_Mitigated 43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 140 50 0 0 0 0 686 63 118 623 0 Future Volume (veh/h) 15 140 50 0 0 0 0 686 63 118 623 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 149 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 25 234 86 0 2137 196 155 2815 0
Arrive On Green 0.03 0.03 0.03 0.00 0.65 0.65 0.17 1.00 0.00 Sat Flow, veh/h 256 2420 886 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 116 0 102 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1858 0 1704 0 1777 1815 1781 1777 0 Q Serve(g_s), s 5.6 0.0 5.3 0.0 9.0 9.0 6.1 0.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 5.3 0.0 9.0 9.0 6.1 0.0 0.0 Prop In Lane 0.14 0.52 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 180 0 165 0 1154 1179 155 2815 0 V/C Ratio(X) 0.65 0.00 0.62 0.00 0.34 0.34 0.81 0.24 0.00 Avail Cap(c_a), veh/h 619 0 568 0 1154 1179 257 2815 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 42.0 0.0 41.9 0.0 7.1 7.1 36.5 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 1.4 0.0 0.8 0.8 3.7 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 2.4 0.0 3.3 3.4 2.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.5 0.0 43.3 0.0 7.9 7.9 40.2 0.2 0.0 LnGrp LOS D D A A D A
Approach Vol, veh/h 218 797 789
Approach Delay, s/veh 43.4 7.9 6.6
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.8 63.4 76.3 13.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 32.0 50.0 30.0
Max Q Clear Time (g_c+I1), s 8.1 11.0 2.0 7.6
Green Ext Time (p_c), s 0.1 11.3 14.3 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 11.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1231
HCM 6th TWSC Existing Build Conditions_Mitigated
44: S Eugenia Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 304 16 0 0 0 37
Future Vol, veh/h 304 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 330 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 177
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 835
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 833
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 9.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 833 - -
HCM Lane V/C Ratio 0.048 - -
HCM Control Delay (s/veh) 9.5 - -
HCM Lane LOS A - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
1232
HCM 6th TWSC Existing Build Conditions_Mitigated
22: Shasta Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
Future Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
Conflicting Peds, #/hr 3 0 4 4 0 3 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 757 16 5 588 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 602 0 0 777 0 0 1395 1399 769 1391 1396 592 Stage 1 - - - - - - 787 787 - 601 601 -
Stage 2 - - - - - - 608 612 - 790 795 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 975 - - 839 - - 119 141 401 120 141 506 Stage 1 - - - - - - 385 403 - 487 489 -
Stage 2 - - - - - - 483 484 - 383 399 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 972 - - 836 - - 114 136 399 114 136 504 Mov Cap-2 Maneuver - - - - - - 114 136 - 114 136 -
Stage 1 - - - - - - 377 395 - 478 483 -
Stage 2 - - - - - - 472 478 - 365 391 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 22 23.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 230 972 - - 836 - - 206
HCM Lane V/C Ratio 0.08 0.009 - - 0.007 - - 0.047
HCM Control Delay (s/veh) 22 8.7 0 - 9.3 0 - 23.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
1233
HCM 6th TWSC Existing Build Conditions_Mitigated
23: David Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 691 10 4 541 8 11 1 1 2 1 5
Future Vol, veh/h 8 691 10 4 541 8 11 1 1 2 1 5
Conflicting Peds, #/hr 1 0 4 4 0 1 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 751 11 4 588 9 12 1 1 2 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 598 0 0 766 0 0 1082 1385 387 998 1386 300 Stage 1 - - - - - - 779 779 - 602 602 -
Stage 2 - - - - - - 303 606 - 396 784 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 975 - - 843 - - 172 142 611 198 142 696 Stage 1 - - - - - - 355 404 - 453 487 -
Stage 2 - - - - - - 681 485 - 601 402 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 974 - - 840 - - 166 138 608 192 138 695 Mov Cap-2 Maneuver - - - - - - 166 138 - 192 138 -
Stage 1 - - - - - - 348 396 - 445 483 -
Stage 2 - - - - - - 669 481 - 588 394 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 27.7 16.5

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 173 974 - - 840 - - 322
HCM Lane V/C Ratio 0.082 0.009 - - 0.005 - - 0.027
HCM Control Delay (s/veh) 27.7 8.7 0.1 - 9.3 0 - 16.5
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
1234
HCM 6th TWSC Existing Build Conditions_Mitigated
24: Rendon Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
Future Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
Conflicting Peds, #/hr 4 0 7 7 0 4 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 704 37 19 557 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 574 0 0 748 0 0 1343 1345 714 1362 1376 568 Stage 1 - - - - - - 733 733 - 606 606 -
Stage 2 - - - - - - 610 612 - 756 770 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 999 - - 861 - - 129 151 431 125 145 522 Stage 1 - - - - - - 412 426 - 484 487 -
Stage 2 - - - - - - 482 484 - 400 410 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 995 - - 855 - - 118 142 427 113 136 520 Mov Cap-2 Maneuver - - - - - - 118 142 - 113 136 -
Stage 1 - - - - - - 401 415 - 473 469 -
Stage 2 - - - - - - 451 466 - 376 399 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 32.5 23.8

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 164 995 - - 855 - - 214
HCM Lane V/C Ratio 0.203 0.011 - - 0.023 - - 0.106
HCM Control Delay (s/veh) 32.5 8.7 0 - 9.3 0 - 23.8
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.7 0 - - 0.1 - - 0.3

ATTACHMENT B
1235
HCM 6th Signalized Intersection Summary Existing Build Conditions_Mitigated 43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 238 75 0 0 0 0 850 112 188 814 0 Future Volume (veh/h) 38 238 75 0 0 0 0 850 112 188 814 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 251 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 59 382 125 0 1720 227 230 2592 0
Arrive On Green 0.05 0.05 0.05 0.00 0.55 0.55 0.26 1.00 0.00 Sat Flow, veh/h 373 2400 786 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 198 0 172 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1852 0 1707 0 1777 1795 1781 1777 0 Q Serve(g_s), s 9.5 0.0 8.9 0.0 16.2 16.2 9.5 0.0 0.0
Cycle Q Clear(g_c), s 9.5 0.0 8.9 0.0 16.2 16.2 9.5 0.0 0.0 Prop In Lane 0.20 0.46 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 295 0 272 0 968 978 230 2592 0
V/C Ratio(X) 0.67 0.00 0.63 0.00 0.52 0.52 0.86 0.33 0.00 Avail Cap(c_a), veh/h 617 0 569 0 968 978 336 2592 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 40.3 0.0 40.0 0.0 13.0 13.0 32.6 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.9 0.0 2.0 2.0 9.5 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 4.1 0.0 6.7 6.7 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.3 0.0 40.9 0.0 15.0 15.0 42.1 0.3 0.0 LnGrp LOS D D B B D A
Approach Vol, veh/h 370 1013 1055
Approach Delay, s/veh 41.1 15.0 8.2
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.6 54.1 70.7 19.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 17.0 28.0 50.0 30.0
Max Q Clear Time (g_c+I1), s 11.5 18.2 2.0 11.5
Green Ext Time (p_c), s 0.1 7.5 19.9 1.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1236
HCM 6th TWSC Existing Build Conditions_Mitigated
44: S Eugenia Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 550 12 0 0 0 42
Future Vol, veh/h 550 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 598 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 312
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 684
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 680
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 680 - -
HCM Lane V/C Ratio 0.067 - -
HCM Control Delay (s/veh) 10.7 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
1237
Queues Existing Build Conditions_Mitigated
43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 218 797 126 663
v/c Ratio 0.47 0.39 0.60 0.24
Control Delay (s/veh) 43.4 12.5 41.1 3.4
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 43.4 12.5 41.1 3.5
Queue Length 50th (ft) 65 111 54 32
Queue Length 95th (ft) 93 232 98 77
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 1128 2027 264 2669
Starvation Cap Reductn 0 0 0 1015
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.19 0.39 0.48 0.40
Intersection Summary

ATTACHMENT B
1238
Queues Existing Build Conditions_Mitigated
43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 370 1013 198 857
v/c Ratio 0.64 0.57 0.70 0.33
Control Delay (s/veh) 44.7 18.7 41.2 2.3
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 44.7 18.7 41.2 2.4
Queue Length 50th (ft) 112 193 78 33
Queue Length 95th (ft) 148 345 97 41
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 1129 1765 345 2548
Starvation Cap Reductn 0 0 0 615
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.33 0.57 0.57 0.44
Intersection Summary

ATTACHMENT B
1239
HCM Signalized Intersection Capacity Analysis Background Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Future Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.95 1.00 0.98
Flpb, ped/bikes 0.97 0.99 1.00
Frt 0.95 1.00 0.92
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 3115 3481 3211
Flt Permitted 0.99 0.83 1.00
Satd. Flow (perm) 3115 2927 3211
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 14 52 30 60 190 0 0 129 127
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 96 0 0 250 0 0 256 0
Confl. Peds. (#/hr) 45 31 39 39
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 5.0 29.0 29.0
Effective Green, g (s) 5.0 29.0 29.0
Actuated g/C Ratio 0.07 0.41 0.41
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 222 1212 1330
v/s Ratio Prot 0.08
v/s Ratio Perm 0.03 c0.09
v/c Ratio 0.43 0.20 0.19
Uniform Delay, d1 31.1 13.1 13.0
Progression Factor 1.14 0.81 1.00
Incremental Delay, d2 0.4 0.3 0.3
Delay (s) 36.0 11.1 13.3
Level of Service D B B
Approach Delay (s/veh) 0.0 36.0 11.1 13.3
Approach LOS A D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1240
HCM Signalized Intersection Capacity Analysis Background Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 9 53 6 20 64 0 0 94 24
Future Volume (vph) 0 0 0 9 53 6 20 64 0 0 94 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.98
Flpb, ped/bikes 0.99 0.98 1.00
Frt 0.98 1.00 0.96
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 3434 1814 3372
Flt Permitted 0.99 0.91 1.00
Satd. Flow (perm) 3434 1679 3372
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 0 0 0 11 65 7 24 78 0 0 115 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 83 0 0 102 0 0 144 0
Confl. Peds. (#/hr) 36 13 69 69
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 735 455 915
v/s Ratio Prot 0.04
v/s Ratio Perm 0.02 c0.06
v/c Ratio 0.11 0.22 0.15
Uniform Delay, d1 22.1 19.7 19.4
Progression Factor 0.54 0.70 1.00
Incremental Delay, d2 0.3 1.1 0.3
Delay (s) 12.3 15.0 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 12.3 15.0 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1241
HCM Signalized Intersection Capacity Analysis Background Conditions 4: California Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 63 49 34 13 251 0 0 208 11
Future Volume (vph) 0 0 0 63 49 34 13 251 0 0 208 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 3315 3530 3509
Flt Permitted 0.97 0.93 1.00
Satd. Flow (perm) 3315 3303 3509
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 0 0 0 73 57 40 15 292 0 0 242 13
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 170 0 0 307 0 0 255 0
Confl. Peds. (#/hr) 7 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 710 896 952
v/s Ratio Prot 0.07
v/s Ratio Perm 0.05 c0.09
v/c Ratio 0.23 0.34 0.26
Uniform Delay, d1 22.7 20.4 20.0
Progression Factor 1.56 0.77 1.00
Incremental Delay, d2 0.6 1.0 0.6
Delay (s) 36.3 16.8 20.7
Level of Service D B C
Approach Delay (s/veh) 0.0 36.3 16.8 20.7
Approach LOS A D B C
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 29.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1242
HCM Signalized Intersection Capacity Analysis Background Conditions 5: S American Street/N American Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 82 110 24 16 18 0 0 31 20
Future Volume (vph) 0 0 0 82 110 24 16 18 0 0 31 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.97
Flpb, ped/bikes 0.88 0.99 1.00 1.00
Frt 0.98 1.00 1.00 0.85
Flt Protected 0.98 0.97 1.00 1.00
Satd. Flow (prot) 3013 1812 1863 1549
Flt Permitted 0.98 0.88 1.00 1.00
Satd. Flow (perm) 3013 1643 1863 1549
Peak-hour factor, PHF 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Adj. Flow (vph) 0 0 0 139 186 41 27 31 0 0 53 34
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 366 0 0 58 0 0 53 34
Confl. Peds. (#/hr) 96 2 11 11
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 11.0 23.0 23.0 23.0
Effective Green, g (s) 11.0 23.0 23.0 23.0
Actuated g/C Ratio 0.16 0.33 0.33 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 473 539 612 508
v/s Ratio Prot 0.03
v/s Ratio Perm 0.12 c0.04 0.02
v/c Ratio 0.77 0.10 0.08 0.06
Uniform Delay, d1 28.3 16.3 16.2 16.1
Progression Factor 1.00 0.51 1.00 1.00
Incremental Delay, d2 11.5 0.3 0.2 0.2
Delay (s) 39.8 8.8 16.5 16.3
Level of Service D A B B
Approach Delay (s/veh) 0.0 39.8 8.8 16.4
Approach LOS A D A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1243
HCM Signalized Intersection Capacity Analysis Background Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 46 101 5 86 427 0 0 209 15
Future Volume (vph) 0 0 0 46 101 5 86 427 0 0 209 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.99 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3461 3506 3498
Flt Permitted 0.98 0.82 1.00
Satd. Flow (perm) 3461 2908 3498
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Adj. Flow (vph) 0 0 0 64 140 7 119 593 0 0 290 21
RTOR Reduction (vph) 000030000080
Lane Group Flow (vph) 0 0 0 0 208 0 0 712 0 0 304 0
Confl. Peds. (#/hr) 5 2 7 7
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1236 1454 1749
v/s Ratio Prot 0.09
v/s Ratio Perm 0.06 c0.24
v/c Ratio 0.16 0.48 0.17
Uniform Delay, d1 15.3 11.5 9.5
Progression Factor 1.00 0.76 1.00
Incremental Delay, d2 0.2 1.0 0.2
Delay (s) 15.6 9.9 9.7
Level of Service B A A
Approach Delay (s/veh) 0.0 15.6 9.9 9.7
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.36
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1244
HCM 6th TWSC Background Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 6 130 7 9 43 0 0 16 16
Future Vol, veh/h 0 0 0 6 130 7 9 43 0 0 16 16
Conflicting Peds, #/hr 0 0 0 2 0 5 4 0 0 0 0 4
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 65 65 65 65 65 65 65 65 65 65 65 65
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 9 200 11 14 66 0 0 25 25
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 2 0 0 137 236 - - 231 115
Stage 1 - - - 2 2 - - 229 -
Stage 2 - - - 135 234 - - 2 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1619 - - 820 664 0 0 668 916
Stage 1 - - - - - 0 0 713 -
Stage 2 - - - 854 710 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - 770 655 - - 659 912
Mov Cap-2 Maneuver - - - 770 655 - - 659 -
Stage 1 - - - - - - - 705 -
Stage 2 - - - 797 702 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.3 11.1 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 672 1616 - - 765
HCM Lane V/C Ratio 0.119 0.006 - - 0.064
HCM Control Delay (s/veh) 11.1 7.2 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.4 0 - - 0.2

ATTACHMENT B
1245
HCM 6th TWSC Background Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 126 4 24 103 0 0 34 6
Future Vol, veh/h 0 0 0 9 126 4 24 103 0 0 34 6
Conflicting Peds, #/hr 0 0 0 1 0 4 2 0 0 0 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 12 173 5 33 141 0 0 47 8
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 137 207 - - 205 95
Stage 1 - - - 1 1 - - 204 -
Stage 2 - - - 136 206 - - 1 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1620 - - 820 689 0 0 690 943
Stage 1 - - - - - 0 0 732 -
Stage 2 - - - 853 730 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - 765 680 - - 681 939
Mov Cap-2 Maneuver - - - 765 680 - - 681 -
Stage 1 - - - - - - - 723 -
Stage 2 - - - 785 721 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.5 11.9 10.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 695 1618 - - 710
HCM Lane V/C Ratio 0.25 0.008 - - 0.077
HCM Control Delay (s/veh) 11.9 7.2 0 - 10.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 1 0 - - 0.3

ATTACHMENT B
1246
HCM 6th AWSC Background Conditions
9: Union Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 12 119 14 9 90 0 0 66 9
Future Vol, veh/h 0 0 0 12 119 14 9 90 0 0 66 9
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 14 138 16 10 105 0 0 77 10
Number of Lanes 000020010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 2 0
HCM Control Delay, s/veh 8.3 8.2 8

HCM LOS A A A
Lane NBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 9% 17% 0% 0%
Vol Thru, % 91% 83% 81% 88%
Vol Right, % 0% 0% 19% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 99 72 74 75
LT Vol 9 12 0 0
Through Vol 90 60 60 66
RT Vol 0 0 14 9
Lane Flow Rate 115 83 85 87
Geometry Grp 2552
Degree of Util (X) 0.143 0.117 0.115 0.107
Departure Headway (Hd) 4.467 5.082 4.864 4.409
Convergence, Y/N Yes Yes Yes Yes
Cap 806 708 739 815
Service Time 2.478 2.799 2.58 2.421
HCM Lane V/C Ratio 0.143 0.117 0.115 0.107
HCM Control Delay, s/veh 8.2 8.5 8.2 8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.5 0.4 0.4 0.4

ATTACHMENT B
1247
HCM 6th TWSC Background Conditions
10: Pilgrim Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 145 5 3 7 0 0 11 0
Future Vol, veh/h 0 0 0 9 145 5 3 7 0 0 11 0
Conflicting Peds, #/hr 0 0 0 4 0 4 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 13 207 7 4 10 0 0 16 0
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 145 248 - - 245 114
Stage 1 - - - 4 4 - - 241 -
Stage 2 - - - 141 244 - - 4 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1616 - - 810 653 0 0 656 917
Stage 1 - - - - - 0 0 705 -
Stage 2 - - - 847 703 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1610 - - 787 642 - - 645 914
Mov Cap-2 Maneuver - - - 787 642 - - 645 -
Stage 1 - - - - - - - 696 -
Stage 2 - - - 820 694 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.4 10.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 680 1610 - - 645
HCM Lane V/C Ratio 0.021 0.008 - - 0.024
HCM Control Delay (s/veh) 10.4 7.3 0 - 10.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1248
HCM 6th Signalized Intersection Summary Background Conditions 11: Airport Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 35 126 64 18 788 0 0 662 15 Future Volume (veh/h) 0 0 0 35 126 64 18 788 0 0 662 15 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 38 135 69 19 847 0 0 712 16
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222220022
Cap, veh/h 61 219 115 69 2637 0 0 2759 62
Arrive On Green 0.04 0.04 0.04 1.00 1.00 0.00 0.00 0.78 0.78 Sat Flow, veh/h 541 1946 1020 36 3481 0 0 3646 80
Grp Volume(v), veh/h 129 0 113 458 408 0 0 356 372
Grp Sat Flow(s),veh/h/ln 1843 0 1664 1814 1617 0 0 1777 1856 Q Serve(g_s), s 6.2 0.0 6.0 0.0 0.0 0.0 0.0 5.0 5.0
Cycle Q Clear(g_c), s 6.2 0.0 6.0 0.0 0.0 0.0 0.0 5.0 5.0 Prop In Lane 0.29 0.61 0.04 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 207 0 187 1451 1256 0 0 1380 1441 V/C Ratio(X) 0.63 0.00 0.60 0.32 0.32 0.00 0.00 0.26 0.26 Avail Cap(c_a), veh/h 451 0 407 1451 1256 0 0 1380 1441 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.95 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 0.0 41.4 0.0 0.0 0.0 0.0 2.8 2.8 Incr Delay (d2), s/veh 1.2 0.0 1.2 0.5 0.7 0.0 0.0 0.5 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 2.6 0.2 0.2 0.0 0.0 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.6 0.0 42.5 0.5 0.7 0.0 0.0 3.3 3.2 LnGrp LOS D D A A A A
Approach Vol, veh/h 242 866 728
Approach Delay, s/veh 42.6 0.6 3.3
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 74.9 15.1 74.9
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 8.2 7.0
Green Ext Time (p_c), s 0.8 0.8 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.2
HCM 6th LOS A

ATTACHMENT B
1249
HCM 6th TWSC Background Conditions
12: Sierra Nevada Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 195 12 17 17 0 0 33 11
Future Vol, veh/h 0 0 0 9 195 12 17 17 0 0 33 11
Conflicting Peds, #/hr 0 0 0 13 0 6 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 10 224 14 20 20 0 0 38 13
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 13 0 0 164 277 - - 270 125
Stage 1 - - - 13 13 - - 257 -
Stage 2 - - - 151 264 - - 13 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1604 - - 785 629 0 0 635 902
Stage 1 - - - - - 0 0 694 -
Stage 2 - - - 836 689 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1584 - - 725 613 - - 619 897
Mov Cap-2 Maneuver - - - 725 613 - - 619 -
Stage 1 - - - - - - - 685 -
Stage 2 - - - 773 680 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.3 10.8 10.8

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 664 1584 - - 671
HCM Lane V/C Ratio 0.059 0.007 - - 0.075
HCM Control Delay (s/veh) 10.8 7.3 0 - 10.8
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.2

ATTACHMENT B
1250
HCM 6th Signalized Intersection Summary Background Conditions 13: S Wilson Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 115 145 209 32 730 0 0 648 20 Future Volume (veh/h) 0 0 0 115 145 209 32 730 0 0 648 20 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 119 149 215 33 753 0 0 668 21
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 261 357 271 569 2544 0 0 2518 79
Arrive On Green 0.17 0.17 0.17 1.00 1.00 0.00 0.00 0.72 0.72 Sat Flow, veh/h 1508 2064 1566 754 3647 0 0 3610 111
Grp Volume(v), veh/h 142 126 215 33 753 0 0 337 352
Grp Sat Flow(s),veh/h/ln 1795 1777 1566 754 1777 0 0 1777 1850 Q Serve(g_s), s 6.4 5.7 11.8 0.4 0.0 0.0 0.0 6.0 6.0
Cycle Q Clear(g_c), s 6.4 5.7 11.8 6.4 0.0 0.0 0.0 6.0 6.0 Prop In Lane 0.84 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 310 307 271 569 2544 0 0 1272 1325 V/C Ratio(X) 0.46 0.41 0.79 0.06 0.30 0.00 0.00 0.27 0.27 Avail Cap(c_a), veh/h 459 454 400 569 2544 0 0 1272 1325 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.4 33.1 35.7 0.3 0.0 0.0 0.0 4.5 4.5 Incr Delay (d2), s/veh 0.4 0.3 3.7 0.2 0.3 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 2.4 4.7 0.0 0.1 0.0 0.0 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.8 33.5 39.4 0.5 0.3 0.0 0.0 5.0 5.0 LnGrp LOS C C D A A A A
Approach Vol, veh/h 483 786 689
Approach Delay, s/veh 36.2 0.3 5.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 69.4 20.6 69.4
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 8.4 13.8 8.0
Green Ext Time (p_c), s 2.5 1.0 1.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.8
HCM 6th LOS B

ATTACHMENT B
1251
HCM Signalized Intersection Capacity Analysis Background Conditions 14: Market Street/E Market Street & Main St/Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 0 0 0 463 0 8 8 0 0 0 34
Future Volume (vph) 0 0 0 0 463 0 8 8 0 0 0 34
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98
Flpb, ped/bikes 1.00 0.99 1.00
Frt 1.00 1.00 0.86
Flt Protected 1.00 0.97 1.00
Satd. Flow (prot) 3539 1813 1584
Flt Permitted 1.00 0.97 1.00
Satd. Flow (perm) 3539 1813 1584
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 503 0 9 9 0 0 0 37
RTOR Reduction (vph) 0 0 0 0 0 0 0 17 0 0 0 35
Lane Group Flow (vph) 0 0 0 0 503 0 0 1 0 0 0 2
Confl. Peds. (#/hr) 5 1 1
Turn Type NA Perm NA Perm
Protected Phases 6 4 5
Permitted Phases 5 5
Actuated Green, G (s) 26.7 2.3 2.3
Effective Green, g (s) 26.7 2.3 2.3
Actuated g/C Ratio 0.68 0.06 0.06
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2422 106 93
v/s Ratio Prot c0.14
v/s Ratio Perm 0.00 c0.00
v/c Ratio 0.20 0.01 0.02
Uniform Delay, d1 2.2 17.2 17.2
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.0
Delay (s) 2.3 17.2 17.3
Level of Service A B B
Approach Delay (s/veh) 0.0 2.3 17.2 17.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 39.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1252
HCM 6th TWSC Background Conditions
15: B Street/E Washington Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 247 18 16 429 2 23 0 30 0 0 9
Future Vol, veh/h 3 247 18 16 429 2 23 0 30 0 0 9
Conflicting Peds, #/hr 4 0 2 2 0 4 4 0 1 1 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 266 19 17 461 2 25 0 32 0 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 467 0 0 287 0 0 553 785 146 640 793 240 Stage 1 - - - - - - 284 284 - 500 500 -
Stage 2 - - - - - - 269 501 - 140 293 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1091 - - 1272 - - 416 323 875 360 320 761 Stage 1 - - - - - - 699 675 - 521 541 -
Stage 2 - - - - - - 713 541 - 849 669 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1087 - - 1270 - - 402 314 873 339 311 755 Mov Cap-2 Maneuver - - - - - - 402 314 - 339 311 -
Stage 1 - - - - - - 696 672 - 517 529 -
Stage 2 - - - - - - 689 529 - 814 666 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.4 11.9 9.8

HCM LOS B A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 579 1087 - - 1270 - - 755
HCM Lane V/C Ratio 0.098 0.003 - - 0.014 - - 0.013
HCM Control Delay (s/veh) 11.9 8.3 0 - 7.9 0.1 - 9.8
HCM Lane LOS B A A - A A - A
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0

ATTACHMENT B
1253
HCM 6th TWSC Background Conditions
16: E Lafayette Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 232 4 18 393 0 13 10 17 0 4 42
Future Vol, veh/h 36 232 4 18 393 0 13 10 17 0 4 42
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 255 4 20 432 0 14 11 19 0 4 46
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 432 0 0 259 0 0 595 809 130 685 811 216 Stage 1 - - - - - - 337 337 - 472 472 -
Stage 2 - - - - - - 258 472 - 213 339 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1124 - - 1303 - - 388 313 896 334 312 789 Stage 1 - - - - - - 651 640 - 542 557 -
Stage 2 - - - - - - 724 557 - 769 638 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1124 - - 1303 - - 344 294 896 303 293 789 Mov Cap-2 Maneuver - - - - - - 344 294 - 303 293 -
Stage 1 - - - - - - 624 613 - 519 546 -
Stage 2 - - - - - - 663 546 - 708 611 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.2 0.4 14.1 10.6

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 441 1124 - - 1303 - - 688
HCM Lane V/C Ratio 0.1 0.035 - - 0.015 - - 0.073
HCM Control Delay (s/veh) 14.1 8.3 0.1 - 7.8 0.1 - 10.6 HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.2

ATTACHMENT B
1254
HCM Signalized Intersection Capacity Analysis Background Conditions 17: Main Street & D Street Timing Plan: AM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 3 270 425 5 6 7
Future Volume (vph) 3 270 425 5 6 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00
Frt 1.00 0.99 0.92
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 3537 3534 1689
Flt Permitted 0.94 1.00 0.97
Satd. Flow (perm) 3356 3534 1689
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 3 297 467 5 7 8
RTOR Reduction (vph) 002080
Lane Group Flow (vph) 0 300 470070
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 9.7 9.7 0.6
Effective Green, g (s) 9.7 9.7 0.6
Actuated g/C Ratio 0.48 0.48 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 1603 1688 49
v/s Ratio Prot c0.13
v/s Ratio Perm 0.09 c0.00
v/c Ratio 0.18 0.27 0.14
Uniform Delay, d1 3.0 3.1 9.6
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.2 0.5
Delay (s) 3.1 3.4 10.1
Level of Service A A B
Approach Delay (s/veh) 3.1 3.4 10.1
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 20.3 Sum of lost time (s) 10.0 Intersection Capacity Utilization 23.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1255
HCM 6th TWSC Background Conditions
18: Marsh Street/E Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 239 1 12 395 42 0 0 10 28 3 10
Future Vol, veh/h 16 239 1 12 395 42 0 0 10 28 3 10
Conflicting Peds, #/hr 2 0 1 1 0 2 0 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 19 285 1 14 470 50 0 0 12 33 4 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 522 0 0 287 0 0 591 875 144 706 850 263 Stage 1 - - - - - - 325 325 - 525 525 -
Stage 2 - - - - - - 266 550 - 181 325 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1041 - - 1272 - - 391 286 877 323 296 735 Stage 1 - - - - - - 661 648 - 504 528 -
Stage 2 - - - - - - 716 514 - 803 648 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1039 - - 1271 - - 369 274 876 309 284 733 Mov Cap-2 Maneuver - - - - - - 369 274 - 309 284 -
Stage 1 - - - - - - 646 633 - 492 518 -
Stage 2 - - - - - - 688 505 - 775 633 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.6 0.3 9.2 16.7

HCM LOS A C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 876 1039 - - 1271 - - 357
HCM Lane V/C Ratio 0.014 0.018 - - 0.011 - - 0.137
HCM Control Delay (s/veh) 9.2 8.5 0.1 - 7.9 0.1 - 16.7
HCM Lane LOS A A A - A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 0 - - 0.5

ATTACHMENT B
1256
HCM 6th TWSC Background Conditions
19: Alma Street/F Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 270 0 18 409 10 0 2 13 5 4 3
Future Vol, veh/h 13 270 0 18 409 10 0 2 13 5 4 3
Conflicting Peds, #/hr 4 0 5 5 0 4 0 0 5 5 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 293 0 20 445 11 0 2 14 5 4 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 460 0 0 298 0 0 593 826 157 676 821 234 Stage 1 - - - - - - 326 326 - 495 495 -
Stage 2 - - - - - - 267 500 - 181 326 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1097 - - 1260 - - 389 306 861 339 308 768 Stage 1 - - - - - - 661 647 - 525 544 -
Stage 2 - - - - - - 715 541 - 803 647 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1093 - - 1254 - - 370 293 853 320 294 764 Mov Cap-2 Maneuver - - - - - - 370 293 - 320 294 -
Stage 1 - - - - - - 648 634 - 515 530 -
Stage 2 - - - - - - 690 527 - 771 634 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.4 10.4 15.3

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 680 1093 - - 1254 - - 362
HCM Lane V/C Ratio 0.024 0.013 - - 0.016 - - 0.036
HCM Control Delay (s/veh) 10.4 8.3 0.1 - 7.9 0.1 - 15.3 HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0 - - 0.1

ATTACHMENT B
1257
HCM Signalized Intersection Capacity Analysis Background Conditions 20: S Filbert Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 55 228 4 5 381 250 12 49 5 242 26 54 Future Volume (vph) 55 228 4 5 381 250 12 49 5 242 26 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 0.98 0.99 1.00 0.98
Flpb, ped/bikes 0.99 0.99 1.00 1.00 1.00
Frt 0.99 0.94 0.98 1.00 0.89
Flt Protected 0.99 0.99 0.99 0.95 1.00
Satd. Flow (prot) 3496 3294 1825 1770 1656
Flt Permitted 0.76 0.95 0.99 0.95 1.00
Satd. Flow (perm) 2704 3138 1825 1770 1656
Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 56 233 4 5 389 255 12 50 5 247 27 55
RTOR Reduction (vph) 0 1 0 0 92 0 0 3 0 0 42 0
Lane Group Flow (vph) 0 292 0 0 557 0 0 64 0 247 40 0
Confl. Peds. (#/hr) 7 2 2 7 7 13 13 7
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA Split NA Split NA
Protected Phases 2 6 4 4 3 3
Permitted Phases 2 6
Actuated Green, G (s) 21.9 21.9 5.4 13.7 13.7
Effective Green, g (s) 21.9 21.9 5.4 13.7 13.7
Actuated g/C Ratio 0.38 0.38 0.09 0.24 0.24
Clearance Time (s) 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0 2.0 2.0
Lane Grp Cap (vph) 1038 1205 172 425 398
v/s Ratio Prot c0.04 c0.14 0.02
v/s Ratio Perm 0.11 c0.18
v/c Ratio 0.28 0.46 0.37 0.58 0.10
Uniform Delay, d1 12.1 13.1 24.2 19.1 16.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.7 0.4 1.3 0.0
Delay (s) 12.5 13.9 24.7 20.4 16.8
Level of Service B B C C B
Approach Delay (s/veh) 12.5 13.9 24.7 19.5
Approach LOS B B C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 57.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1258
HCM 6th TWSC Background Conditions
21: Burkett Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 428 14 13 604 12 9 2 6 5 2 13
Future Vol, veh/h 19 428 14 13 604 12 9 2 6 5 2 13
Conflicting Peds, #/hr 7 0 0 0 0 7 2 0 1 1 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 20 451 15 14 636 13 9 2 6 5 2 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 656 0 0 466 0 0 848 1183 234 946 1184 334 Stage 1 - - - - - - 499 499 - 678 678 -
Stage 2 - - - - - - 349 684 - 268 506 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 927 - - 1092 - - 255 188 768 216 188 662 Stage 1 - - - - - - 522 542 - 408 450 -
Stage 2 - - - - - - 640 447 - 714 538 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 921 - - 1092 - - 238 178 767 203 178 656 Mov Cap-2 Maneuver - - - - - - 238 178 - 203 178 -
Stage 1 - - - - - - 507 526 - 394 438 -
Stage 2 - - - - - - 610 435 - 684 522 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.3 17.8 15.7

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 299 921 - - 1092 - - 359
HCM Lane V/C Ratio 0.06 0.022 - - 0.013 - - 0.059
HCM Control Delay (s/veh) 17.8 9 0.1 - 8.3 0.1 - 15.7
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0.1 - - 0 - - 0.2

ATTACHMENT B
1259
HCM 6th TWSC Background Conditions
22: Shasta Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 434 5 4 620 5 9 1 5 2 0 2
Future Vol, veh/h 2 434 5 4 620 5 9 1 5 2 0 2
Conflicting Peds, #/hr 7 0 2 2 0 7 1 0 3 3 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 477 5 4 681 5 10 1 5 2 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 693 0 0 484 0 0 836 1187 246 945 1187 351 Stage 1 - - - - - - 486 486 - 699 699 -
Stage 2 - - - - - - 350 701 - 246 488 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 898 - - 1075 - - 260 187 754 217 187 645 Stage 1 - - - - - - 531 549 - 397 440 -
Stage 2 - - - - - - 639 439 - 736 548 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 892 - - 1073 - - 257 184 750 211 184 640 Mov Cap-2 Maneuver - - - - - - 257 184 - 211 184 -
Stage 1 - - - - - - 528 546 - 393 434 -
Stage 2 - - - - - - 632 433 - 725 545 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.1 16.9 16.5

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 318 892 - - 1073 - - 317
HCM Lane V/C Ratio 0.052 0.002 - - 0.004 - - 0.014
HCM Control Delay (s/veh) 16.9 9 0 - 8.4 0 - 16.5
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0

ATTACHMENT B
1260
HCM 6th TWSC Background Conditions
23: David Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 440 6 3 610 5 10 1 4 3 0 9
Future Vol, veh/h 1 440 6 3 610 5 10 1 4 3 0 9
Conflicting Peds, #/hr 3 0 3 3 0 3 3 0 1 1 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 478 7 3 663 5 11 1 4 3 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 671 0 0 488 0 0 828 1164 247 918 1165 340 Stage 1 - - - - - - 487 487 - 675 675 -
Stage 2 - - - - - - 341 677 - 243 490 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 915 - - 1071 - - 263 193 753 227 193 656 Stage 1 - - - - - - 531 549 - 410 451 -
Stage 2 - - - - - - 647 450 - 739 547 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 912 - - 1068 - - 256 191 750 223 191 652 Mov Cap-2 Maneuver - - - - - - 256 191 - 223 191 -
Stage 1 - - - - - - 528 546 - 408 448 -
Stage 2 - - - - - - 633 447 - 731 544 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 17.6 13.4

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 302 912 - - 1068 - - 440
HCM Lane V/C Ratio 0.054 0.001 - - 0.003 - - 0.03
HCM Control Delay (s/veh) 17.6 9 0 - 8.4 0 - 13.4
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1261
HCM 6th TWSC Background Conditions
24: Rendon Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 419 12 8 595 9 11 3 3 13 1 18
Future Vol, veh/h 11 419 12 8 595 9 11 3 3 13 1 18
Conflicting Peds, #/hr 5 0 1 1 0 5 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 455 13 9 647 10 12 3 3 14 1 20
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 662 0 0 469 0 0 829 1167 235 928 1168 334 Stage 1 - - - - - - 487 487 - 675 675 -
Stage 2 - - - - - - 342 680 - 253 493 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 922 - - 1089 - - 263 192 767 223 192 662 Stage 1 - - - - - - 531 549 - 410 451 -
Stage 2 - - - - - - 646 449 - 729 545 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 918 - - 1088 - - 248 185 766 213 185 659 Mov Cap-2 Maneuver - - - - - - 248 185 - 213 185 -
Stage 1 - - - - - - 521 539 - 401 443 -
Stage 2 - - - - - - 617 441 - 709 535 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.3 0.2 19.7 16.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 264 918 - - 1088 - - 341
HCM Lane V/C Ratio 0.07 0.013 - - 0.008 - - 0.102
HCM Control Delay (s/veh) 19.7 9 0.1 - 8.3 0.1 - 16.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.3

ATTACHMENT B
1262
HCM 6th Signalized Intersection Summary Background Conditions 25: Golden Gate Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 345 92 87 514 5 74 17 44 12 32 7 Future Volume (veh/h) 3 345 92 87 514 5 74 17 44 12 32 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 363 97 92 541 5 78 18 46 13 34 7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 6 1031 272 119 1567 14 264 39 71 161 182 32
Arrive On Green 0.00 0.37 0.37 0.07 0.43 0.43 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 2780 734 1781 3607 33 761 278 498 253 1286 229 Grp Volume(v), veh/h 3 230 230 92 266 280 142 0 0 54 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1737 1781 1777 1863 1537 0 0 1768 0 0 Q Serve(g_s), s 0.1 3.3 3.4 1.8 3.6 3.6 2.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 3.3 3.4 1.8 3.6 3.6 3.0 0.0 0.0 0.9 0.0 0.0 Prop In Lane 1.00 0.42 1.00 0.02 0.55 0.32 0.24 0.13
Lane Grp Cap(c), veh/h 6 659 644 119 772 809 374 0 0 376 0 0 V/C Ratio(X) 0.51 0.35 0.36 0.77 0.35 0.35 0.38 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 999 2391 2338 999 2391 2507 1823 0 0 1543 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.7 8.1 8.1 16.4 6.7 6.7 14.4 0.0 0.0 13.5 0.0 0.0 Incr Delay (d2), s/veh 23.5 1.2 1.2 3.9 1.0 0.9 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 1.0 0.7 1.0 1.0 0.9 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.2 9.3 9.4 20.3 7.7 7.6 14.6 0.0 0.0 13.6 0.0 0.0 LnGrp LOS D A A C A A B B
Approach Vol, veh/h 463 638 142 54
Approach Delay, s/veh 9.5 9.5 14.6 13.6
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 18.2 10.1 5.1 20.5 10.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 3.8 5.4 5.0 2.1 5.6 2.9
Green Ext Time (p_c), s 0.1 7.9 0.6 0.0 9.5 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.2
HCM 6th LOS B

ATTACHMENT B
1263
HCM 6th TWSC Background Conditions
26: Windsor Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 376 15 13 597 3 8 1 5 6 3 13
Future Vol, veh/h 2 376 15 13 597 3 8 1 5 6 3 13
Conflicting Peds, #/hr 9 0 3 3 0 9 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 396 16 14 628 3 8 1 5 6 3 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 640 0 0 415 0 0 755 1079 209 870 1086 325 Stage 1 - - - - - - 411 411 - 667 667 -
Stage 2 - - - - - - 344 668 - 203 419 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 940 - - 1140 - - 298 217 797 246 215 671 Stage 1 - - - - - - 589 593 - 414 455 -
Stage 2 - - - - - - 645 455 - 780 588 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 932 - - 1137 - - 283 210 795 237 208 665 Mov Cap-2 Maneuver - - - - - - 283 210 - 237 208 -
Stage 1 - - - - - - 585 589 - 409 442 -
Stage 2 - - - - - - 615 442 - 771 584 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.3 15.5 15.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 356 932 - - 1137 - - 371
HCM Lane V/C Ratio 0.041 0.002 - - 0.012 - - 0.062
HCM Control Delay (s/veh) 15.5 8.9 0 - 8.2 0.1 - 15.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0 - - 0.2

ATTACHMENT B
1264
HCM Signalized Intersection Capacity Analysis Background Conditions 27: Netherton Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 358 4 29 548 3 11 7 52 19 18 61
Future Volume (vph) 4 358 4 29 548 3 11 7 52 19 18 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99
Satd. Flow (prot) 1770 3533 1770 3536 1643 1676
Flt Permitted 0.95 1.00 0.95 1.00 0.92 0.91
Satd. Flow (perm) 1770 3533 1770 3536 1530 1544
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 4 393 4 32 602 3 12 8 57 21 20 67
RTOR Reduction (vph) 0 1 0 0 0 0 0 48 0 0 56 0
Lane Group Flow (vph) 4 396 0 32 605 0 0 29 0 0 52 0
Confl. Peds. (#/hr) 2 10 1 11 11 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.5 18.0 0.8 18.3 6.6 6.6
Effective Green, g (s) 0.5 18.0 0.8 18.3 6.6 6.6
Actuated g/C Ratio 0.01 0.45 0.02 0.45 0.16 0.16
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 21 1574 35 1601 249 252
v/s Ratio Prot 0.00 0.11 c0.02 c0.17
v/s Ratio Perm 0.02 c0.03
v/c Ratio 0.19 0.25 0.91 0.37 0.11 0.20
Uniform Delay, d1 19.7 6.9 19.7 7.2 14.4 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.2 115.2 0.4 0.0 0.1
Delay (s) 21.3 7.2 135.0 7.7 14.4 14.7
Level of Service C A F A B B
Approach Delay (s/veh) 7.3 14.1 14.4 14.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 40.4 Sum of lost time (s) 15.0 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1265
HCM 6th TWSC Background Conditions
28: Broadway Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 105 313 5 12 514 51 3 3 6 24 5 49
Future Vol, veh/h 105 313 5 12 514 51 3 3 6 24 5 49
Conflicting Peds, #/hr 13 0 4 4 0 13 0 0 13 13 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 119 356 6 14 584 58 3 3 7 27 6 56
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 655 0 0 366 0 0 924 1284 198 1085 1258 334 Stage 1 - - - - - - 601 601 - 654 654 -
Stage 2 - - - - - - 323 683 - 431 604 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 928 - - 1189 - - 224 164 810 171 170 662 Stage 1 - - - - - - 454 488 - 422 461 -
Stage 2 - - - - - - 663 447 - 573 486 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 917 - - 1184 - - 172 134 797 141 139 654 Mov Cap-2 Maneuver - - - - - - 172 134 - 141 139 -
Stage 1 - - - - - - 379 407 - 349 450 -
Stage 2 - - - - - - 592 436 - 466 406 -
Approach EB WB NB SB
HCM Control Delay, s/v 2.7 0.2 20 24

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 253 917 - - 1184 - - 277
HCM Lane V/C Ratio 0.054 0.13 - - 0.012 - - 0.32
HCM Control Delay (s/veh) 20 9.5 0.5 - 8.1 - - 24
HCM Lane LOS C A A - A - - C
HCM 95th %tile Q (veh) 0.2 0.4 - - 0 - - 1.3

ATTACHMENT B
1266
HCM Signalized Intersection Capacity Analysis Background Conditions 29: S Center Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 63 44 0 0 0 0 0 0 166 1169 0
Future Volume (vph) 0 63 44 0 0 0 0 0 0 166 1169 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.91
Frpb, ped/bikes 0.99 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.93 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 3303 5050
Flt Permitted 1.00 0.99
Satd. Flow (perm) 3303 5050
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 71 49 0 0 0 0 0 0 187 1313 0
RTOR Reduction (vph) 0 36 0 0 0 0 0 0 0 0 22 0
Lane Group Flow (vph) 0 8400000000 1478 0
Confl. Peds. (#/hr) 2 6
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 23.0 52.0
Effective Green, g (s) 23.0 52.0
Actuated g/C Ratio 0.27 0.61
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 893 3089
v/s Ratio Prot c0.03
v/s Ratio Perm 0.29
v/c Ratio 0.09 0.47
Uniform Delay, d1 23.2 9.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.2 0.5
Delay (s) 23.4 9.5
Level of Service C A
Approach Delay (s/veh) 23.4 0.0 0.0 9.5
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.36
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1267
HCM Signalized Intersection Capacity Analysis Background Conditions 30: S El Dorado Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 96 115 0 0 0 0 0 1598 100000
Future Volume (vph) 96 115 0 0 0 0 0 1598 100000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.86
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 3444 6342
Flt Permitted 0.97 1.00
Satd. Flow (perm) 3444 6342
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 112 134 0 0 0 0 0 1858 116000
RTOR Reduction (vph) 0 19 0 0 0 0 0 11 0 0 0 0
Lane Group Flow (vph) 0 227 0 0 0 0 0 1963 0 0 0 0
Confl. Peds. (#/hr) 9 11
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 22.0 53.0
Effective Green, g (s) 22.0 53.0
Actuated g/C Ratio 0.26 0.62
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 891 3954
v/s Ratio Prot c0.31
v/s Ratio Perm 0.07
v/c Ratio 0.25 0.49
Uniform Delay, d1 24.9 8.7
Progression Factor 0.99 1.00
Incremental Delay, d2 0.6 0.4
Delay (s) 25.5 9.1
Level of Service C A
Approach Delay (s/veh) 25.5 0.0 9.1 0.0
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1268
HCM 6th AWSC Background Conditions
31: S Hunter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 141 66 0 0 0 0 0 29 62 84 0
Future Vol, veh/h 0 141 66 0 0 0 0 0 29 62 84 0
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 193 90 0 0 0 0 0 40 85 115 0
Number of Lanes 0 2 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 2
HCM Control Delay, s/veh 8.9 8.2 9.2

HCM LOS A A A
Lane NBLn1 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 42% 0% 100%
Vol Right, % 100% 0% 58% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 94 113 62 84
LT Vol 0 0 0 62 0
Through Vol 0 94 47 0 84
RT Vol 29 0 66 0 0
Lane Flow Rate 40 129 155 85 115
Geometry Grp 4b 5 5 5 5
Degree of Util (X) 0.054 0.185 0.204 0.136 0.168
Departure Headway (Hd) 4.857 5.162 4.752 5.759 5.257
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 735 695 755 623 682
Service Time 2.899 2.89 2.48 3.496 2.993
HCM Lane V/C Ratio 0.054 0.186 0.205 0.136 0.169
HCM Control Delay, s/veh 8.2 9.1 8.7 9.4 9.1
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.2 0.7 0.8 0.5 0.6

ATTACHMENT B
1269
HCM Signalized Intersection Capacity Analysis Background Conditions 32: S San Joaquin Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 66 122 36 0 0 0 0 170 39 25 99 0
Future Volume (vph) 66 122 36 0 0 0 0 170 39 25 99 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.98 0.97 1.00
Flpb, ped/bikes 0.99 1.00 0.98
Frt 0.97 0.97 1.00
Flt Protected 0.98 1.00 0.99
Satd. Flow (prot) 3349 3351 3441
Flt Permitted 0.98 1.00 0.87
Satd. Flow (perm) 3349 3351 3042
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 82 152 45 0 0 0 0 212 49 31 124 0
RTOR Reduction (vph) 0 22 0 0 0 0 0 24 0 0 0 0
Lane Group Flow (vph) 0 259 0 0 0 0 0 238 0 0 155 0
Confl. Peds. (#/hr) 23 61 111 111
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1148 1723 1564
v/s Ratio Prot c0.07
v/s Ratio Perm 0.08 0.05
v/c Ratio 0.22 0.13 0.09
Uniform Delay, d1 16.3 8.8 8.7
Progression Factor 1.00 1.00 0.41
Incremental Delay, d2 0.4 0.1 0.1
Delay (s) 16.8 9.0 3.7
Level of Service B A A
Approach Delay (s/veh) 16.8 0.0 9.0 3.7
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1270
HCM Signalized Intersection Capacity Analysis Background Conditions 33: S Sutter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 89 80 0 0 0 0 102 16 4 95 0
Future Volume (vph) 22 89 80 0 0 0 0 102 16 4 95 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 0.95
Frpb, ped/bikes 0.92 1.00 0.89 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.99
Frt 0.93 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 3034 1863 1420 3522
Flt Permitted 0.99 1.00 1.00 0.94
Satd. Flow (perm) 3034 1863 1420 3346
Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 29 119 107 0 0 0 0 136 21 5 127 0
RTOR Reduction (vph) 0 61 0 0 0 0 0 0 12 0 0 0
Lane Group Flow (vph) 0 194 0 0 0 0 0 136 9 0 132 0
Confl. Peds. (#/hr) 24 154 70 70
Confl. Bikes (#/hr) 1 2
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1300 798 608 1434
v/s Ratio Prot c0.07
v/s Ratio Perm 0.06 0.01 0.04
v/c Ratio 0.14 0.17 0.01 0.09
Uniform Delay, d1 12.2 12.3 11.5 11.8
Progression Factor 1.95 1.00 1.00 0.28
Incremental Delay, d2 0.2 0.4 0.0 0.1
Delay (s) 24.0 12.7 11.5 3.5
Level of Service C B B A
Approach Delay (s/veh) 24.0 0.0 12.6 3.5
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1271
HCM 6th Signalized Intersection Summary Background Conditions 34: California Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 78 14 0 0 0 0 268 74 34 214 0 Future Volume (veh/h) 16 78 14 0 0 0 0 268 74 34 214 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 21 103 18 0 353 97 45 282 0
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 141 714 129 0 1617 438 267 1640 0
Arrive On Green 0.27 0.27 0.27 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 519 2629 476 0 2855 748 345 2885 0
Grp Volume(v), veh/h 75 0 67 0 225 225 167 160 0
Grp Sat Flow(s),veh/h/ln 1844 0 1779 0 1777 1733 1528 1617 0 Q Serve(g_s), s 2.2 0.0 2.0 0.0 4.2 4.3 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.2 0.0 2.0 0.0 4.2 4.3 0.0 0.0 0.0 Prop In Lane 0.28 0.27 0.00 0.43 0.27 0.00
Lane Grp Cap(c), veh/h 501 0 483 0 1041 1015 960 947 0
V/C Ratio(X) 0.15 0.00 0.14 0.00 0.22 0.22 0.17 0.17 0.00 Avail Cap(c_a), veh/h 501 0 483 0 1041 1015 960 947 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.99 0.00 0.99 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 19.4 0.0 19.3 0.0 6.9 6.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.6 0.0 0.5 0.5 0.4 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.9 0.0 1.5 1.5 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.0 0.0 19.9 0.0 7.4 7.4 0.4 0.4 0.0 LnGrp LOS B B AAAA
Approach Vol, veh/h 142 450 327
Approach Delay, s/veh 19.9 7.4 0.4
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 6.3 4.2 2.0
Green Ext Time (p_c), s 0.5 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.8
HCM 6th LOS A

ATTACHMENT B
1272
HCM Signalized Intersection Capacity Analysis Background Conditions 35: S American Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 149 0 0 0 0 0 0 0 108 0 0
Future Volume (vph) 30 149 0 0 0 0 0 0 0 108 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 3498 1765
Flt Permitted 0.99 0.75
Satd. Flow (perm) 3498 1407
Peak-hour factor, PHF 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 Adj. Flow (vph) 56 276 0 0 0 0 0 0 0 200 0 0
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 332 0 0 0 0 0 0 0 0 200 0
Confl. Peds. (#/hr) 10 2 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1998 402
v/s Ratio Prot
v/s Ratio Perm 0.09 c0.14
v/c Ratio 0.16 0.49
Uniform Delay, d1 7.1 20.8
Progression Factor 0.86 0.64
Incremental Delay, d2 0.1 3.6
Delay (s) 6.3 17.0
Level of Service A B
Approach Delay (s/veh) 6.3 0.0 0.0 17.0
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1273
HCM Signalized Intersection Capacity Analysis Background Conditions 36: S Stanislaus Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 102 108 0 0 0 0 512 52 9 215 0
Future Volume (vph) 51 102 108 0 0 0 0 512 52 9 215 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.93 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3255 3486 3532
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 3255 3486 3256
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Adj. Flow (vph) 71 142 150 0 0 0 0 711 72 12 299 0
RTOR Reduction (vph) 0 96 0 0 0 0 0 11 0 0 0 0
Lane Group Flow (vph) 0 267 0 0 0 0 0 772 0 0 312 0
Confl. Peds. (#/hr) 13 4 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1162 1743 1628
v/s Ratio Prot c0.22
v/s Ratio Perm 0.08 0.10
v/c Ratio 0.22 0.44 0.19
Uniform Delay, d1 15.7 11.2 9.6
Progression Factor 0.90 1.00 0.70
Incremental Delay, d2 0.4 0.8 0.2
Delay (s) 14.7 12.0 7.0
Level of Service B B A
Approach Delay (s/veh) 14.7 0.0 12.0 7.0
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1274
HCM 6th TWSC Background Conditions
37: S Grant Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 110 0 0 0 0 0 8 0 9 5 0
Future Vol, veh/h 52 110 0 0 0 0 0 8 0 9 5 0
Conflicting Peds, #/hr 10 0 0 0 0 0 0 0 4 4 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 74 157 0 0 0 0 0 11 0 13 7 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 10 0 0 - 315 83 246 315 -
Stage 1 - - - - 305 - 10 10 -
Stage 2 - - - - 10 - 236 305 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1608 - - 0 599 960 687 599 0
Stage 1 - - - 0 661 - - - 0
Stage 2 - - - 0 - - 746 661 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1593 - - - 563 960 644 563 -
Mov Cap-2 Maneuver - - - - 563 - 644 563 -
Stage 1 - - - - 627 - - - -
Stage 2 - - - - - - 695 627 -
Approach EB NB SB
HCM Control Delay, s/v 2.4 11.5 11.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 563 1593 - - 613
HCM Lane V/C Ratio 0.02 0.047 - - 0.033
HCM Control Delay (s/veh) 11.5 7.4 0.1 - 11.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0.1 - - 0.1

ATTACHMENT B
1275
HCM 6th TWSC Background Conditions
38: S Aurora Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 96 15 0 0 0 0 102 9 4 36 0
Future Vol, veh/h 9 96 15 0 0 0 0 102 9 4 36 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 123 19 0 0 0 0 131 12 5 46 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 160 74 155 169 -
Stage 1 - - - - 158 - 2 2 -
Stage 2 - - - - 2 - 153 167 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 731 973 797 723 0
Stage 1 - - - 0 766 - - - 0
Stage 2 - - - 0 - - 834 759 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 723 972 673 715 -
Mov Cap-2 Maneuver - - - - 723 - 673 715 -
Stage 1 - - - - 759 - - - -
Stage 2 - - - - - - 677 752 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 11 10.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 738 1616 - - 711
HCM Lane V/C Ratio 0.193 0.007 - - 0.072
HCM Control Delay (s/veh) 11 7.2 0 - 10.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.7 0 - - 0.2

ATTACHMENT B
1276
HCM 6th TWSC Background Conditions
39: Union Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 88 5 0 0 0 0 90 8 15 39 0
Future Vol, veh/h 8 88 5 0 0 0 0 90 8 15 39 0
Conflicting Peds, #/hr 1 0 1 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 97 5 0 0 0 0 99 9 16 43 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 120 53 118 122 -
Stage 1 - - - - 119 - 1 1 -
Stage 2 - - - - 1 - 117 121 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 769 1003 846 767 0
Stage 1 - - - 0 796 - - - 0
Stage 2 - - - 0 - - 875 795 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 763 1002 751 761 -
Mov Cap-2 Maneuver - - - - 763 - 751 761 -
Stage 1 - - - - 790 - - - -
Stage 2 - - - - - - 754 789 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.4 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 778 1618 - - 758
HCM Lane V/C Ratio 0.138 0.005 - - 0.078
HCM Control Delay (s/veh) 10.4 7.2 0 - 10.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0.3

ATTACHMENT B
1277
HCM 6th TWSC Background Conditions
40: Pilgrim Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 108 2 0 0 0 0 8 9 13 4 0
Future Vol, veh/h 6 108 2 0 0 0 0 8 9 13 4 0
Conflicting Peds, #/hr 3 0 1 0 0 0 0 0 9 9 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 67 67 67 67 67 67 67 67 67 67 67 67
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 161 3 0 0 0 0 12 13 19 6 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 3 0 0 - 185 92 117 186 -
Stage 1 - - - - 182 - 3 3 -
Stage 2 - - - - 3 - 114 183 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1618 - - 0 708 947 847 707 0
Stage 1 - - - 0 748 - - - 0
Stage 2 - - - 0 - - 879 747 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1613 - - - 701 946 818 700 -
Mov Cap-2 Maneuver - - - - 701 - 818 700 -
Stage 1 - - - - 743 - - - -
Stage 2 - - - - - - 847 742 -
Approach EB NB SB
HCM Control Delay, s/v 0.4 9.6 9.7

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 812 1613 - - 787
HCM Lane V/C Ratio 0.031 0.006 - - 0.032
HCM Control Delay (s/veh) 9.6 7.2 0 - 9.7
HCM Lane LOS A A A - A
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1278
HCM 6th Signalized Intersection Summary Background Conditions 41: Airport Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 84 19 0 0 0 0 815 39 77 591 0 Future Volume (veh/h) 26 84 19 0 0 0 0 815 39 77 591 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 29 93 21 0 906 43 86 657 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 56 185 43 0 2796 133 282 2081 0
Arrive On Green 0.08 0.08 0.08 0.00 0.81 0.81 1.00 1.00 0.00 Sat Flow, veh/h 706 2331 541 0 3547 164 286 2656 0
Grp Volume(v), veh/h 75 0 68 0 466 483 329 414 0
Grp Sat Flow(s),veh/h/ln 1835 0 1743 0 1777 1840 1240 1617 0 Q Serve(g_s), s 3.6 0.0 3.3 0.0 6.1 6.1 0.2 0.0 0.0
Cycle Q Clear(g_c), s 3.6 0.0 3.3 0.0 6.1 6.1 6.3 0.0 0.0 Prop In Lane 0.38 0.31 0.00 0.09 0.26 0.00
Lane Grp Cap(c), veh/h 145 0 138 0 1439 1490 1054 1309 0 V/C Ratio(X) 0.52 0.00 0.49 0.00 0.32 0.32 0.31 0.32 0.00 Avail Cap(c_a), veh/h 449 0 426 0 1439 1490 1054 1309 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 39.8 0.0 39.7 0.0 2.2 2.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 1.0 0.0 0.6 0.6 0.7 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 1.5 0.0 1.3 1.3 0.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.9 0.0 40.7 0.0 2.8 2.8 0.7 0.6 0.0 LnGrp LOS D D AAAA
Approach Vol, veh/h 143 949 743
Approach Delay, s/veh 40.8 2.8 0.7
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 77.9 77.9 12.1
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 8.3 8.1 5.6
Green Ext Time (p_c), s 1.0 0.9 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 4.9
HCM 6th LOS A

ATTACHMENT B
1279
HCM 6th TWSC Background Conditions
42: Sierra Nevada Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 186 2 0 0 0 0 15 15 24 7 0
Future Vol, veh/h 14 186 2 0 0 0 0 15 15 24 7 0
Conflicting Peds, #/hr 2 0 2 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 209 2 0 0 0 0 17 17 27 8 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 246 108 147 247 -
Stage 1 - - - - 244 - 2 2 -
Stage 2 - - - - 2 - 145 245 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 655 925 807 654 0
Stage 1 - - - 0 703 - - - 0
Stage 2 - - - 0 - - 843 702 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 645 923 768 644 -
Mov Cap-2 Maneuver - - - - 645 - 768 644 -
Stage 1 - - - - 694 - - - -
Stage 2 - - - - - - 799 693 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 10 10.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 759 1616 - - 736
HCM Lane V/C Ratio 0.044 0.01 - - 0.047
HCM Control Delay (s/veh) 10 7.3 0 - 10.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1280
HCM 6th Signalized Intersection Summary Background Conditions 43: S Wilson Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 148 50 0 0 0 0 686 63 118 623 0 Future Volume (veh/h) 15 148 50 0 0 0 0 686 63 118 623 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 157 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 24 239 83 0 2133 196 157 2813 0
Arrive On Green 0.03 0.03 0.03 0.00 0.65 0.65 0.12 1.00 0.00 Sat Flow, veh/h 247 2463 857 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 120 0 106 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1858 0 1710 0 1777 1815 1781 1777 0 Q Serve(g_s), s 5.8 0.0 5.5 0.0 9.0 9.0 6.2 0.0 0.0
Cycle Q Clear(g_c), s 5.8 0.0 5.5 0.0 9.0 9.0 6.2 0.0 0.0 Prop In Lane 0.13 0.50 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 181 0 166 0 1152 1177 157 2813 0 V/C Ratio(X) 0.67 0.00 0.64 0.00 0.34 0.34 0.80 0.24 0.00 Avail Cap(c_a), veh/h 434 0 399 0 1152 1177 257 2813 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 42.1 0.0 42.0 0.0 7.2 7.2 39.0 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 1.5 0.0 0.8 0.8 3.5 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 2.5 0.0 3.4 3.4 2.8 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.7 0.0 43.5 0.0 8.0 8.0 42.5 0.2 0.0 LnGrp LOS D D A A D A
Approach Vol, veh/h 226 797 789
Approach Delay, s/veh 43.6 8.0 7.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.9 63.3 76.3 13.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 8.2 11.0 2.0 7.8
Green Ext Time (p_c), s 0.1 14.0 15.0 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 12.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1281
HCM 6th TWSC Background Conditions
44: S Eugenia Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 312 16 0 0 0 37
Future Vol, veh/h 312 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 339 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 181
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 831
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 829
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 9.6

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 829 - -
HCM Lane V/C Ratio 0.049 - -
HCM Control Delay (s/veh) 9.6 - -
HCM Lane LOS A - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
1282
HCM 6th TWSC Background Conditions
45: Della Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 54 264 12 0 0 0 0 3 2 5 54 0
Future Vol, veh/h 54 264 12 0 0 0 0 3 2 5 54 0
Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 61 297 13 0 0 0 0 3 2 6 61 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 430 161 274 436 -
Stage 1 - - - - 430 - 0 0 -
Stage 2 - - - - 0 - 274 436 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 516 855 657 512 0
Stage 1 - - - 0 582 - - - 0
Stage 2 - - - 0 - - 709 578 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 514 852 652 510 -
Mov Cap-2 Maneuver - - - - 514 - 652 510 -
Stage 1 - - - - 580 - - - -
Stage 2 - - - - - - 703 576 -
Approach EB NB SB
HCM Control Delay, s/v 10.9 12.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 611 - - - 520
HCM Lane V/C Ratio 0.009 - - - 0.127
HCM Control Delay (s/veh) 10.9 - - - 12.9
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0 - - - 0.4

ATTACHMENT B
1283
HCM Signalized Intersection Capacity Analysis Background Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 28 38 7 121 0 0 128 18
Future Volume (vph) 0 0 0 23 28 38 7 121 0 0 128 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.97 1.00 0.99
Flpb, ped/bikes 0.98 0.99 1.00
Frt 0.93 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3140 3526 3461
Flt Permitted 0.98 0.94 1.00
Satd. Flow (perm) 3140 3332 3461
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 26 32 43 8 138 0 0 145 20
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 101 0 0 146 0 0 165 0
Confl. Peds. (#/hr) 16 10 28 28
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 5.1 28.9 28.9
Effective Green, g (s) 5.1 28.9 28.9
Actuated g/C Ratio 0.07 0.41 0.41
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 228 1375 1428
v/s Ratio Prot c0.05
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.44 0.10 0.11
Uniform Delay, d1 31.0 12.6 12.6
Progression Factor 1.13 0.72 1.00
Incremental Delay, d2 0.4 0.1 0.1
Delay (s) 35.8 9.3 12.8
Level of Service D A B
Approach Delay (s/veh) 0.0 35.8 9.3 12.8
Approach LOS A D A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1284
HCM Signalized Intersection Capacity Analysis Background Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 43 12 13 134 0 0 85 23
Future Volume (vph) 0 0 0 23 43 12 13 134 0 0 85 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.98
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.97 1.00 0.96
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3347 1847 3377
Flt Permitted 0.98 0.97 1.00
Satd. Flow (perm) 3347 1800 3377
Peak-hour factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph) 0 0 0 29 54 15 16 170 0 0 108 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 98 0 0 186 0 0 137 0
Confl. Peds. (#/hr) 24 14 52 52
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 717 488 916
v/s Ratio Prot 0.04
v/s Ratio Perm 0.03 c0.10
v/c Ratio 0.13 0.38 0.14
Uniform Delay, d1 22.2 20.7 19.3
Progression Factor 0.67 0.68 1.00
Incremental Delay, d2 0.3 2.2 0.3
Delay (s) 15.4 16.4 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 15.4 16.4 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1285
HCM Signalized Intersection Capacity Analysis Background Conditions 4: California Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 27 57 24 9 216 0 0 249 8
Future Volume (vph) 0 0 0 27 57 24 9 216 0 0 249 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3358 3531 3521
Flt Permitted 0.98 0.93 1.00
Satd. Flow (perm) 3358 3321 3521
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 31 66 28 10 248 0 0 286 9
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 125 0 0 258 0 0 295 0
Confl. Peds. (#/hr) 2 9 9 9
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 719 901 955
v/s Ratio Prot c0.08
v/s Ratio Perm 0.04 0.08
v/c Ratio 0.17 0.28 0.30
Uniform Delay, d1 22.4 20.1 20.2
Progression Factor 1.79 0.83 1.00
Incremental Delay, d2 0.5 0.7 0.8
Delay (s) 40.7 17.5 21.1
Level of Service D B C
Approach Delay (s/veh) 0.0 40.7 17.5 21.1
Approach LOS A D B C
Intersection Summary
HCM 2000 Control Delay (s/veh) 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1286
HCM Signalized Intersection Capacity Analysis Background Conditions 5: S American Street/N American Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 22 88 19 3 24 0 0 12 15
Future Volume (vph) 0 0 0 22 88 19 3 24 0 0 12 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.98
Flpb, ped/bikes 0.99 0.99 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.99 1.00 1.00
Satd. Flow (prot) 3394 1851 1863 1561
Flt Permitted 0.99 0.98 1.00 1.00
Satd. Flow (perm) 3394 1829 1863 1561
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 0 0 0 26 104 22 4 28 0 0 14 18
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 152 0 0 32 0 0 14 18
Confl. Peds. (#/hr) 15 5 2 2
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 11.0 23.0 23.0 23.0
Effective Green, g (s) 11.0 23.0 23.0 23.0
Actuated g/C Ratio 0.16 0.33 0.33 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 533 600 612 512
v/s Ratio Prot 0.01
v/s Ratio Perm 0.04 c0.02 0.01
v/c Ratio 0.28 0.05 0.02 0.03
Uniform Delay, d1 26.0 16.0 15.8 15.9
Progression Factor 0.89 0.57 1.00 1.00
Incremental Delay, d2 1.3 0.1 0.0 0.1
Delay (s) 24.5 9.4 15.9 16.0
Level of Service C A B B
Approach Delay (s/veh) 0.0 24.5 9.4 16.0
Approach LOS A C A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.08
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1287
HCM Signalized Intersection Capacity Analysis Background Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 66 68 12 39 249 0 0 295 8
Future Volume (vph) 0 0 0 66 68 12 39 249 0 0 295 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.98 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 3411 3514 3523
Flt Permitted 0.97 0.87 1.00
Satd. Flow (perm) 3411 3104 3523
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 72 74 13 42 271 0 0 321 9
RTOR Reduction (vph) 000080000030
Lane Group Flow (vph) 0 0 0 0 151 0 0 313 0 0 327 0
Confl. Peds. (#/hr) 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1218 1552 1761
v/s Ratio Prot 0.09
v/s Ratio Perm 0.04 c0.10
v/c Ratio 0.12 0.20 0.18
Uniform Delay, d1 15.1 9.7 9.6
Progression Factor 1.00 0.80 1.00
Incremental Delay, d2 0.2 0.2 0.2
Delay (s) 15.3 8.0 9.8
Level of Service B A A
Approach Delay (s/veh) 0.0 15.3 8.0 9.8
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1288
HCM 6th TWSC Background Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 7 124 11 10 21 0 0 31 25
Future Vol, veh/h 0 0 0 7 124 11 10 21 0 0 31 25
Conflicting Peds, #/hr 0 0 0 1 0 1 0 0 0 0 0 0
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 10 177 16 14 30 0 0 44 36
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 132 215 - - 207 98
Stage 1 - - - 1 1 - - 206 -
Stage 2 - - - 131 214 - - 1 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1620 - - 827 682 0 0 689 939
Stage 1 - - - - - 0 0 730 -
Stage 2 - - - 859 724 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - 752 676 - - 683 938
Mov Cap-2 Maneuver - - - 752 676 - - 683 -
Stage 1 - - - - - - - 724 -
Stage 2 - - - 770 718 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.5 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 699 1618 - - 777
HCM Lane V/C Ratio 0.063 0.006 - - 0.103
HCM Control Delay (s/veh) 10.5 7.2 0 - 10.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.3

ATTACHMENT B
1289
HCM 6th TWSC Background Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 15 75 1 12 96 0 0 38 5
Future Vol, veh/h 0 0 0 15 75 1 12 96 0 0 38 5
Conflicting Peds, #/hr 0 0 0 8 0 1 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 18 90 1 14 116 0 0 46 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 8 0 0 113 136 - - 136 48
Stage 1 - - - 8 8 - - 128 -
Stage 2 - - - 105 128 - - 8 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1611 - - 853 754 0 0 754 1011
Stage 1 - - - - - 0 0 789 -
Stage 2 - - - 889 789 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1599 - - 794 738 - - 738 1010
Mov Cap-2 Maneuver - - - 794 738 - - 738 -
Stage 1 - - - - - - - 779 -
Stage 2 - - - 822 779 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.2 10.9 10.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 744 1599 - - 762
HCM Lane V/C Ratio 0.175 0.011 - - 0.068
HCM Control Delay (s/veh) 10.9 7.3 0 - 10.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.6 0 - - 0.2

ATTACHMENT B
1290
HCM 6th AWSC Background Conditions
9: Union Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 13 78 15 13 108 0 0 76 7
Future Vol, veh/h 0 0 0 13 78 15 13 108 0 0 76 7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 14 82 16 14 114 0 0 80 7
Number of Lanes 000020010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 2 0
HCM Control Delay, s/veh 8.1 8.1 7.8

HCM LOS A A A
Lane NBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 11% 25% 0% 0%
Vol Thru, % 89% 75% 72% 92%
Vol Right, % 0% 0% 28% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 121 52 54 83
LT Vol 13 13 0 0
Through Vol 108 39 39 76
RT Vol 0 0 15 7
Lane Flow Rate 127 55 57 87
Geometry Grp 2552
Degree of Util (X) 0.153 0.078 0.076 0.104
Departure Headway (Hd) 4.328 5.14 4.819 4.298
Convergence, Y/N Yes Yes Yes Yes
Cap 832 700 746 837
Service Time 2.338 2.853 2.532 2.309
HCM Lane V/C Ratio 0.153 0.079 0.076 0.104
HCM Control Delay, s/veh 8.1 8.3 7.9 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.5 0.3 0.2 0.3

ATTACHMENT B
1291
HCM 6th TWSC Background Conditions
10: Pilgrim Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 18 97 15 8 16 0 0 20 5
Future Vol, veh/h 0 0 0 18 97 15 8 16 0 0 20 5
Conflicting Peds, #/hr 0 0 0 4 0 1 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 23 123 19 10 20 0 0 25 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 127 193 - - 184 75
Stage 1 - - - 4 4 - - 180 -
Stage 2 - - - 123 189 - - 4 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1616 - - 834 701 0 0 709 971
Stage 1 - - - - - 0 0 749 -
Stage 2 - - - 868 743 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1610 - - 792 686 - - 694 970
Mov Cap-2 Maneuver - - - 792 686 - - 694 -
Stage 1 - - - - - - - 736 -
Stage 2 - - - 819 730 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1 10.2 10.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 718 1610 - - 736
HCM Lane V/C Ratio 0.042 0.014 - - 0.043
HCM Control Delay (s/veh) 10.2 7.3 0 - 10.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1292
HCM 6th Signalized Intersection Summary Background Conditions 11: Airport Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 41 93 61 10 869 0 0 749 17 Future Volume (veh/h) 0 0 0 41 93 61 10 869 0 0 749 17
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 43 98 64 11 915 0 0 788 18
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222220022
Cap, veh/h 74 170 113 51 2711 0 0 2789 64
Arrive On Green 0.10 0.10 0.10 1.00 1.00 0.00 0.00 0.79 0.79 Sat Flow, veh/h 718 1646 1089 13 3536 0 0 3644 81
Grp Volume(v), veh/h 110 0 95 494 432 0 0 394 412
Grp Sat Flow(s),veh/h/ln 1834 0 1618 1847 1617 0 0 1777 1855 Q Serve(g_s), s 5.1 0.0 5.0 0.0 0.0 0.0 0.0 5.5 5.5
Cycle Q Clear(g_c), s 5.1 0.0 5.0 0.0 0.0 0.0 0.0 5.5 5.5 Prop In Lane 0.39 0.67 0.02 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 190 0 167 1492 1270 0 0 1396 1457 V/C Ratio(X) 0.58 0.00 0.57 0.33 0.34 0.00 0.00 0.28 0.28 Avail Cap(c_a), veh/h 448 0 396 1492 1270 0 0 1396 1457 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 0.0 38.4 0.0 0.0 0.0 0.0 2.7 2.7 Incr Delay (d2), s/veh 1.0 0.0 1.1 0.6 0.7 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 2.0 0.2 0.2 0.0 0.0 1.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.5 0.0 39.6 0.6 0.7 0.0 0.0 3.2 3.1 LnGrp LOS D D A A A A
Approach Vol, veh/h 205 926 806
Approach Delay, s/veh 39.5 0.6 3.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 75.7 14.3 75.7
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 7.1 7.5
Green Ext Time (p_c), s 0.9 0.7 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 5.8
HCM 6th LOS A

ATTACHMENT B
1293
HCM 6th TWSC Background Conditions
12: Sierra Nevada Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 30 154 40 9 37 0 0 49 32
Future Vol, veh/h 0 0 0 30 154 40 9 37 0 0 49 32
Conflicting Peds, #/hr 0 0 0 6 0 3 9 0 0 0 0 9
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 32 164 43 10 39 0 0 52 34
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 6 0 0 187 280 - - 259 116
Stage 1 - - - 6 6 - - 253 -
Stage 2 - - - 181 274 - - 6 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1613 - - 756 627 0 0 644 914
Stage 1 - - - - - 0 0 696 -
Stage 2 - - - 803 682 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1604 - - 665 607 - - 623 911
Mov Cap-2 Maneuver - - - 665 607 - - 623 -
Stage 1 - - - - - - - 678 -
Stage 2 - - - 697 664 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1 11.3 10.8

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 618 1604 - - 712
HCM Lane V/C Ratio 0.079 0.02 - - 0.121
HCM Control Delay (s/veh) 11.3 7.3 0.1 - 10.8
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.4

ATTACHMENT B
1294
HCM 6th Signalized Intersection Summary Background Conditions 13: S Wilson Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 126 183 27 936 0 0 933 29 Future Volume (veh/h) 0 0 0 107 126 183 27 936 0 0 933 29 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 110 130 189 28 965 0 0 962 30
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 232 301 237 444 2628 0 0 2600 81
Arrive On Green 0.15 0.15 0.15 1.00 1.00 0.00 0.00 0.74 0.74 Sat Flow, veh/h 1553 2016 1582 567 3647 0 0 3611 110
Grp Volume(v), veh/h 127 113 189 28 965 0 0 486 506
Grp Sat Flow(s),veh/h/ln 1793 1777 1582 567 1777 0 0 1777 1850 Q Serve(g_s), s 5.8 5.2 10.4 0.6 0.0 0.0 0.0 8.8 8.8
Cycle Q Clear(g_c), s 5.8 5.2 10.4 9.5 0.0 0.0 0.0 8.8 8.8 Prop In Lane 0.87 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 268 266 237 444 2628 0 0 1314 1368 V/C Ratio(X) 0.47 0.43 0.80 0.06 0.37 0.00 0.00 0.37 0.37 Avail Cap(c_a), veh/h 458 454 404 444 2628 0 0 1314 1368 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.0 34.8 37.0 0.6 0.0 0.0 0.0 4.2 4.2 Incr Delay (d2), s/veh 0.5 0.4 2.4 0.2 0.3 0.0 0.0 0.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 2.2 4.1 0.0 0.1 0.0 0.0 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.5 35.2 39.3 0.8 0.3 0.0 0.0 5.0 5.0 LnGrp LOS D D D A A A A
Approach Vol, veh/h 429 993 992
Approach Delay, s/veh 37.1 0.3 5.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.5 18.5 71.5
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 11.5 12.4 10.8
Green Ext Time (p_c), s 3.4 0.9 2.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 8.8
HCM 6th LOS A

ATTACHMENT B
1295
HCM Signalized Intersection Capacity Analysis Background Conditions 14: Market Street/E Market Street & Main St/Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 0 0 0 0 378 1 9 7 0 0 0 27
Future Volume (vph) 0 0 0 0 378 1 9 7 0 0 0 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00
Frpb, ped/bikes 0.99 1.00 0.94
Flpb, ped/bikes 1.00 0.98 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 0.97 1.00
Satd. Flow (prot) 3538 1774 1530
Flt Permitted 1.00 0.97 1.00
Satd. Flow (perm) 3538 1774 1530
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 0 0 0 402 1 10 7 0 0 0 29
RTOR Reduction (vph) 0 0 0 0 0 0 0 16 0 0 0 28
Lane Group Flow (vph) 0 0 0 0 403 0 0 1 0 0 0 1
Confl. Peds. (#/hr) 1 4 4
Confl. Bikes (#/hr) 2 1
Turn Type NA Perm NA Perm
Protected Phases 6 4 5
Permitted Phases 5 5
Actuated Green, G (s) 27.6 1.4 1.4
Effective Green, g (s) 27.6 1.4 1.4
Actuated g/C Ratio 0.71 0.04 0.04
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2503 63 54
v/s Ratio Prot c0.11
v/s Ratio Perm 0.00 c0.00
v/c Ratio 0.16 0.00 0.01
Uniform Delay, d1 1.8 18.1 18.1
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 0.0
Delay (s) 1.9 18.1 18.1
Level of Service A B B
Approach Delay (s/veh) 0.0 1.9 18.1 18.1
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 39.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1296
HCM 6th TWSC Background Conditions
15: B Street/E Washington Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 416 32 15 326 1 28 2 38 1 2 14
Future Vol, veh/h 5 416 32 15 326 1 28 2 38 1 2 14
Conflicting Peds, #/hr 1 0 1 1 0 1 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 443 34 16 347 1 30 2 40 1 2 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 349 0 0 478 0 0 681 852 240 614 869 178 Stage 1 - - - - - - 471 471 - 381 381 -
Stage 2 - - - - - - 210 381 - 233 488 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1207 - - 1081 - - 336 295 761 376 289 834 Stage 1 - - - - - - 542 558 - 613 612 -
Stage 2 - - - - - - 773 612 - 749 548 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1206 - - 1080 - - 321 287 760 347 281 831 Mov Cap-2 Maneuver - - - - - - 321 287 - 347 281 -
Stage 1 - - - - - - 538 554 - 609 600 -
Stage 2 - - - - - - 741 600 - 702 544 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.5 14 10.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 472 1206 - - 1080 - - 633
HCM Lane V/C Ratio 0.153 0.004 - - 0.015 - - 0.029
HCM Control Delay (s/veh) 14 8 0 - 8.4 0.1 - 10.9
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0 - - 0.1

ATTACHMENT B
1297
HCM 6th TWSC Background Conditions
16: E Lafayette Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 394 9 25 333 12 11 4 31 0 3 15
Future Vol, veh/h 40 394 9 25 333 12 11 4 31 0 3 15
Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 41 402 9 26 340 12 11 4 32 0 3 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 353 0 0 411 0 0 713 894 206 684 892 177 Stage 1 - - - - - - 489 489 - 399 399 -
Stage 2 - - - - - - 224 405 - 285 493 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1202 - - 1144 - - 319 279 800 335 280 835 Stage 1 - - - - - - 529 548 - 598 601 -
Stage 2 - - - - - - 758 597 - 698 545 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1201 - - 1144 - - 293 259 800 300 260 834 Mov Cap-2 Maneuver - - - - - - 293 259 - 300 260 -
Stage 1 - - - - - - 506 524 - 571 584 -
Stage 2 - - - - - - 719 580 - 636 521 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.8 0.6 12.9 11.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 501 1201 - - 1144 - - 610
HCM Lane V/C Ratio 0.094 0.034 - - 0.022 - - 0.03
HCM Control Delay (s/veh) 12.9 8.1 0.1 - 8.2 0.1 - 11.1 HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.1 - - 0.1

ATTACHMENT B
1298
HCM Signalized Intersection Capacity Analysis Background Conditions 17: Main Street & D Street Timing Plan: PM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 9 450 370 15 8 8
Future Volume (vph) 9 450 370 15 8 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00
Flpb, ped/bikes 0.99 1.00 1.00
Frt 1.00 0.99 0.93
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 3536 3516 1695
Flt Permitted 0.94 1.00 0.97
Satd. Flow (perm) 3333 3516 1695
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 10 479 394 16 9 9
RTOR Reduction (vph) 005090
Lane Group Flow (vph) 0 489 405090
Confl. Peds. (#/hr) 1 1
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 9.9 9.9 0.6
Effective Green, g (s) 9.9 9.9 0.6
Actuated g/C Ratio 0.48 0.48 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 1609 1697 49
v/s Ratio Prot 0.12
v/s Ratio Perm c0.15 c0.01
v/c Ratio 0.30 0.23 0.18
Uniform Delay, d1 3.2 3.0 9.7
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.2 0.6
Delay (s) 3.5 3.3 10.3
Level of Service A A B
Approach Delay (s/veh) 3.5 3.3 10.3
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 20.5 Sum of lost time (s) 10.0 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1299
HCM 6th TWSC Background Conditions
18: Marsh Street/E Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 428 0 18 332 37 4 3 18 51 8 25
Future Vol, veh/h 6 428 0 18 332 37 4 3 18 51 8 25
Conflicting Peds, #/hr 1 0 5 5 0 1 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 465 0 20 361 40 4 3 20 55 9 27
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 402 0 0 470 0 0 710 926 238 670 906 203 Stage 1 - - - - - - 484 484 - 422 422 -
Stage 2 - - - - - - 226 442 - 248 484 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1153 - - 1088 - - 321 267 763 343 275 804 Stage 1 - - - - - - 533 550 - 580 587 -
Stage 2 - - - - - - 756 575 - 734 550 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1152 - - 1083 - - 293 257 759 323 265 802 Mov Cap-2 Maneuver - - - - - - 293 257 - 323 265 -
Stage 1 - - - - - - 526 543 - 575 572 -
Stage 2 - - - - - - 701 561 - 705 543 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.5 12.5 17.3

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 510 1152 - - 1083 - - 383
HCM Lane V/C Ratio 0.053 0.006 - - 0.018 - - 0.238
HCM Control Delay (s/veh) 12.5 8.1 0 - 8.4 0.1 - 17.3
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0.1 - - 0.9

ATTACHMENT B
1300
HCM 6th TWSC Background Conditions
19: Alma Street/F Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 458 1 31 331 12 2 0 17 17 2 3
Future Vol, veh/h 13 458 1 31 331 12 2 0 17 17 2 3
Conflicting Peds, #/hr 0 0 5 5 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 503 1 34 364 13 2 0 19 19 2 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 377 0 0 509 0 0 788 982 258 720 976 189 Stage 1 - - - - - - 537 537 - 439 439 -
Stage 2 - - - - - - 251 445 - 281 537 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1178 - - 1052 - - 282 248 741 315 250 821 Stage 1 - - - - - - 496 521 - 567 576 -
Stage 2 - - - - - - 731 573 - 702 521 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1178 - - 1047 - - 265 233 737 293 235 821 Mov Cap-2 Maneuver - - - - - - 265 233 - 293 235 -
Stage 1 - - - - - - 485 510 - 557 552 -
Stage 2 - - - - - - 695 550 - 672 510 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.3 0.8 11 17.5

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 621 1178 - - 1047 - - 313
HCM Lane V/C Ratio 0.034 0.012 - - 0.033 - - 0.077
HCM Control Delay (s/veh) 11 8.1 0.1 - 8.6 0.1 - 17.5
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0.1 - - 0.2

ATTACHMENT B
1301
HCM Signalized Intersection Capacity Analysis Background Conditions 20: S Filbert Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 55 397 16 2 319 237 17 49 10 390 35 71 Future Volume (vph) 55 397 16 2 319 237 17 49 10 390 35 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 0.98 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00 1.00 1.00
Frt 0.99 0.93 0.98 1.00 0.89
Flt Protected 0.99 0.99 0.98 0.95 1.00
Satd. Flow (prot) 3496 3279 1809 1770 1661
Flt Permitted 0.81 0.95 0.98 0.95 1.00
Satd. Flow (perm) 2866 3127 1809 1770 1661
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 58 418 17 2 336 249 18 52 11 411 37 75
RTOR Reduction (vph) 0 3 0 0 124 0 0 5 0 0 51 0
Lane Group Flow (vph) 0 490 0 0 463 0 0 76 0 411 61 0
Confl. Peds. (#/hr) 4 5 5 4 1 1
Confl. Bikes (#/hr) 2
Turn Type Perm NA Perm NA Split NA Split NA
Protected Phases 2 6 4 4 3 3
Permitted Phases 2 6
Actuated Green, G (s) 22.1 22.1 6.2 20.9 20.9
Effective Green, g (s) 22.1 22.1 6.2 20.9 20.9
Actuated g/C Ratio 0.34 0.34 0.10 0.32 0.32
Clearance Time (s) 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0 2.0 2.0
Lane Grp Cap (vph) 971 1059 172 567 532
v/s Ratio Prot c0.04 c0.23 0.04
v/s Ratio Perm c0.17 0.15
v/c Ratio 0.50 0.43 0.43 0.72 0.11
Uniform Delay, d1 17.1 16.7 27.8 19.6 15.6
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.8 0.6 3.8 0.0
Delay (s) 18.3 17.5 28.5 23.4 15.6
Level of Service B B C C B
Approach Delay (s/veh) 18.3 17.5 28.5 21.8
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 65.2 Sum of lost time (s) 16.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1302
HCM 6th TWSC Background Conditions
21: Burkett Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 723 30 11 543 11 8 2 16 5 0 7
Future Vol, veh/h 17 723 30 11 543 11 8 2 16 5 0 7
Conflicting Peds, #/hr 3 0 3 3 0 3 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 777 32 12 584 12 9 2 17 5 0 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 599 0 0 812 0 0 1148 1455 408 1043 1465 301 Stage 1 - - - - - - 832 832 - 617 617 -
Stage 2 - - - - - - 316 623 - 426 848 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 974 - - 810 - - 154 129 593 184 127 695 Stage 1 - - - - - - 330 382 - 444 479 -
Stage 2 - - - - - - 670 476 - 577 376 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 971 - - 808 - - 146 121 591 168 119 693 Mov Cap-2 Maneuver - - - - - - 146 121 - 168 119 -
Stage 1 - - - - - - 318 368 - 428 467 -
Stage 2 - - - - - - 648 464 - 538 362 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.3 0.3 20.2 17.5

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 264 971 - - 808 - - 301
HCM Lane V/C Ratio 0.106 0.019 - - 0.015 - - 0.043
HCM Control Delay (s/veh) 20.2 8.8 0.1 - 9.5 0.1 - 17.5 HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.4 0.1 - - 0 - - 0.1

ATTACHMENT B
1303
HCM 6th TWSC Background Conditions
22: Shasta Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 720 15 5 556 10 5 0 12 3 1 5
Future Vol, veh/h 8 720 15 5 556 10 5 0 12 3 1 5
Conflicting Peds, #/hr 3 0 4 4 0 3 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 783 16 5 604 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 618 0 0 803 0 0 1127 1441 404 1033 1444 312 Stage 1 - - - - - - 813 813 - 623 623 -
Stage 2 - - - - - - 314 628 - 410 821 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 958 - - 817 - - 159 131 596 187 131 684 Stage 1 - - - - - - 339 390 - 440 476 -
Stage 2 - - - - - - 671 474 - 589 387 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 955 - - 814 - - 153 127 594 179 127 681 Mov Cap-2 Maneuver - - - - - - 153 127 - 179 127 -
Stage 1 - - - - - - 332 382 - 431 470 -
Stage 2 - - - - - - 658 468 - 566 379 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 16.9 18.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 321 955 - - 814 - - 281
HCM Lane V/C Ratio 0.058 0.009 - - 0.007 - - 0.035
HCM Control Delay (s/veh) 16.9 8.8 0.1 - 9.5 0 - 18.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1304
HCM 6th TWSC Background Conditions
23: David Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 715 10 4 556 8 11 1 1 2 1 5
Future Vol, veh/h 8 715 10 4 556 8 11 1 1 2 1 5
Conflicting Peds, #/hr 1 0 4 4 0 1 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 777 11 4 604 9 12 1 1 2 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 614 0 0 792 0 0 1116 1427 400 1027 1428 308 Stage 1 - - - - - - 805 805 - 618 618 -
Stage 2 - - - - - - 311 622 - 409 810 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 961 - - 824 - - 162 134 600 189 134 688 Stage 1 - - - - - - 342 393 - 443 479 -
Stage 2 - - - - - - 674 477 - 590 391 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 960 - - 821 - - 156 130 597 184 130 687 Mov Cap-2 Maneuver - - - - - - 156 130 - 184 130 -
Stage 1 - - - - - - 335 385 - 435 475 -
Stage 2 - - - - - - 662 473 - 576 383 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 29.2 16.9

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 163 960 - - 821 - - 310
HCM Lane V/C Ratio 0.087 0.009 - - 0.005 - - 0.028
HCM Control Delay (s/veh) 29.2 8.8 0.1 - 9.4 0 - 16.9
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
1305
HCM 6th TWSC Background Conditions
24: Rendon Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 679 34 18 533 12 16 4 11 6 3 12
Future Vol, veh/h 10 679 34 18 533 12 16 4 11 6 3 12
Conflicting Peds, #/hr 4 0 7 7 0 4 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 730 37 19 573 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 590 0 0 774 0 0 1104 1406 394 1014 1418 297 Stage 1 - - - - - - 778 778 - 622 622 -
Stage 2 - - - - - - 326 628 - 392 796 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 982 - - 837 - - 166 138 605 193 136 699 Stage 1 - - - - - - 355 405 - 441 477 -
Stage 2 - - - - - - 661 474 - 604 397 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 978 - - 831 - - 152 129 599 176 127 696 Mov Cap-2 Maneuver - - - - - - 152 129 - 176 127 -
Stage 1 - - - - - - 345 394 - 430 459 -
Stage 2 - - - - - - 622 456 - 572 386 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.5 26.6 19

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 200 978 - - 831 - - 280
HCM Lane V/C Ratio 0.167 0.011 - - 0.023 - - 0.081
HCM Control Delay (s/veh) 26.6 8.7 0.1 - 9.4 0.2 - 19
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.6 0 - - 0.1 - - 0.3

ATTACHMENT B
1306
HCM 6th Signalized Intersection Summary Background Conditions 25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 510 190 62 414 9 128 23 81 13 30 8 Future Volume (veh/h) 8 510 190 62 414 9 128 23 81 13 30 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 543 202 66 440 10 136 24 86 14 32 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 17 1129 418 84 1726 39 269 54 118 143 272 65 Arrive On Green 0.01 0.45 0.45 0.05 0.49 0.49 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 2518 933 1781 3552 81 735 239 523 262 1210 288 Grp Volume(v), veh/h 9 383 362 66 220 230 246 0 0 55 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1674 1781 1777 1855 1497 0 0 1760 0 0 Q Serve(g_s), s 0.3 8.1 8.2 2.0 3.9 3.9 6.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 8.1 8.2 2.0 3.9 3.9 8.1 0.0 0.0 1.3 0.0 0.0 Prop In Lane 1.00 0.56 1.00 0.04 0.55 0.35 0.25 0.16
Lane Grp Cap(c), veh/h 17 797 750 84 863 901 441 0 0 480 0 0 V/C Ratio(X) 0.54 0.48 0.48 0.79 0.25 0.26 0.56 0.00 0.00 0.11 0.00 0.00 Avail Cap(c_a), veh/h 665 1592 1500 665 1592 1663 1205 0 0 1026 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 26.4 10.4 10.4 25.3 8.1 8.1 19.1 0.0 0.0 16.6 0.0 0.0 Incr Delay (d2), s/veh 9.7 1.6 1.7 6.1 0.6 0.5 0.4 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 2.8 2.7 0.9 1.3 1.3 2.7 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.1 12.0 12.2 31.4 8.6 8.6 19.5 0.0 0.0 16.6 0.0 0.0 LnGrp LOS D B B C A A B B
Approach Vol, veh/h 754 516 246 55
Approach Delay, s/veh 12.4 11.5 19.5 16.6
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 29.0 17.0 5.5 31.0 17.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 10.2 10.1 2.3 5.9 3.3
Green Ext Time (p_c), s 0.1 13.8 1.1 0.0 7.6 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 13.4
HCM 6th LOS B

ATTACHMENT B
1307
HCM 6th TWSC Background Conditions
26: Windsor Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 581 26 4 471 4 11 0 5 4 2 7
Future Vol, veh/h 7 581 26 4 471 4 11 0 5 4 2 7
Conflicting Peds, #/hr 6 0 6 6 0 6 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 599 27 4 486 4 11 0 5 4 2 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 496 0 0 632 0 0 885 1137 319 816 1148 251 Stage 1 - - - - - - 633 633 - 502 502 -
Stage 2 - - - - - - 252 504 - 314 646 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1064 - - 947 - - 239 200 677 269 197 749 Stage 1 - - - - - - 434 472 - 520 540 -
Stage 2 - - - - - - 730 539 - 671 465 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1058 - - 942 - - 231 194 673 262 191 745 Mov Cap-2 Maneuver - - - - - - 231 194 - 262 191 -
Stage 1 - - - - - - 427 464 - 512 534 -
Stage 2 - - - - - - 716 533 - 659 458 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 18.1 15.1

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 291 1058 - - 942 - - 370
HCM Lane V/C Ratio 0.057 0.007 - - 0.004 - - 0.036
HCM Control Delay (s/veh) 18.1 8.4 0 - 8.8 0 - 15.1
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1308
HCM Signalized Intersection Capacity Analysis Background Conditions 27: Netherton Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 529 27 38 441 5 21 6 67 27 12 48 Future Volume (vph) 11 529 27 38 441 5 21 6 67 27 12 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.98
Satd. Flow (prot) 1770 3509 1770 3532 1647 1684
Flt Permitted 0.95 1.00 0.95 1.00 0.89 0.86
Satd. Flow (perm) 1770 3509 1770 3532 1497 1472
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) 11 534 27 38 445 5 21 6 68 27 12 48
RTOR Reduction (vph) 0 3 0 0 1 0 0 56 0 0 40 0
Lane Group Flow (vph) 11 558 0 38 449 0 0 39 0 0 47 0
Confl. Peds. (#/hr) 4 1 2 6 6 2
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.6 15.4 0.8 15.6 6.5 6.5
Effective Green, g (s) 0.6 15.4 0.8 15.6 6.5 6.5
Actuated g/C Ratio 0.02 0.41 0.02 0.41 0.17 0.17
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 28 1433 37 1461 258 253
v/s Ratio Prot 0.01 c0.16 c0.02 0.13
v/s Ratio Perm 0.03 c0.03
v/c Ratio 0.39 0.38 1.02 0.30 0.15 0.18
Uniform Delay, d1 18.3 7.8 18.4 7.4 13.2 13.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.2 0.4 156.1 0.3 0.0 0.1
Delay (s) 21.6 8.3 174.5 7.7 13.3 13.4
Level of Service C A F A B B
Approach Delay (s/veh) 8.5 20.7 13.3 13.4
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 37.7 Sum of lost time (s) 15.0 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1309
HCM 6th TWSC Background Conditions
28: Broadway Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 559 6 10 446 16 12 2 11 13 5 14
Future Vol, veh/h 26 559 6 10 446 16 12 2 11 13 5 14
Conflicting Peds, #/hr 8 0 14 14 0 8 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 576 6 10 460 16 12 2 11 13 5 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 484 0 0 596 0 0 900 1151 308 842 1146 246 Stage 1 - - - - - - 647 647 - 496 496 -
Stage 2 - - - - - - 253 504 - 346 650 -
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - 6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 - - - - - - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1075 - - 976 - - 233 197 688 257 198 754 Stage 1 - - - - - - 426 465 - 524 544 -
Stage 2 - - - - - - 729 539 - 643 463 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1067 - - 963 - - 213 184 677 239 185 748 Mov Cap-2 Maneuver - - - - - - 213 184 - 239 185 -
Stage 1 - - - - - - 405 442 - 501 534 -
Stage 2 - - - - - - 701 529 - 604 440 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.2 18.1 17.5

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 300 1067 - - 963 - - 320
HCM Lane V/C Ratio 0.086 0.025 - - 0.011 - - 0.103
HCM Control Delay (s/veh) 18.1 8.5 0.1 - 8.8 - - 17.5
HCM Lane LOS C A A - A - - C
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.3

ATTACHMENT B
1310
HCM Signalized Intersection Capacity Analysis Background Conditions 29: S Center Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 63 58 0 0 0 0 0 0 56 1771 0
Future Volume (vph) 0 63 58 0 0 0 0 0 0 56 1771 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.91
Frpb, ped/bikes 0.98 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.92 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 3246 5076
Flt Permitted 1.00 0.99
Satd. Flow (perm) 3246 5076
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 69 64 0 0 0 0 0 0 62 1946 0
RTOR Reduction (vph) 0 9 0 0 0 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 12400000000 1998 0
Confl. Peds. (#/hr) 5 11 11
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 24.0 51.0
Effective Green, g (s) 24.0 51.0
Actuated g/C Ratio 0.28 0.60
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 916 3045
v/s Ratio Prot c0.04
v/s Ratio Perm 0.39
v/c Ratio 0.13 0.65
Uniform Delay, d1 22.7 11.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.3 1.1
Delay (s) 23.0 12.3
Level of Service C B
Approach Delay (s/veh) 23.0 0.0 0.0 12.3
Approach LOS C A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1311
HCM Signalized Intersection Capacity Analysis Background Conditions 30: S El Dorado Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 81 0 0 0 0 0 1446 39000
Future Volume (vph) 67 81 0 0 0 0 0 1446 39000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.86
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 3455 6378
Flt Permitted 0.97 1.00
Satd. Flow (perm) 3455 6378
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 70 84 0 0 0 0 0 1506 41000
RTOR Reduction (vph) 0 240000040000
Lane Group Flow (vph) 0 130 0 0 0 0 0 1543 0 0 0 0
Confl. Peds. (#/hr) 3 10
Confl. Bikes (#/hr) 2 3
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 25.0 50.0
Effective Green, g (s) 25.0 50.0
Actuated g/C Ratio 0.29 0.59
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1016 3751
v/s Ratio Prot c0.24
v/s Ratio Perm 0.04
v/c Ratio 0.12 0.41
Uniform Delay, d1 22.0 9.5
Progression Factor 0.79 1.00
Incremental Delay, d2 0.2 0.3
Delay (s) 17.7 9.8
Level of Service B A
Approach Delay (s/veh) 17.7 0.0 9.8 0.0
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 34.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1312
HCM 6th AWSC Background Conditions
31: S Hunter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 106 13 0 0 0 0 0 24 32 36 0
Future Vol, veh/h 0 106 13 0 0 0 0 0 24 32 36 0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 125 15 0 0 0 0 0 28 38 42 0
Number of Lanes 0 2 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 2
HCM Control Delay, s/veh 7.9 7.5 8.1

HCM LOS A A A
Lane NBLn1 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 73% 0% 100%
Vol Right, % 100% 0% 27% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 24 71 48 32 36
LT Vol 0 0 0 32 0
Through Vol 0 71 35 0 36
RT Vol 24 0 13 0 0
Lane Flow Rate 28 83 57 38 42
Geometry Grp 4b 5 5 5 5
Degree of Util (X) 0.034 0.109 0.072 0.056 0.058
Departure Headway (Hd) 4.371 4.717 4.529 5.402 4.901
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 824 749 779 667 735
Service Time 2.373 2.514 2.326 3.103 2.601
HCM Lane V/C Ratio 0.034 0.111 0.073 0.057 0.057
HCM Control Delay, s/veh 7.5 8.1 7.7 8.4 7.9
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0.4 0.2 0.2 0.2

ATTACHMENT B
1313
HCM Signalized Intersection Capacity Analysis Background Conditions 32: S San Joaquin Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 105 36 0 0 0 0 118 48 15 129 0
Future Volume (vph) 21 105 36 0 0 0 0 118 48 15 129 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.98 0.97 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.96 0.95 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3351 3284 3495
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 3351 3284 3248
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 24 119 41 0 0 0 0 134 55 17 147 0
RTOR Reduction (vph) 0 27 0 0 0 0 0 27 0 0 0 0
Lane Group Flow (vph) 0 157 0 0 0 0 0 162 0 0 164 0
Confl. Peds. (#/hr) 19 49 78 78
Confl. Bikes (#/hr) 4
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1148 1688 1670
v/s Ratio Prot 0.05
v/s Ratio Perm 0.05 c0.05
v/c Ratio 0.13 0.09 0.09
Uniform Delay, d1 15.8 8.6 8.6
Progression Factor 1.00 1.00 0.35
Incremental Delay, d2 0.2 0.1 0.1
Delay (s) 16.1 8.8 3.1
Level of Service B A A
Approach Delay (s/veh) 16.1 0.0 8.8 3.1
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.11
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1314
HCM Signalized Intersection Capacity Analysis Background Conditions 33: S Sutter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 121 30 0 0 0 0 112 41 18 124 0
Future Volume (vph) 18 121 30 0 0 0 0 112 41 18 124 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 0.95
Frpb, ped/bikes 0.97 1.00 0.88 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.98
Frt 0.97 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 3317 1863 1399 3478
Flt Permitted 0.99 1.00 1.00 0.91
Satd. Flow (perm) 3317 1863 1399 3204
Peak-hour factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph) 24 159 39 0 0 0 0 147 54 24 163 0
RTOR Reduction (vph) 0 22 0 0 0 0 0 0 31 0 0 0
Lane Group Flow (vph) 0 200 0 0 0 0 0 147 23 0 187 0
Confl. Peds. (#/hr) 35 123 81 81
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1421 798 599 1373
v/s Ratio Prot c0.08
v/s Ratio Perm 0.06 0.02 0.06
v/c Ratio 0.14 0.18 0.03 0.13
Uniform Delay, d1 12.1 12.4 11.6 12.1
Progression Factor 1.48 1.00 1.00 0.71
Incremental Delay, d2 0.2 0.5 0.1 0.2
Delay (s) 18.2 12.9 11.7 8.9
Level of Service B B B A
Approach Delay (s/veh) 18.2 0.0 12.6 8.9
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1315
HCM 6th Signalized Intersection Summary Background Conditions 34: California Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 131 18 0 0 0 0 190 32 31 247 0 Future Volume (veh/h) 27 131 18 0 0 0 0 190 32 31 247 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 30 146 20 0 211 36 34 274 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 146 738 105 0 1782 299 228 1769 0
Arrive On Green 0.27 0.27 0.27 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 537 2718 387 0 3136 511 283 3105 0
Grp Volume(v), veh/h 103 0 93 0 122 125 162 146 0
Grp Sat Flow(s),veh/h/ln 1844 0 1799 0 1777 1777 1685 1617 0 Q Serve(g_s), s 3.0 0.0 2.8 0.0 2.1 2.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 3.0 0.0 2.8 0.0 2.1 2.2 0.0 0.0 0.0 Prop In Lane 0.29 0.22 0.00 0.29 0.21 0.00
Lane Grp Cap(c), veh/h 500 0 488 0 1041 1041 1049 947 0 V/C Ratio(X) 0.21 0.00 0.19 0.00 0.12 0.12 0.15 0.15 0.00 Avail Cap(c_a), veh/h 500 0 488 0 1041 1041 1049 947 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 19.7 0.0 19.6 0.0 6.4 6.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.9 0.0 0.2 0.2 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 1.2 0.0 0.7 0.8 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.6 0.0 20.5 0.0 6.7 6.7 0.3 0.3 0.0 LnGrp LOS C C AAAA
Approach Vol, veh/h 196 247 308
Approach Delay, s/veh 20.5 6.7 0.3
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 4.2 5.0 2.0
Green Ext Time (p_c), s 0.3 0.2 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.7
HCM 6th LOS A

ATTACHMENT B
1316
HCM Signalized Intersection Capacity Analysis Background Conditions 35: S American Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 178 0 0 0 0 0 0 0 38 1 0
Future Volume (vph) 25 178 0 0 0 0 0 0 0 38 1 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 3513 1762
Flt Permitted 0.99 0.77
Satd. Flow (perm) 3513 1430
Peak-hour factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Adj. Flow (vph) 36 254 0 0 0 0 0 0 0 54 1 0
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 290 0 0 0 0 0 0 0 0 55 0
Confl. Peds. (#/hr) 5 1 6 6
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 2007 408
v/s Ratio Prot
v/s Ratio Perm 0.08 c0.04
v/c Ratio 0.14 0.13
Uniform Delay, d1 7.0 18.5
Progression Factor 0.55 0.78
Incremental Delay, d2 0.1 0.6
Delay (s) 4.0 15.2
Level of Service A B
Approach Delay (s/veh) 4.0 0.0 0.0 15.2
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 5.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1317
HCM Signalized Intersection Capacity Analysis Background Conditions 36: S Stanislaus Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 17 135 64 0 0 0 0 263 32 6 365 0
Future Volume (vph) 17 135 64 0 0 0 0 263 32 6 365 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.95 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3349 3475 3536
Flt Permitted 0.99 1.00 0.94
Satd. Flow (perm) 3349 3475 3361
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 21 165 78 0 0 0 0 321 39 7 445 0
RTOR Reduction (vph) 0 50 0 0 0 0 0 14 0 0 0 0
Lane Group Flow (vph) 0 214 0 0 0 0 0 347 0 0 452 0
Confl. Peds. (#/hr) 4 5 5 5
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1196 1737 1680
v/s Ratio Prot 0.10
v/s Ratio Perm 0.06 c0.13
v/c Ratio 0.17 0.19 0.26
Uniform Delay, d1 15.4 9.7 10.1
Progression Factor 0.40 1.00 0.73
Incremental Delay, d2 0.3 0.2 0.3
Delay (s) 6.6 9.9 7.8
Level of Service A A A
Approach Delay (s/veh) 6.6 0.0 9.9 7.8
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 8.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1318
HCM 6th TWSC Background Conditions
37: S Grant Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 149 2 0 0 0 0 2 5 26 10 0
Future Vol, veh/h 24 149 2 0 0 0 0 2 5 26 10 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 177 2 0 0 0 0 2 6 31 12 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 239 91 150 240 -
Stage 1 - - - - 237 - 2 2 -
Stage 2 - - - - 2 - 148 238 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 661 949 803 660 0
Stage 1 - - - 0 708 - - - 0
Stage 2 - - - 0 - - 840 707 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 646 948 782 645 -
Mov Cap-2 Maneuver - - - - 646 - 782 645 -
Stage 1 - - - - 693 - - - -
Stage 2 - - - - - - 815 692 -
Approach EB NB SB
HCM Control Delay, s/v 1.1 9.4 10.2

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 836 1616 - - 738
HCM Lane V/C Ratio 0.01 0.018 - - 0.058
HCM Control Delay (s/veh) 9.4 7.3 0.1 - 10.2
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0 0.1 - - 0.2

ATTACHMENT B
1319
HCM 6th TWSC Background Conditions
38: S Aurora Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 128 21 0 0 0 0 115 28 8 53 0
Future Vol, veh/h 26 128 21 0 0 0 0 115 28 8 53 0
Conflicting Peds, #/hr 1 0 1 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 138 23 0 0 0 0 124 30 9 57 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 208 84 190 219 -
Stage 1 - - - - 207 - 1 1 -
Stage 2 - - - - 1 - 189 218 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 688 958 753 678 0
Stage 1 - - - 0 729 - - - 0
Stage 2 - - - 0 - - 795 721 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 674 957 617 664 -
Mov Cap-2 Maneuver - - - - 674 - 617 664 -
Stage 1 - - - - 714 - - - -
Stage 2 - - - - - - 625 707 -
Approach EB NB SB
HCM Control Delay, s/v 1.1 11.4 11.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 715 1618 - - 657
HCM Lane V/C Ratio 0.215 0.017 - - 0.1
HCM Control Delay (s/veh) 11.4 7.3 0 - 11.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.8 0.1 - - 0.3

ATTACHMENT B
1320
HCM 6th TWSC Background Conditions
39: Union Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 166 7 0 0 0 0 87 27 16 91 0
Future Vol, veh/h 17 166 7 0 0 0 0 87 27 16 91 0
Conflicting Peds, #/hr 0 0 3 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 178 8 0 0 0 0 94 29 17 98 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 221 97 173 225 -
Stage 1 - - - - 221 - 0 0 -
Stage 2 - - - - 0 - 173 225 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 676 940 774 673 0
Stage 1 - - - 0 719 - - - 0
Stage 2 - - - 0 - - 812 716 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 674 937 670 671 -
Mov Cap-2 Maneuver - - - - 674 - 670 671 -
Stage 1 - - - - 717 - - - -
Stage 2 - - - - - - 684 714 -
Approach EB NB SB
HCM Control Delay, s/v 11 11.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 722 - - - 671
HCM Lane V/C Ratio 0.17 - - - 0.171
HCM Control Delay (s/veh) 11 - - - 11.5
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0.6 - - - 0.6

ATTACHMENT B
1321
HCM 6th TWSC Background Conditions
40: Pilgrim Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 196 3 0 0 0 0 11 10 15 8 0
Future Vol, veh/h 11 196 3 0 0 0 0 11 10 15 8 0
Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 8 8 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 211 3 0 0 0 0 12 11 16 9 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 238 116 144 239 -
Stage 1 - - - - 238 - 0 0 -
Stage 2 - - - - 0 - 144 239 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 662 914 811 661 0
Stage 1 - - - 0 707 - - - 0
Stage 2 - - - 0 - - 844 706 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 661 913 791 660 -
Mov Cap-2 Maneuver - - - - 661 - 791 660 -
Stage 1 - - - - 706 - - - -
Stage 2 - - - - - - 820 705 -
Approach EB NB SB
HCM Control Delay, s/v 9.9 10

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 761 - - - 740
HCM Lane V/C Ratio 0.03 - - - 0.033
HCM Control Delay (s/veh) 9.9 - - - 10
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.1

ATTACHMENT B
1322
HCM 6th Signalized Intersection Summary Background Conditions 41: Airport Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 160 22 0 0 0 0 845 53 97 688 0 Future Volume (veh/h) 23 160 22 0 0 0 0 845 53 97 688 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 25 176 24 0 929 58 107 756 0
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 37 273 39 0 2689 168 286 1952 0
Arrive On Green 0.10 0.10 0.10 0.00 0.79 0.79 1.00 1.00 0.00 Sat Flow, veh/h 390 2847 404 0 3485 212 295 2547 0
Grp Volume(v), veh/h 119 0 106 0 487 500 367 496 0
Grp Sat Flow(s),veh/h/ln 1851 0 1790 0 1777 1826 1140 1617 0 Q Serve(g_s), s 5.6 0.0 5.1 0.0 7.0 7.0 1.5 0.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 5.1 0.0 7.0 7.0 8.6 0.0 0.0 Prop In Lane 0.21 0.23 0.00 0.12 0.29 0.00
Lane Grp Cap(c), veh/h 178 0 172 0 1409 1448 956 1282 0 V/C Ratio(X) 0.67 0.00 0.62 0.00 0.35 0.35 0.38 0.39 0.00 Avail Cap(c_a), veh/h 452 0 438 0 1409 1448 956 1282 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 39.3 0.0 39.1 0.0 2.7 2.7 0.1 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 1.3 0.0 0.7 0.7 1.1 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.3 0.0 1.7 1.7 0.3 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.9 0.0 40.4 0.0 3.3 3.3 1.2 0.8 0.0 LnGrp LOS D D AAAA
Approach Vol, veh/h 225 987 863
Approach Delay, s/veh 40.7 3.3 1.0
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 76.4 76.4 13.6
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 10.6 9.0 7.6
Green Ext Time (p_c), s 1.3 0.9 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.4
HCM 6th LOS A

ATTACHMENT B
1323
HCM 6th TWSC Background Conditions
42: Sierra Nevada Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 284 5 0 0 0 0 20 15 70 26 0
Future Vol, veh/h 23 284 5 0 0 0 0 20 15 70 26 0
Conflicting Peds, #/hr 1 0 3 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 24 302 5 0 0 0 0 21 16 74 28 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 357 157 211 359 -
Stage 1 - - - - 356 - 1 1 -
Stage 2 - - - - 1 - 210 358 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 568 861 728 566 0
Stage 1 - - - 0 628 - - - 0
Stage 2 - - - 0 - - 773 626 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 556 859 684 554 -
Mov Cap-2 Maneuver - - - - 556 - 684 554 -
Stage 1 - - - - 615 - - - -
Stage 2 - - - - - - 719 613 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.8 11.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 655 1618 - - 643
HCM Lane V/C Ratio 0.057 0.015 - - 0.159
HCM Control Delay (s/veh) 10.8 7.3 0.1 - 11.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.6

ATTACHMENT B
1324
HCM 6th Signalized Intersection Summary Background Conditions 43: S Wilson Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 262 75 0 0 0 0 850 112 188 814 0 Future Volume (veh/h) 38 262 75 0 0 0 0 850 112 188 814 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 276 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 56 395 118 0 1722 227 228 2592 0
Arrive On Green 0.05 0.05 0.05 0.00 0.55 0.55 0.26 1.00 0.00 Sat Flow, veh/h 350 2480 740 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 212 0 183 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1853 0 1717 0 1777 1795 1781 1777 0 Q Serve(g_s), s 10.1 0.0 9.4 0.0 16.2 16.2 9.6 0.0 0.0
Cycle Q Clear(g_c), s 10.1 0.0 9.4 0.0 16.2 16.2 9.6 0.0 0.0 Prop In Lane 0.19 0.43 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 295 0 274 0 970 980 228 2592 0
V/C Ratio(X) 0.72 0.00 0.67 0.00 0.52 0.52 0.87 0.33 0.00 Avail Cap(c_a), veh/h 432 0 401 0 970 980 257 2592 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 40.6 0.0 40.3 0.0 13.0 13.0 32.7 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 1.1 0.0 2.0 2.0 20.6 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 4.4 0.0 6.6 6.7 4.9 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.9 0.0 41.4 0.0 14.9 14.9 53.3 0.3 0.0 LnGrp LOS D D B B D A
Approach Vol, veh/h 395 1013 1055
Approach Delay, s/veh 41.6 14.9 10.3
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.5 54.1 70.7 19.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 11.6 18.2 2.0 12.1
Green Ext Time (p_c), s 0.0 15.0 21.3 1.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 17.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1325
HCM 6th TWSC Background Conditions
44: S Eugenia Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 574 12 0 0 0 42
Future Vol, veh/h 574 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 624 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 325
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 671
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 667
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.8

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 667 - -
HCM Lane V/C Ratio 0.068 - -
HCM Control Delay (s/veh) 10.8 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
1326
HCM 6th TWSC Background Conditions
45: Della Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 535 18 0 0 0 0 1 1 34 44 0
Future Vol, veh/h 55 535 18 0 0 0 0 1 1 34 44 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 601 20 0 0 0 0 1 1 38 49 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 738 313 428 748 -
Stage 1 - - - - 736 - 2 2 -
Stage 2 - - - - 2 - 426 746 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
Critical Hdwy Stg 1 - - - - 5.54 - - - -
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 344 683 511 339 0
Stage 1 - - - 0 423 - - - 0
Stage 2 - - - 0 - - 577 419 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 323 682 485 318 -
Mov Cap-2 Maneuver - - - - 323 - 485 318 -
Stage 1 - - - - 398 - - - -
Stage 2 - - - - - - 541 394 -
Approach EB NB SB
HCM Control Delay, s/v 0.8 13.3 17.5

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 438 1616 - - 374
HCM Lane V/C Ratio 0.005 0.038 - - 0.234
HCM Control Delay (s/veh) 13.3 7.3 0.2 - 17.5
HCM Lane LOS B A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 0.9

ATTACHMENT B
1327
Queues Background Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 96 250 256
v/c Ratio 0.41 0.20 0.19
Control Delay (s/veh) 40.8 11.5 13.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 40.8 11.5 13.8
Queue Length 50th (ft) 22 26 35
Queue Length 95th (ft) 43 42 61
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 508 1211 1326
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.19 0.21 0.19
Intersection Summary

ATTACHMENT B
1328
Queues Background Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 83 102 144
v/c Ratio 0.11 0.22 0.15
Control Delay (s/veh) 12.5 15.3 20.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 12.5 15.3 20.0
Queue Length 50th (ft) 14 20 24
Queue Length 95th (ft) 27 36 41
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 735 455 915
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.11 0.22 0.16
Intersection Summary

ATTACHMENT B
1329
Queues Background Conditions
4: California Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 170 307 255
v/c Ratio 0.23 0.34 0.26
Control Delay (s/veh) 36.7 17.0 20.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 36.7 17.0 20.9
Queue Length 50th (ft) 38 56 45
Queue Length 95th (ft) m53 85 70
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 710 897 952
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.24 0.34 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1330
Queues Background Conditions
5: S American Street/N American Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 366 58 53 34
v/c Ratio 0.77 0.10 0.08 0.06
Control Delay (s/veh) 41.2 9.0 16.8 16.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 41.2 9.0 16.8 16.7
Queue Length 50th (ft) 82 8 16 10
Queue Length 95th (ft) 80 11 24 18
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 473 539 612 508
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.77 0.11 0.09 0.07
Intersection Summary

ATTACHMENT B
1331
Queues Background Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 211 712 311
v/c Ratio 0.17 0.48 0.17
Control Delay (s/veh) 15.5 10.1 9.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.5 10.2 9.4
Queue Length 50th (ft) 31 64 34
Queue Length 95th (ft) 41 73 42
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 1239 1455 1757
Starvation Cap Reductn 0 46 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.51 0.18
Intersection Summary

ATTACHMENT B
1332
Queues Background Conditions
11: Airport Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 242 866 728
v/c Ratio 0.28 0.40 0.32
Control Delay (s/veh) 9.1 5.8 7.5
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 9.1 6.0 7.5
Queue Length 50th (ft) 11 120 86
Queue Length 95th (ft) 40 11 115
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 864 2125 2274
Starvation Cap Reductn 0 439 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.28 0.51 0.32
Intersection Summary

ATTACHMENT B
1333
Queues Background Conditions
13: S Wilson Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 268 215 33 753 689
v/c Ratio 0.53 0.52 0.06 0.28 0.26
Control Delay (s/veh) 38.7 9.2 9.2 7.7 4.5
Queue Delay 0.0 0.0 0.0 0.3 0.0
Total Delay (s/veh) 38.7 9.2 9.2 8.1 4.5
Queue Length 50th (ft) 77 0 4 52 47
Queue Length 95th (ft) 98 53 36 215 112
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 215 70
Base Capacity (vph) 881 564 533 2633 2621
Starvation Cap Reductn 0 0 0 1263 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.30 0.38 0.06 0.55 0.26
Intersection Summary

ATTACHMENT B
1334
Queues Background Conditions
14: Market Street/E Market Street & Main St/Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NET SWR
Lane Group Flow (vph) 503 18 37
v/c Ratio 0.17 0.05 0.06
Control Delay (s/veh) 2.2 0.2 0.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.2 0.2 0.2
Queue Length 50th (ft) 18 0 0
Queue Length 95th (ft) 27 0 0
Internal Link Dist (ft) 87 10
Turn Bay Length (ft)
Base Capacity (vph) 3369 1182 1164
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.15 0.02 0.03
Intersection Summary

ATTACHMENT B
1335
Queues Background Conditions
17: Main Street & D Street Timing Plan: AM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 300 472 15
v/c Ratio 0.11 0.15 0.03
Control Delay (s/veh) 1.7 1.5 7.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 1.7 1.5 7.2
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 20 31 9
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 3311 3486 1541
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.09 0.14 0.01
Intersection Summary

ATTACHMENT B
1336
Queues Background Conditions
20: S Filbert Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 293 649 67 247 82
v/c Ratio 0.27 0.49 0.24 0.57 0.18
Control Delay (s/veh) 15.9 13.7 25.7 27.1 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 15.9 13.7 25.7 27.1 11.6
Queue Length 50th (ft) 35 63 19 69 7
Queue Length 95th (ft) 98 176 63 197 46
Internal Link Dist (ft) 616 739 220 239
Turn Bay Length (ft) 50
Base Capacity (vph) 2079 2442 733 1236 1168
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.14 0.27 0.09 0.20 0.07
Intersection Summary

ATTACHMENT B
1337
Queues Background Conditions
25: Golden Gate Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 3 460 92 546 142 54
v/c Ratio 0.01 0.29 0.28 0.24 0.37 0.13
Control Delay (s/veh) 28.0 14.0 25.2 8.5 18.2 15.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 28.0 14.0 25.2 8.5 18.2 15.5
Queue Length 50th (ft) 1 44 22 30 29 11
Queue Length 95th (ft) 10 129 82 141 80 37
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 904 3116 904 3228 1168 1367
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.15 0.10 0.17 0.12 0.04
Intersection Summary

ATTACHMENT B
1338
Queues Background Conditions
27: Netherton Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 4 397 32 605 77 108
v/c Ratio 0.01 0.20 0.10 0.30 0.19 0.26
Control Delay (s/veh) 22.7 9.1 20.7 9.0 7.3 8.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.7 9.1 20.7 9.0 7.3 8.3
Queue Length 50th (ft) 1 15 4 25 3 6
Queue Length 95th (ft) 10 107 38 156 30 41
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1307 3158 1523 3221 1316 1336
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.13 0.02 0.19 0.06 0.08
Intersection Summary

ATTACHMENT B
1339
Queues Background Conditions
29: S Center Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 120 1500
v/c Ratio 0.12 0.48
Control Delay (s/veh) 14.9 9.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 14.9 9.3
Queue Length 50th (ft) 14 140
Queue Length 95th (ft) 34 169
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 929 3111
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.13 0.48
Intersection Summary

ATTACHMENT B
1340
Queues Background Conditions
30: S El Dorado Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT
Lane Group Flow (vph) 246 1974
v/c Ratio 0.27 0.49
Control Delay (s/veh) 23.1 9.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 23.1 9.1
Queue Length 50th (ft) 53 147
Queue Length 95th (ft) 84 163
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 910 3964
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.27 0.50
Intersection Summary

ATTACHMENT B
1341
Queues Background Conditions
32: S San Joaquin Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 281 262 155
v/c Ratio 0.24 0.14 0.09
Control Delay (s/veh) 15.0 7.4 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.0 7.4 3.8
Queue Length 50th (ft) 38 23 5
Queue Length 95th (ft) 56 35 8
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 1169 1747 1563
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.24 0.15 0.10
Intersection Summary

ATTACHMENT B
1342
Queues Background Conditions
33: S Sutter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 255 136 21 132
v/c Ratio 0.18 0.17 0.03 0.09
Control Delay (s/veh) 14.2 13.0 3.6 3.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 14.2 13.0 3.6 3.5
Queue Length 50th (ft) 28 35 0 3
Queue Length 95th (ft) 46 55 6 5
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 1361 798 626 1434
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.19 0.17 0.03 0.09
Intersection Summary

ATTACHMENT B
1343
Queues Background Conditions
34: California Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 142 450 327
v/c Ratio 0.15 0.22 0.18
Control Delay (s/veh) 8.6 5.8 0.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 8.6 5.8 0.5
Queue Length 50th (ft) 10 34 1
Queue Length 95th (ft) 14 43 1
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 946 2034 1777
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.15 0.22 0.18
Intersection Summary

ATTACHMENT B
1344
Queues Background Conditions
35: S American Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 332 200
v/c Ratio 0.16 0.49
Control Delay (s/veh) 6.3 17.5
Queue Delay 0.0 0.0
Total Delay (s/veh) 6.3 17.5
Queue Length 50th (ft) 27 91
Queue Length 95th (ft) 27 56
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1999 401
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.17 0.50
Intersection Summary

ATTACHMENT B
1345
Queues Background Conditions
36: S Stanislaus Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 363 783 312
v/c Ratio 0.28 0.44 0.19
Control Delay (s/veh) 9.0 11.9 7.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.0 11.9 7.1
Queue Length 50th (ft) 21 103 15
Queue Length 95th (ft) 30 106 18
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 1258 1753 1628
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.29 0.45 0.19
Intersection Summary

ATTACHMENT B
1346
Queues Background Conditions
41: Airport Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 143 949 743
v/c Ratio 0.40 0.34 0.35
Control Delay (s/veh) 34.1 3.8 3.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 34.1 3.8 3.5
Queue Length 50th (ft) 36 46 35
Queue Length 95th (ft) 53 158 56
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 849 2783 2065
Starvation Cap Reductn 0 0 222
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.34 0.40
Intersection Summary

ATTACHMENT B
1347
Queues Background Conditions
43: S Wilson Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 226 797 126 663
v/c Ratio 0.50 0.38 0.62 0.24
Control Delay (s/veh) 35.7 11.3 46.3 4.5
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 35.7 11.3 46.3 4.7
Queue Length 50th (ft) 55 107 70 67
Queue Length 95th (ft) 61 211 126 135
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 823 2087 255 2712
Starvation Cap Reductn 0 0 0 1160
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.27 0.38 0.49 0.43
Intersection Summary

ATTACHMENT B
1348
Queues Background Conditions
205: Locust Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT NBR2
Lane Group Flow (vph) 17 310 2
v/c Ratio 0.05 0.17 0.00
Control Delay (s/veh) 0.3 5.1 0.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 0.3 5.1 0.0
Queue Length 50th (ft) 0 11 0
Queue Length 95th (ft) 0 44 0
Internal Link Dist (ft) 239
Turn Bay Length (ft) 100
Base Capacity (vph) 1153 3535 974
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.01 0.09 0.00
Intersection Summary

ATTACHMENT B
1349
Queues Background Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 101 146 165
v/c Ratio 0.43 0.10 0.11
Control Delay (s/veh) 40.8 9.6 13.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 40.8 9.6 13.3
Queue Length 50th (ft) 23 13 22
Queue Length 95th (ft) 45 21 41
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 502 1375 1428
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.20 0.11 0.12
Intersection Summary

ATTACHMENT B
1350
Queues Background Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 98 186 137
v/c Ratio 0.13 0.38 0.14
Control Delay (s/veh) 15.6 16.8 19.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.6 16.8 19.9
Queue Length 50th (ft) 19 37 23
Queue Length 95th (ft) 34 56 38
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 716 488 916
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.38 0.15
Intersection Summary

ATTACHMENT B
1351
Queues Background Conditions
4: California Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 125 258 295
v/c Ratio 0.17 0.28 0.30
Control Delay (s/veh) 41.2 17.8 21.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 41.2 17.8 21.3
Queue Length 50th (ft) 30 48 53
Queue Length 95th (ft) 54 75 81
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 719 900 955
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.29 0.31
Intersection Summary

ATTACHMENT B
1352
Queues Background Conditions
5: S American Street/N American Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 152 32 14 18
v/c Ratio 0.28 0.05 0.02 0.03
Control Delay (s/veh) 24.8 9.5 16.1 16.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.8 9.5 16.1 16.3
Queue Length 50th (ft) 31345
Queue Length 95th (ft) 54 12 14 17
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 533 600 612 512
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.29 0.05 0.02 0.04
Intersection Summary

ATTACHMENT B
1353
Queues Background Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 159 313 330
v/c Ratio 0.12 0.20 0.18
Control Delay (s/veh) 14.2 8.1 9.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.2 8.1 9.8
Queue Length 50th (ft) 21 26 37
Queue Length 95th (ft) 40 39 59
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 1227 1553 1764
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.13 0.20 0.19
Intersection Summary

ATTACHMENT B
1354
Queues Background Conditions
11: Airport Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 205 926 806
v/c Ratio 0.23 0.43 0.35
Control Delay (s/veh) 9.8 5.6 7.8
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 9.8 5.7 7.8
Queue Length 50th (ft) 11 130 98
Queue Length 95th (ft) 40 10 130
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 856 2153 2274
Starvation Cap Reductn 0 376 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.24 0.52 0.35
Intersection Summary

ATTACHMENT B
1355
Queues Background Conditions
13: S Wilson Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 240 189 28 965 992
v/c Ratio 0.50 0.55 0.07 0.36 0.37
Control Delay (s/veh) 38.4 15.7 11.7 10.7 5.0
Queue Delay 0.0 0.0 0.0 1.0 0.0
Total Delay (s/veh) 38.4 15.7 11.7 11.7 5.0
Queue Length 50th (ft) 69 22 5 126 73
Queue Length 95th (ft) 90 72 m23 287 176
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 215 70
Base Capacity (vph) 884 508 377 2656 2643
Starvation Cap Reductn 0 0 0 1342 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.27 0.37 0.07 0.73 0.38
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1356
Queues Background Conditions
14: Market Street/E Market Street & Main St/Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NET SWR
Lane Group Flow (vph) 403 17 29
v/c Ratio 0.13 0.04 0.04
Control Delay (s/veh) 1.5 0.2 0.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 1.5 0.2 0.1
Queue Length 50th (ft) 0 0 0
Queue Length 95th (ft) 22 0 0
Internal Link Dist (ft) 87 10
Turn Bay Length (ft)
Base Capacity (vph) 3369 1125 1157
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.12 0.02 0.03
Intersection Summary

ATTACHMENT B
1357
Queues Background Conditions
17: Main Street & D Street Timing Plan: PM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 489 410 18
v/c Ratio 0.16 0.13 0.03
Control Delay (s/veh) 1.5 1.5 7.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 1.5 1.5 7.2
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 33 27 10
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 3275 3453 1537
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.15 0.12 0.01
Intersection Summary

ATTACHMENT B
1358
Queues Background Conditions
20: S Filbert Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 493 587 81 411 112
v/c Ratio 0.50 0.49 0.35 0.72 0.19
Control Delay (s/veh) 21.5 14.6 34.9 29.6 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.5 14.6 34.9 29.6 9.0
Queue Length 50th (ft) 82 63 28 146 10
Queue Length 95th (ft) 172 148 86 300 49
Internal Link Dist (ft) 616 739 220 239
Turn Bay Length (ft) 50
Base Capacity (vph) 1876 2106 627 1057 1022
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.26 0.28 0.13 0.39 0.11
Intersection Summary

ATTACHMENT B
1359
Queues Background Conditions
25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 9 745 66 450 246 55
v/c Ratio 0.05 0.54 0.29 0.24 0.64 0.12
Control Delay (s/veh) 34.2 16.4 33.0 9.2 28.2 18.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 34.2 16.4 33.0 9.2 28.2 18.0
Queue Length 50th (ft) 3 100 22 35 72 13
Queue Length 95th (ft) 20 207 72 112 174 45
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 654 2674 654 2792 986 1138
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.28 0.10 0.16 0.25 0.05
Intersection Summary

ATTACHMENT B
1360
Queues Background Conditions
27: Netherton Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 11 561 38 450 95 87
v/c Ratio 0.03 0.30 0.11 0.24 0.22 0.21
Control Delay (s/veh) 20.4 10.0 19.0 9.3 6.7 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 20.4 10.0 19.0 9.3 6.7 8.0
Queue Length 50th (ft) 1 22 4 17 3 5
Queue Length 95th (ft) 18 153 40 117 33 35
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1391 3155 1569 3236 1330 1310
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.18 0.02 0.14 0.07 0.07
Intersection Summary

ATTACHMENT B
1361
Queues Background Conditions
29: S Center Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 133 2008
v/c Ratio 0.14 0.65
Control Delay (s/veh) 21.0 12.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 21.0 12.3
Queue Length 50th (ft) 25 232
Queue Length 95th (ft) 46 281
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 926 3054
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.14 0.66
Intersection Summary

ATTACHMENT B
1362
Queues Background Conditions
30: S El Dorado Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT
Lane Group Flow (vph) 154 1547
v/c Ratio 0.14 0.41
Control Delay (s/veh) 14.0 9.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 14.0 9.8
Queue Length 50th (ft) 17 118
Queue Length 95th (ft) m33 142
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 1040 3755
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.15 0.41
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1363
Queues Background Conditions
32: S San Joaquin Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 184 189 164
v/c Ratio 0.15 0.11 0.09
Control Delay (s/veh) 12.7 6.3 3.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 12.7 6.3 3.2
Queue Length 50th (ft) 22 14 4
Queue Length 95th (ft) 41 28 7
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 1176 1714 1669
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.16 0.11 0.10
Intersection Summary

ATTACHMENT B
1364
Queues Background Conditions
33: S Sutter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 222 147 54 187
v/c Ratio 0.15 0.18 0.08 0.13
Control Delay (s/veh) 15.2 13.2 4.2 9.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 15.2 13.2 4.2 9.0
Queue Length 50th (ft) 30 38 0 13
Queue Length 95th (ft) 46 59 13 20
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 1444 798 630 1374
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.15 0.18 0.09 0.14
Intersection Summary

ATTACHMENT B
1365
Queues Background Conditions
34: California Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 196 247 308
v/c Ratio 0.20 0.12 0.16
Control Delay (s/veh) 11.8 5.6 0.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 11.8 5.6 0.2
Queue Length 50th (ft) 15 18 0
Queue Length 95th (ft) 28 33 0
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 949 2036 1877
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.21 0.12 0.16
Intersection Summary

ATTACHMENT B
1366
Queues Background Conditions
35: S American Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 290 55
v/c Ratio 0.14 0.13
Control Delay (s/veh) 4.0 15.6
Queue Delay 0.0 0.0
Total Delay (s/veh) 4.0 15.6
Queue Length 50th (ft) 17 12
Queue Length 95th (ft) 21 28
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 2008 408
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.14 0.13
Intersection Summary

ATTACHMENT B
1367
Queues Background Conditions
36: S Stanislaus Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 264 360 452
v/c Ratio 0.21 0.20 0.26
Control Delay (s/veh) 4.8 9.3 7.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 4.8 9.3 7.9
Queue Length 50th (ft) 1 38 24
Queue Length 95th (ft) 1 55 32
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 1246 1751 1681
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.21 0.21 0.27
Intersection Summary

ATTACHMENT B
1368
Queues Background Conditions
41: Airport Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 225 987 863
v/c Ratio 0.55 0.36 0.44
Control Delay (s/veh) 39.1 4.3 4.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 39.1 4.3 4.5
Queue Length 50th (ft) 62 60 41
Queue Length 95th (ft) 82 167 66
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 854 2714 1922
Starvation Cap Reductn 0 0 2
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.26 0.36 0.45
Intersection Summary

ATTACHMENT B
1369
Queues Background Conditions
43: S Wilson Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 395 1013 198 857
v/c Ratio 0.68 0.55 0.74 0.33
Control Delay (s/veh) 46.2 16.7 50.2 6.6
Queue Delay 0.2 0.0 0.0 0.2
Total Delay (s/veh) 46.5 16.7 50.2 6.8
Queue Length 50th (ft) 113 195 109 116
Queue Length 95th (ft) 111 286 #220 191
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 817 1819 280 2571
Starvation Cap Reductn 0 0 0 911
Spillback Cap Reductn 93 69 0 0
Storage Cap Reductn 0000
Reduced v/c Ratio 0.55 0.58 0.71 0.52
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
1370
Queues Background Conditions
205: Locust Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT NBR2
Lane Group Flow (vph) 17 526 4
v/c Ratio 0.04 0.29 0.00
Control Delay (s/veh) 0.2 5.7 0.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 0.2 5.7 0.0
Queue Length 50th (ft) 0 20 0
Queue Length 95th (ft) 0 74 0
Internal Link Dist (ft) 239
Turn Bay Length (ft) 100
Base Capacity (vph) 1105 3535 862
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.02 0.15 0.00
Intersection Summary

ATTACHMENT B
1371
HCM Signalized Intersection Capacity Analysis Background Build Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Future Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.96 1.00 0.96
Flpb, ped/bikes 0.97 0.99 1.00
Frt 0.95 1.00 0.92
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 1678 3468 3163
Flt Permitted 0.99 0.82 1.00
Satd. Flow (perm) 1678 2911 3163
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 14 52 30 60 190 0 0 129 127
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 96 0 0 250 0 0 256 0
Confl. Peds. (#/hr) 45 31 39 39
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 6.8 27.2 27.2
Effective Green, g (s) 6.8 27.2 27.2
Actuated g/C Ratio 0.10 0.39 0.39
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 163 1131 1229
v/s Ratio Prot 0.08
v/s Ratio Perm 0.06 c0.09
v/c Ratio 0.58 0.22 0.20
Uniform Delay, d1 30.2 14.3 14.2
Progression Factor 1.10 0.82 1.00
Incremental Delay, d2 3.4 0.4 0.3
Delay (s) 36.9 12.2 14.6
Level of Service D B B
Approach Delay (s/veh) 0.0 36.9 12.2 14.6
Approach LOS A D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1372
HCM Signalized Intersection Capacity Analysis Background Build Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 9 53 6 20 64 0 0 94 24
Future Volume (vph) 0 0 0 9 53 6 20 64 0 0 94 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.97
Flpb, ped/bikes 0.99 0.97 1.00
Frt 0.98 1.00 0.96
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 1810 1796 3332
Flt Permitted 0.99 0.91 1.00
Satd. Flow (perm) 1810 1662 3332
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 0 0 0 11 65 7 24 78 0 0 115 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 83 0 0 102 0 0 144 0
Confl. Peds. (#/hr) 36 13 69 69
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 387 451 904
v/s Ratio Prot 0.04
v/s Ratio Perm 0.05 c0.06
v/c Ratio 0.21 0.22 0.15
Uniform Delay, d1 22.6 19.7 19.4
Progression Factor 0.54 0.68 1.00
Incremental Delay, d2 1.1 1.1 0.3
Delay (s) 13.5 14.7 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 13.5 14.7 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1373
HCM Signalized Intersection Capacity Analysis Background Build Conditions 4: California Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 63 49 34 13 251 0 0 208 11
Future Volume (vph) 0 0 0 63 49 34 13 251 0 0 208 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 1741 1858 1847
Flt Permitted 0.97 0.97 1.00
Satd. Flow (perm) 1741 1821 1847
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 0 0 0 73 57 40 15 292 0 0 242 13
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 170 0 0 307 0 0 255 0
Confl. Peds. (#/hr) 7 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 373 494 501
v/s Ratio Prot 0.14
v/s Ratio Perm 0.10 c0.17
v/c Ratio 0.45 0.62 0.50
Uniform Delay, d1 23.9 22.3 21.5
Progression Factor 1.58 0.71 1.00
Incremental Delay, d2 2.2 5.3 3.6
Delay (s) 40.2 21.3 25.2
Level of Service D C C
Approach Delay (s/veh) 0.0 40.2 21.3 25.2
Approach LOS A D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1374
HCM Signalized Intersection Capacity Analysis Background Build Conditions 5: S American Street/N American Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 82 110 24 16 18 0 0 31 20
Future Volume (vph) 0 0 0 82 110 24 16 18 0 0 31 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.96
Flpb, ped/bikes 0.91 0.99 1.00 1.00
Frt 0.98 1.00 1.00 0.85
Flt Protected 0.98 0.97 1.00 1.00
Satd. Flow (prot) 1643 1804 1863 1520
Flt Permitted 0.98 0.87 1.00 1.00
Satd. Flow (perm) 1643 1620 1863 1520
Peak-hour factor, PHF 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Adj. Flow (vph) 0 0 0 139 186 41 27 31 0 0 53 34
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 366 0 0 58 0 0 53 34
Confl. Peds. (#/hr) 96 2 11 11
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 15.0 19.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 352 439 505 412
v/s Ratio Prot 0.03
v/s Ratio Perm 0.22 c0.04 0.02
v/c Ratio 1.03 0.13 0.10 0.08
Uniform Delay, d1 27.5 19.2 19.1 19.0
Progression Factor 0.98 1.00 1.00 1.00
Incremental Delay, d2 57.9 0.6 0.4 0.3
Delay (s) 84.9 20.0 19.5 19.3
Level of Service F C B B
Approach Delay (s/veh) 0.0 84.9 20.0 19.4
Approach LOS A F C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 66.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1375
HCM Signalized Intersection Capacity Analysis Background Build Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 46 101 5 86 427 0 0 209 15
Future Volume (vph) 0 0 0 46 101 5 86 427 0 0 209 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.99 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1823 3504 3495
Flt Permitted 0.98 0.82 1.00
Satd. Flow (perm) 1823 2906 3495
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Adj. Flow (vph) 0 0 0 64 140 7 119 593 0 0 290 21
RTOR Reduction (vph) 000000000080
Lane Group Flow (vph) 0 0 0 0 211 0 0 712 0 0 304 0
Confl. Peds. (#/hr) 5 2 7 7
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 651 1453 1747
v/s Ratio Prot 0.09
v/s Ratio Perm 0.12 c0.24
v/c Ratio 0.32 0.49 0.17
Uniform Delay, d1 16.3 11.5 9.5
Progression Factor 1.00 0.72 1.00
Incremental Delay, d2 1.3 1.0 0.2
Delay (s) 17.6 9.4 9.7
Level of Service B A A
Approach Delay (s/veh) 0.0 17.6 9.4 9.7
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1376
HCM 6th TWSC Background Build Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 6 130 7 9 43 0 0 16 16
Future Vol, veh/h 0 0 0 6 130 7 9 43 0 0 16 16
Conflicting Peds, #/hr 0 0 0 2 0 5 4 0 0 0 0 4
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 65 65 65 65 65 65 65 65 65 65 65 65
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 9 200 11 14 66 0 0 25 25
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 2 0 0 255 236 - - 231 215
Stage 1 - - - 2 2 - - 229 -
Stage 2 - - - 253 234 - - 2 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1620 - - 698 665 0 0 669 825
Stage 1 - - - - - 0 0 715 -
Stage 2 - - - 751 711 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - 653 656 - - 660 821
Mov Cap-2 Maneuver - - - 653 656 - - 660 -
Stage 1 - - - - - - - 707 -
Stage 2 - - - 699 703 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.3 11.3 10.3

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 655 1617 - - 732
HCM Lane V/C Ratio 0.122 0.006 - - 0.067
HCM Control Delay (s/veh) 11.3 7.2 0 - 10.3
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.4 0 - - 0.2

ATTACHMENT B
1377
HCM 6th TWSC Background Build Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 126 4 24 103 0 0 34 6
Future Vol, veh/h 0 0 0 9 126 4 24 103 0 0 34 6
Conflicting Peds, #/hr 0 0 0 1 0 4 2 0 0 0 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 12 173 5 33 141 0 0 47 8
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 230 207 - - 205 182
Stage 1 - - - 1 1 - - 204 -
Stage 2 - - - 229 206 - - 1 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1622 - - 725 690 0 0 691 861
Stage 1 - - - - - 0 0 733 -
Stage 2 - - - 774 731 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - 676 681 - - 682 858
Mov Cap-2 Maneuver - - - 676 681 - - 682 -
Stage 1 - - - - - - - 724 -
Stage 2 - - - 712 722 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.5 12.1 10.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 680 1620 - - 704
HCM Lane V/C Ratio 0.256 0.008 - - 0.078
HCM Control Delay (s/veh) 12.1 7.2 0 - 10.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 1 0 - - 0.3

ATTACHMENT B
1378
HCM 6th AWSC Background Build Conditions
9: Union Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 12 119 14 9 90 0 0 66 9
Future Vol, veh/h 0 0 0 12 119 14 9 90 0 0 66 9
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 14 138 16 10 105 0 0 77 10
Number of Lanes 000010010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 8.5 8.2 7.9

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 9% 8% 0%
Vol Thru, % 91% 82% 88%
Vol Right, % 0% 10% 12%
Sign Control Stop Stop Stop
Traffic Vol by Lane 99 145 75
LT Vol 9 12 0
Through Vol 90 119 66
RT Vol 0 14 9
Lane Flow Rate 115 169 87
Geometry Grp 1 1 1
Degree of Util (X) 0.142 0.204 0.106
Departure Headway (Hd) 4.439 4.354 4.381
Convergence, Y/N Yes Yes Yes
Cap 810 826 821
Service Time 2.452 2.367 2.395
HCM Lane V/C Ratio 0.142 0.205 0.106
HCM Control Delay, s/veh 8.2 8.5 7.9
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.8 0.4

ATTACHMENT B
1379
HCM 6th TWSC Background Build Conditions
10: Pilgrim Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 145 5 3 7 0 0 11 0
Future Vol, veh/h 0 0 0 9 145 5 3 7 0 0 11 0
Conflicting Peds, #/hr 0 0 0 4 0 4 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 13 207 7 4 10 0 0 16 0
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 252 248 - - 245 218
Stage 1 - - - 4 4 - - 241 -
Stage 2 - - - 248 244 - - 4 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1618 - - 701 655 0 0 657 822
Stage 1 - - - - - 0 0 706 -
Stage 2 - - - 756 704 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1612 - - 681 644 - - 646 819
Mov Cap-2 Maneuver - - - 681 644 - - 646 -
Stage 1 - - - - - - - 697 -
Stage 2 - - - 732 695 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.6 10.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 655 1612 - - 646
HCM Lane V/C Ratio 0.022 0.008 - - 0.024
HCM Control Delay (s/veh) 10.6 7.3 0 - 10.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1380
HCM 6th Signalized Intersection Summary Background Build Conditions 11: Airport Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 35 126 64 18 788 0 0 662 15 Future Volume (veh/h) 0 0 0 35 126 64 18 788 0 0 662 15 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 38 135 69 19 847 0 0 712 16
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222220022
Cap, veh/h 47 168 86 66 2440 0 0 2550 57
Arrive On Green 0.06 0.06 0.06 1.00 1.00 0.00 0.00 0.72 0.72 Sat Flow, veh/h 276 981 502 34 3485 0 0 3646 80
Grp Volume(v), veh/h 242 0 0 459 407 0 0 356 372
Grp Sat Flow(s),veh/h/ln 1759 0 0 1817 1617 0 0 1777 1856 Q Serve(g_s), s 12.2 0.0 0.0 0.0 0.0 0.0 0.0 6.4 6.4
Cycle Q Clear(g_c), s 12.2 0.0 0.0 0.0 0.0 0.0 0.0 6.4 6.4 Prop In Lane 0.16 0.29 0.04 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 301 0 0 1346 1161 0 0 1275 1332
V/C Ratio(X) 0.80 0.00 0.00 0.34 0.35 0.00 0.00 0.28 0.28 Avail Cap(c_a), veh/h 430 0 0 1346 1161 0 0 1275 1332
HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 0.0 0.0 0.0 0.0 0.0 0.0 4.5 4.5 Incr Delay (d2), s/veh 4.6 0.0 0.0 0.6 0.8 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 0.0 0.0 0.2 0.3 0.0 0.0 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.5 0.0 0.0 0.6 0.8 0.0 0.0 5.0 5.0 LnGrp LOS D A A A A
Approach Vol, veh/h 242 866 728
Approach Delay, s/veh 45.5 0.7 5.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 69.6 20.4 69.6
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 14.2 8.4
Green Ext Time (p_c), s 0.8 0.6 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 8.3
HCM 6th LOS A

ATTACHMENT B
1381
HCM 6th TWSC Background Build Conditions
12: Sierra Nevada Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 195 12 17 17 0 0 33 11
Future Vol, veh/h 0 0 0 9 195 12 17 17 0 0 33 11
Conflicting Peds, #/hr 0 0 0 13 0 6 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 10 224 14 20 20 0 0 38 13
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 13 0 0 290 277 - - 270 237
Stage 1 - - - 13 13 - - 257 -
Stage 2 - - - 277 264 - - 13 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1606 - - 662 631 0 0 636 802
Stage 1 - - - - - 0 0 695 -
Stage 2 - - - 729 690 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1586 - - 610 615 - - 620 797
Mov Cap-2 Maneuver - - - 610 615 - - 620 -
Stage 1 - - - - - - - 686 -
Stage 2 - - - 673 681 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.3 11.3 10.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 612 1586 - - 656
HCM Lane V/C Ratio 0.064 0.007 - - 0.077
HCM Control Delay (s/veh) 11.3 7.3 0 - 10.9
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.3

ATTACHMENT B
1382
HCM 6th Signalized Intersection Summary Background Build Conditions 13: S Wilson Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 115 145 209 32 730 0 0 648 20 Future Volume (veh/h) 0 0 0 115 145 209 32 730 0 0 648 20 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 119 149 215 33 753 0 0 668 21
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 147 184 283 562 2516 0 0 2490 78
Arrive On Green 0.18 0.18 0.18 1.00 1.00 0.00 0.00 0.71 0.71 Sat Flow, veh/h 812 1017 1567 754 3647 0 0 3610 111
Grp Volume(v), veh/h 268 0 215 33 753 0 0 337 352
Grp Sat Flow(s),veh/h/ln 1830 0 1567 754 1777 0 0 1777 1850 Q Serve(g_s), s 12.7 0.0 11.7 0.4 0.0 0.0 0.0 6.2 6.2
Cycle Q Clear(g_c), s 12.7 0.0 11.7 6.6 0.0 0.0 0.0 6.2 6.2 Prop In Lane 0.44 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 331 0 283 562 2516 0 0 1258 1310 V/C Ratio(X) 0.81 0.00 0.76 0.06 0.30 0.00 0.00 0.27 0.27 Avail Cap(c_a), veh/h 468 0 400 562 2516 0 0 1258 1310
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 0.0 35.0 0.3 0.0 0.0 0.0 4.7 4.7 Incr Delay (d2), s/veh 4.7 0.0 2.9 0.2 0.3 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 0.0 4.6 0.0 0.1 0.0 0.0 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.1 0.0 37.9 0.5 0.3 0.0 0.0 5.3 5.2 LnGrp LOS D D A A A A
Approach Vol, veh/h 483 786 689
Approach Delay, s/veh 39.1 0.3 5.2
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 68.7 21.3 68.7
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 8.6 14.7 8.2
Green Ext Time (p_c), s 2.5 1.0 1.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 11.6
HCM 6th LOS B

ATTACHMENT B
1383
HCM 6th TWSC Background Build Conditions
15: B Street/E Washington Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 247 18 16 429 2 23 0 30 0 0 9
Future Vol, veh/h 3 247 18 16 429 2 23 0 30 0 0 9
Conflicting Peds, #/hr 4 0 2 2 0 4 4 0 1 1 0 4
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 266 19 17 461 2 25 0 32 0 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 467 0 0 287 0 0 789 785 279 799 793 470 Stage 1 - - - - - - 284 284 - 500 500 -
Stage 2 - - - - - - 505 501 - 299 293 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1094 - - 1275 - - 308 325 760 304 321 594 Stage 1 - - - - - - 723 676 - 553 543 -
Stage 2 - - - - - - 549 543 - 710 670 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1090 - - 1273 - - 296 316 758 285 312 589 Mov Cap-2 Maneuver - - - - - - 296 316 - 285 312 -
Stage 1 - - - - - - 719 673 - 549 531 -
Stage 2 - - - - - - 528 531 - 677 667 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 14.1 11.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 452 1090 - - 1273 - - 589
HCM Lane V/C Ratio 0.126 0.003 - - 0.014 - - 0.016
HCM Control Delay (s/veh) 14.1 8.3 0 - 7.9 0 - 11.2
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.4 0 - - 0 - - 0.1

ATTACHMENT B
1384
HCM 6th TWSC Background Build Conditions
16: E Lafayette Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 232 4 18 393 0 13 10 17 0 4 42
Future Vol, veh/h 36 232 4 18 393 0 13 10 17 0 4 42
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 40 255 4 20 432 0 14 11 19 0 4 46
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 432 0 0 259 0 0 834 809 257 824 811 432 Stage 1 - - - - - - 337 337 - 472 472 -
Stage 2 - - - - - - 497 472 - 352 339 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1128 - - 1306 - - 288 314 782 292 313 624 Stage 1 - - - - - - 677 641 - 573 559 -
Stage 2 - - - - - - 555 559 - 665 640 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1128 - - 1306 - - 251 295 782 264 294 624 Mov Cap-2 Maneuver - - - - - - 251 295 - 264 294 -
Stage 1 - - - - - - 649 615 - 550 548 -
Stage 2 - - - - - - 500 548 - 611 614 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.1 0.3 16 11.9

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 372 1128 - - 1306 - - 569
HCM Lane V/C Ratio 0.118 0.035 - - 0.015 - - 0.089
HCM Control Delay (s/veh) 16 8.3 0 - 7.8 0 - 11.9
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.4 0.1 - - 0 - - 0.3

ATTACHMENT B
1385
HCM Signalized Intersection Capacity Analysis Background Build Conditions 17: Main Street & D Street Timing Plan: AM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 3 270 425 5 6 7
Future Volume (vph) 3 270 425 5 6 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frt 1.00 0.99 0.92
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 1862 1860 1689
Flt Permitted 0.99 1.00 0.97
Satd. Flow (perm) 1851 1860 1689
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 3 297 467 5 7 8
RTOR Reduction (vph) 000080
Lane Group Flow (vph) 0 300 472070
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 11.2 11.2 0.6
Effective Green, g (s) 11.2 11.2 0.6
Actuated g/C Ratio 0.51 0.51 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 950 955 46
v/s Ratio Prot c0.25
v/s Ratio Perm 0.16 c0.00
v/c Ratio 0.31 0.49 0.15
Uniform Delay, d1 3.0 3.4 10.3
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.5 1.1 0.5
Delay (s) 3.6 4.5 10.9
Level of Service A A B
Approach Delay (s/veh) 3.6 4.5 10.9
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 4.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 21.8 Sum of lost time (s) 10.0 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1386
HCM 6th TWSC Background Build Conditions
18: Marsh Street/E Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 239 1 12 395 42 0 0 10 28 3 10
Future Vol, veh/h 16 239 1 12 395 42 0 0 10 28 3 10
Conflicting Peds, #/hr 2 0 1 1 0 2 0 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 19 285 1 14 470 50 0 0 12 33 4 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 522 0 0 287 0 0 857 875 287 855 850 498 Stage 1 - - - - - - 325 325 - 525 525 -
Stage 2 - - - - - - 532 550 - 330 325 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1044 - - 1275 - - 277 288 752 278 298 572 Stage 1 - - - - - - 687 649 - 536 529 -
Stage 2 - - - - - - 531 516 - 683 649 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1042 - - 1274 - - 260 276 751 265 286 570 Mov Cap-2 Maneuver - - - - - - 260 276 - 265 286 -
Stage 1 - - - - - - 671 634 - 523 519 -
Stage 2 - - - - - - 508 507 - 657 634 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.2 9.9 18.9

HCM LOS A C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 751 1042 - - 1274 - - 307
HCM Lane V/C Ratio 0.016 0.018 - - 0.011 - - 0.159
HCM Control Delay (s/veh) 9.9 8.5 0 - 7.9 0 - 18.9
HCM Lane LOS A A A - A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 0 - - 0.6

ATTACHMENT B
1387
HCM 6th TWSC Background Build Conditions
19: Alma Street/F Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 270 0 18 409 10 0 2 13 5 4 3
Future Vol, veh/h 13 270 0 18 409 10 0 2 13 5 4 3
Conflicting Peds, #/hr 4 0 5 5 0 4 0 0 5 5 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 293 0 20 445 11 0 2 14 5 4 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 460 0 0 298 0 0 822 826 303 829 821 457 Stage 1 - - - - - - 326 326 - 495 495 -
Stage 2 - - - - - - 496 500 - 334 326 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1101 - - 1263 - - 293 307 737 290 309 604 Stage 1 - - - - - - 687 648 - 556 546 -
Stage 2 - - - - - - 556 543 - 680 648 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1097 - - 1257 - - 278 293 730 273 295 601 Mov Cap-2 Maneuver - - - - - - 278 293 - 273 295 -
Stage 1 - - - - - - 673 635 - 545 532 -
Stage 2 - - - - - - 536 529 - 651 635 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.3 11.1 16.5

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 609 1097 - - 1257 - - 326
HCM Lane V/C Ratio 0.027 0.013 - - 0.016 - - 0.04
HCM Control Delay (s/veh) 11.1 8.3 0 - 7.9 0 - 16.5
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0 - - 0.1

ATTACHMENT B
1388
HCM 6th TWSC Background Build Conditions
21: Burkett Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 428 14 13 604 12 9 2 6 5 2 13
Future Vol, veh/h 19 428 14 13 604 12 9 2 6 5 2 13
Conflicting Peds, #/hr 7 0 0 0 0 7 2 0 1 1 0 2
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 20 451 15 14 636 13 9 2 6 5 2 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 656 0 0 466 0 0 1180 1183 460 1182 1184 652 Stage 1 - - - - - - 499 499 - 678 678 -
Stage 2 - - - - - - 681 684 - 504 506 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 931 - - 1095 - - 167 189 601 167 189 468 Stage 1 - - - - - - 554 544 - 442 452 -
Stage 2 - - - - - - 440 449 - 550 540 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 925 - - 1095 - - 154 179 600 156 179 464 Mov Cap-2 Maneuver - - - - - - 154 179 - 156 179 -
Stage 1 - - - - - - 538 528 - 427 440 -
Stage 2 - - - - - - 416 437 - 526 524 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.2 23.4 18.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 214 925 - - 1095 - - 281
HCM Lane V/C Ratio 0.084 0.022 - - 0.012 - - 0.075
HCM Control Delay (s/veh) 23.4 9 0 - 8.3 0 - 18.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.2

ATTACHMENT B
1389
HCM 6th TWSC Background Build Conditions
22: Shasta Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 434 5 4 620 5 9 1 5 2 0 2
Future Vol, veh/h 2 434 5 4 620 5 9 1 5 2 0 2
Conflicting Peds, #/hr 7 0 2 2 0 7 1 0 3 3 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 477 5 4 681 5 10 1 5 2 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 693 0 0 484 0 0 1180 1187 485 1189 1187 692 Stage 1 - - - - - - 486 486 - 699 699 -
Stage 2 - - - - - - 694 701 - 490 488 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 902 - - 1079 - - 167 188 582 165 188 444 Stage 1 - - - - - - 563 551 - 430 442 -
Stage 2 - - - - - - 433 441 - 560 550 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 896 - - 1077 - - 164 185 579 160 185 441 Mov Cap-2 Maneuver - - - - - - 164 185 - 160 185 -
Stage 1 - - - - - - 560 548 - 426 436 -
Stage 2 - - - - - - 428 435 - 550 547 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.1 22.9 20.6

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 218 896 - - 1077 - - 235
HCM Lane V/C Ratio 0.076 0.002 - - 0.004 - - 0.019
HCM Control Delay (s/veh) 22.9 9 0 - 8.4 0 - 20.6
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1390
HCM 6th TWSC Background Build Conditions
23: David Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 440 6 3 610 5 10 1 4 3 0 9
Future Vol, veh/h 1 440 6 3 610 5 10 1 4 3 0 9
Conflicting Peds, #/hr 3 0 3 3 0 3 3 0 1 1 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 478 7 3 663 5 11 1 4 3 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 671 0 0 488 0 0 1167 1164 486 1162 1165 672 Stage 1 - - - - - - 487 487 - 675 675 -
Stage 2 - - - - - - 680 677 - 487 490 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 919 - - 1075 - - 171 194 581 172 194 456 Stage 1 - - - - - - 562 550 - 444 453 -
Stage 2 - - - - - - 441 452 - 562 549 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 916 - - 1072 - - 166 192 579 169 192 453 Mov Cap-2 Maneuver - - - - - - 166 192 - 169 192 -
Stage 1 - - - - - - 560 548 - 442 450 -
Stage 2 - - - - - - 429 449 - 556 547 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 23.9 16.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 207 916 - - 1072 - - 319
HCM Lane V/C Ratio 0.079 0.001 - - 0.003 - - 0.041
HCM Control Delay (s/veh) 23.9 8.9 0 - 8.4 0 - 16.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
1391
HCM 6th TWSC Background Build Conditions
24: Rendon Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 419 12 8 595 9 11 3 3 13 1 18
Future Vol, veh/h 11 419 12 8 595 9 11 3 3 13 1 18
Conflicting Peds, #/hr 5 0 1 1 0 5 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 455 13 9 647 10 12 3 3 14 1 20
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 662 0 0 469 0 0 1168 1167 463 1164 1168 657 Stage 1 - - - - - - 487 487 - 675 675 -
Stage 2 - - - - - - 681 680 - 489 493 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 927 - - 1093 - - 170 194 599 171 193 465 Stage 1 - - - - - - 562 550 - 444 453 -
Stage 2 - - - - - - 440 451 - 561 547 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 923 - - 1092 - - 158 187 598 163 186 463 Mov Cap-2 Maneuver - - - - - - 158 187 - 163 186 -
Stage 1 - - - - - - 551 540 - 434 445 -
Stage 2 - - - - - - 415 443 - 545 537 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 26.4 21.1

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 187 923 - - 1092 - - 258
HCM Lane V/C Ratio 0.099 0.013 - - 0.008 - - 0.135
HCM Control Delay (s/veh) 26.4 9 0 - 8.3 - - 21.1
HCM Lane LOS D A A - A - - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.5

ATTACHMENT B
1392
HCM 6th Signalized Intersection Summary Background Build Conditions 25: Golden Gate Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 345 92 87 514 5 74 17 44 12 32 7 Future Volume (veh/h) 3 345 92 87 514 5 74 17 44 12 32 7 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 363 97 92 541 5 78 18 46 13 34 7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 6 623 166 118 927 9 236 41 69 140 180 32
Arrive On Green 0.00 0.44 0.44 0.07 0.50 0.50 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 1422 380 1781 1850 17 747 293 498 239 1302 229 Grp Volume(v), veh/h 3 0 460 92 0 546 142 0 0 54 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1801 1781 0 1867 1538 0 0 1770 0 0 Q Serve(g_s), s 0.1 0.0 8.1 2.1 0.0 8.7 2.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 0.0 8.1 2.1 0.0 8.7 3.6 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.01 0.55 0.32 0.24 0.13
Lane Grp Cap(c), veh/h 6 0 789 118 0 935 346 0 0 352 0 0 V/C Ratio(X) 0.51 0.00 0.58 0.78 0.00 0.58 0.41 0.00 0.00 0.15 0.00 0.00 Avail Cap(c_a), veh/h 848 0 2059 848 0 2134 1550 0 0 1313 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 20.9 0.0 8.9 19.3 0.0 7.4 17.1 0.0 0.0 16.1 0.0 0.0 Incr Delay (d2), s/veh 23.6 0.0 2.5 4.2 0.0 2.1 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.7 0.9 0.0 2.6 1.2 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.5 0.0 11.4 23.5 0.0 9.5 17.3 0.0 0.0 16.1 0.0 0.0 LnGrp LOS D B C A B B
Approach Vol, veh/h 463 638 142 54
Approach Delay, s/veh 11.6 11.5 17.3 16.1
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.8 23.4 10.8 5.1 26.0 10.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 4.1 10.1 5.6 2.1 10.7 3.1
Green Ext Time (p_c), s 0.1 8.4 0.6 0.0 10.3 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 12.4
HCM 6th LOS B

ATTACHMENT B
1393
HCM 6th TWSC Background Build Conditions
26: Windsor Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 376 15 13 597 3 8 1 5 6 3 13
Future Vol, veh/h 2 376 15 13 597 3 8 1 5 6 3 13
Conflicting Peds, #/hr 9 0 3 3 0 9 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 2 396 16 14 628 3 8 1 5 6 3 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 640 0 0 415 0 0 1077 1079 407 1078 1086 639 Stage 1 - - - - - - 411 411 - 667 667 -
Stage 2 - - - - - - 666 668 - 411 419 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 944 - - 1144 - - 197 218 644 196 216 476 Stage 1 - - - - - - 618 595 - 448 457 -
Stage 2 - - - - - - 449 456 - 618 590 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 936 - - 1141 - - 185 211 642 189 209 472 Mov Cap-2 Maneuver - - - - - - 185 211 - 189 209 -
Stage 1 - - - - - - 614 591 - 443 444 -
Stage 2 - - - - - - 425 443 - 610 586 -
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.2 20.2 18

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 251 936 - - 1141 - - 299
HCM Lane V/C Ratio 0.059 0.002 - - 0.012 - - 0.077
HCM Control Delay (s/veh) 20.2 8.9 0 - 8.2 0 - 18
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.3

ATTACHMENT B
1394
HCM Signalized Intersection Capacity Analysis Background Build Conditions 27: Netherton Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 358 4 29 548 3 11 7 52 19 18 61
Future Volume (vph) 4 358 4 29 548 3 11 7 52 19 18 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99
Satd. Flow (prot) 1770 1860 1770 1861 1641 1667
Flt Permitted 0.95 1.00 0.95 1.00 0.93 0.91
Satd. Flow (perm) 1770 1860 1770 1861 1549 1536
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 4 393 4 32 602 3 12 8 57 21 20 67
RTOR Reduction (vph) 0 0 0 0 0 0 0 49 0 0 57 0
Lane Group Flow (vph) 4 397 0 32 605 0 0 28 0 0 51 0
Confl. Peds. (#/hr) 2 10 1 11 11 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.5 24.6 2.1 26.2 6.9 6.9
Effective Green, g (s) 0.5 24.6 2.1 26.2 6.9 6.9
Actuated g/C Ratio 0.01 0.51 0.04 0.54 0.14 0.14
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 18 941 76 1003 219 218
v/s Ratio Prot 0.00 0.21 c0.02 c0.33
v/s Ratio Perm 0.02 c0.03
v/c Ratio 0.22 0.42 0.42 0.60 0.12 0.23
Uniform Delay, d1 23.8 7.5 22.6 7.6 18.2 18.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.2 0.8 1.3 1.8 0.0 0.1
Delay (s) 26.1 8.3 24.0 9.4 18.3 18.6
Level of Service C A C A B B
Approach Delay (s/veh) 8.5 10.2 18.3 18.6
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54
Actuated Cycle Length (s) 48.6 Sum of lost time (s) 15.0 Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1395
HCM 6th TWSC Background Build Conditions
28: Broadway Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 105 313 5 12 514 51 3 3 6 24 5 49
Future Vol, veh/h 105 313 5 12 514 51 3 3 6 24 5 49
Conflicting Peds, #/hr 13 0 4 4 0 13 0 0 13 13 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 50 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 119 356 6 14 584 58 3 3 7 27 6 56
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 655 0 0 366 0 0 1273 1284 376 1240 1229 597 Stage 1 - - - - - - 601 601 - 625 625 -
Stage 2 - - - - - - 672 683 - 615 604 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 932 - - 1193 - - 144 165 670 152 178 503 Stage 1 - - - - - - 487 489 - 473 477 -
Stage 2 - - - - - - 445 449 - 479 488 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 920 - - 1188 - - 111 140 659 129 151 497 Mov Cap-2 Maneuver - - - - - - 111 140 - 129 151 -
Stage 1 - - - - - - 422 424 - 407 466 -
Stage 2 - - - - - - 386 438 - 404 424 -
Approach EB WB NB SB
HCM Control Delay, s/v 2.4 0.2 23.5 27.8

HCM LOS C D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 208 920 - - 1188 - - 245
HCM Lane V/C Ratio 0.066 0.13 - - 0.011 - - 0.362
HCM Control Delay (s/veh) 23.5 9.5 - - 8.1 - - 27.8
HCM Lane LOS C A - - A - - D
HCM 95th %tile Q (veh) 0.2 0.4 - - 0 - - 1.6

ATTACHMENT B
1396
HCM Signalized Intersection Capacity Analysis Background Build Conditions 29: S Center Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 63 44 0 0 0 0 0 0 166 1169 0
Future Volume (vph) 0 63 44 0 0 0 0 0 0 166 1169 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 0.99 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.94 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 1750 5048
Flt Permitted 1.00 0.99
Satd. Flow (perm) 1750 5048
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 71 49 0 0 0 0 0 0 187 1313 0
RTOR Reduction (vph) 0 29 0 0 0 0 0 0 0 0 22 0
Lane Group Flow (vph) 0 9100000000 1478 0
Confl. Peds. (#/hr) 2 6
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 23.0 52.0
Effective Green, g (s) 23.0 52.0
Actuated g/C Ratio 0.27 0.61
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 473 3088
v/s Ratio Prot c0.05
v/s Ratio Perm 0.29
v/c Ratio 0.19 0.47
Uniform Delay, d1 23.8 9.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.9 0.5
Delay (s) 24.7 9.5
Level of Service C A
Approach Delay (s/veh) 24.7 0.0 0.0 9.5
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1397
HCM Signalized Intersection Capacity Analysis Background Build Conditions 30: S El Dorado Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 96 115 0 0 0 0 0 1598 100000
Future Volume (vph) 96 115 0 0 0 0 0 1598 100000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 1813 5028
Flt Permitted 0.97 1.00
Satd. Flow (perm) 1813 5028
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 112 134 0 0 0 0 0 1858 116000
RTOR Reduction (vph) 0 190000080000
Lane Group Flow (vph) 0 227 0 0 0 0 0 1966 0 0 0 0
Confl. Peds. (#/hr) 9 11
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 22.0 53.0
Effective Green, g (s) 22.0 53.0
Actuated g/C Ratio 0.26 0.62
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 469 3135
v/s Ratio Prot c0.39
v/s Ratio Perm 0.13
v/c Ratio 0.48 0.62
Uniform Delay, d1 26.6 9.8
Progression Factor 1.02 1.00
Incremental Delay, d2 3.2 0.9
Delay (s) 30.5 10.8
Level of Service C B
Approach Delay (s/veh) 30.5 0.0 10.8 0.0
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1398
HCM 6th AWSC Background Build Conditions
31: S Hunter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 141 66 0 0 0 0 0 29 62 84 0
Future Vol, veh/h 0 141 66 0 0 0 0 0 29 62 84 0
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 193 90 0 0 0 0 0 40 85 115 0
Number of Lanes 0 1 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 9.6 7.6 9.1

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 0% 68% 0% 100%
Vol Right, % 100% 32% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 29 207 62 84
LT Vol 0 0 62 0
Through Vol 0 141 0 84
RT Vol 29 66 0 0
Lane Flow Rate 40 284 85 115
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.048 0.342 0.135 0.167
Departure Headway (Hd) 4.339 4.345 5.719 5.216
Convergence, Y/N Yes Yes Yes Yes
Cap 822 828 627 687
Service Time 2.38 2.365 3.454 2.95
HCM Lane V/C Ratio 0.049 0.343 0.136 0.167
HCM Control Delay, s/veh 7.6 9.6 9.3 9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 1.5 0.5 0.6

ATTACHMENT B
1399
HCM Signalized Intersection Capacity Analysis Background Build Conditions 32: S San Joaquin Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 66 122 36 0 0 0 0 170 39 25 99 0
Future Volume (vph) 66 122 36 0 0 0 0 170 39 25 99 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.98 0.95 1.00
Flpb, ped/bikes 0.99 1.00 0.97
Frt 0.97 0.97 1.00
Flt Protected 0.98 1.00 0.99
Satd. Flow (prot) 1767 3291 3399
Flt Permitted 0.98 1.00 0.87
Satd. Flow (perm) 1767 3291 3004
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 82 152 45 0 0 0 0 212 49 31 124 0
RTOR Reduction (vph) 0 10 0 0 0 0 0 24 0 0 0 0
Lane Group Flow (vph) 0 271 0 0 0 0 0 238 0 0 155 0
Confl. Peds. (#/hr) 23 61 111 111
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 605 1692 1544
v/s Ratio Prot c0.07
v/s Ratio Perm 0.15 0.05
v/c Ratio 0.44 0.14 0.10
Uniform Delay, d1 17.8 8.9 8.7
Progression Factor 1.00 1.00 0.41
Incremental Delay, d2 2.3 0.1 0.1
Delay (s) 20.2 9.0 3.7
Level of Service C A A
Approach Delay (s/veh) 20.2 0.0 9.0 3.7
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1400
HCM Signalized Intersection Capacity Analysis Background Build Conditions 33: S Sutter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 89 80 0 0 0 0 102 16 4 95 0
Future Volume (vph) 22 89 80 0 0 0 0 102 16 4 95 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95
Frpb, ped/bikes 0.92 1.00 0.82 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.99
Frt 0.94 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 1608 1863 1312 3516
Flt Permitted 0.99 1.00 1.00 0.94
Satd. Flow (perm) 1608 1863 1312 3340
Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Adj. Flow (vph) 29 119 107 0 0 0 0 136 21 5 127 0
RTOR Reduction (vph) 0 37 0 0 0 0 0 0 12 0 0 0
Lane Group Flow (vph) 0 218 0 0 0 0 0 136 9 0 132 0
Confl. Peds. (#/hr) 24 154 70 70
Confl. Bikes (#/hr) 1 2
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 689 798 562 1431
v/s Ratio Prot c0.07
v/s Ratio Perm 0.14 0.01 0.04
v/c Ratio 0.31 0.17 0.01 0.09
Uniform Delay, d1 13.2 12.3 11.5 11.8
Progression Factor 1.66 1.00 1.00 0.27
Incremental Delay, d2 1.1 0.4 0.0 0.1
Delay (s) 23.1 12.7 11.5 3.4
Level of Service C B B A
Approach Delay (s/veh) 23.1 0.0 12.6 3.4
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1401
HCM 6th Signalized Intersection Summary Background Build Conditions 34: California Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 78 14 0 0 0 0 268 74 34 214 0 Future Volume (veh/h) 16 78 14 0 0 0 0 268 74 34 214 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 21 103 18 0 353 97 45 282 0
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 73 357 62 0 826 227 153 908 0
Arrive On Green 0.09 0.09 0.09 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 268 1314 230 0 1411 388 161 1551 0
Grp Volume(v), veh/h 142 0 0 0 0 450 327 0 0
Grp Sat Flow(s),veh/h/ln 1811 0 0 0 0 1798 1711 0 0
Q Serve(g_s), s 5.1 0.0 0.0 0.0 0.0 9.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 5.1 0.0 0.0 0.0 0.0 9.7 0.0 0.0 0.0 Prop In Lane 0.15 0.13 0.00 0.22 0.14 0.00
Lane Grp Cap(c), veh/h 492 0 0 0 0 1053 1061 0 0
V/C Ratio(X) 0.29 0.00 0.00 0.00 0.00 0.43 0.31 0.00 0.00 Avail Cap(c_a), veh/h 492 0 0 0 0 1053 1061 0 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.95 0.00 0.00 0.00 0.00 1.00 0.85 0.00 0.00 Uniform Delay (d), s/veh 25.6 0.0 0.0 0.0 0.0 8.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.0 1.3 0.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.0 0.0 0.0 3.5 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.0 0.0 0.0 0.0 0.0 9.3 0.6 0.0 0.0 LnGrp LOS C A A
Approach Vol, veh/h 142 450 327
Approach Delay, s/veh 27.0 9.3 0.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 11.7 7.1 2.0
Green Ext Time (p_c), s 0.5 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 8.9
HCM 6th LOS A

ATTACHMENT B
1402
HCM Signalized Intersection Capacity Analysis Background Build Conditions 35: S American Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 149 0 0 0 0 0 0 0 108 0 0
Future Volume (vph) 30 149 0 0 0 0 0 0 0 108 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 1841 1762
Flt Permitted 0.99 0.75
Satd. Flow (perm) 1841 1404
Peak-hour factor, PHF 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 Adj. Flow (vph) 56 276 0 0 0 0 0 0 0 200 0 0
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 332 0 0 0 0 0 0 0 0 200 0
Confl. Peds. (#/hr) 10 2 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1052 401
v/s Ratio Prot
v/s Ratio Perm 0.18 c0.14
v/c Ratio 0.31 0.49
Uniform Delay, d1 7.8 20.8
Progression Factor 0.99 0.70
Incremental Delay, d2 0.7 2.8
Delay (s) 8.5 17.5
Level of Service A B
Approach Delay (s/veh) 8.5 0.0 0.0 17.5
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1403
HCM Signalized Intersection Capacity Analysis Background Build Conditions 36: S Stanislaus Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 102 108 0 0 0 0 512 52 9 215 0
Future Volume (vph) 51 102 108 0 0 0 0 512 52 9 215 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.94 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1724 3483 3532
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 1724 3483 3256
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Adj. Flow (vph) 71 142 150 0 0 0 0 711 72 12 299 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 11 0 0 0 0
Lane Group Flow (vph) 0 363 0 0 0 0 0 772 0 0 312 0
Confl. Peds. (#/hr) 13 4 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 615 1741 1628
v/s Ratio Prot c0.22
v/s Ratio Perm 0.21 0.10
v/c Ratio 0.59 0.44 0.19
Uniform Delay, d1 18.3 11.2 9.6
Progression Factor 0.82 1.00 0.69
Incremental Delay, d2 3.8 0.8 0.2
Delay (s) 19.0 12.0 6.9
Level of Service B B A
Approach Delay (s/veh) 19.0 0.0 12.0 6.9
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1404
HCM 6th TWSC Background Build Conditions
37: S Grant Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 110 0 0 0 0 0 8 0 9 5 0
Future Vol, veh/h 52 110 0 0 0 0 0 8 0 9 5 0
Conflicting Peds, #/hr 10 0 0 0 0 0 0 0 4 4 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 74 157 0 0 0 0 0 11 0 13 7 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 10 0 0 - 315 161 325 315 -
Stage 1 - - - - 305 - 10 10 -
Stage 2 - - - - 10 - 315 305 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1610 - - 0 601 884 628 601 0
Stage 1 - - - 0 662 - - - 0
Stage 2 - - - 0 - - 696 662 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1595 - - - 565 884 588 565 -
Mov Cap-2 Maneuver - - - - 565 - 588 565 -
Stage 1 - - - - 628 - - - -
Stage 2 - - - - - - 648 628 -
Approach EB NB SB
HCM Control Delay, s/v 2.4 11.5 11.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 565 1595 - - 580
HCM Lane V/C Ratio 0.02 0.047 - - 0.034
HCM Control Delay (s/veh) 11.5 7.4 0 - 11.4
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0.1 - - 0.1

ATTACHMENT B
1405
HCM 6th TWSC Background Build Conditions
38: S Aurora Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 96 15 0 0 0 0 102 9 4 36 0
Future Vol, veh/h 9 96 15 0 0 0 0 102 9 4 36 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 123 19 0 0 0 0 131 12 5 46 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 160 136 232 169 -
Stage 1 - - - - 158 - 2 2 -
Stage 2 - - - - 2 - 230 167 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 732 913 723 724 0
Stage 1 - - - 0 767 - - - 0
Stage 2 - - - 0 - - 773 760 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 724 912 610 716 -
Mov Cap-2 Maneuver - - - - 724 - 610 716 -
Stage 1 - - - - 760 - - - -
Stage 2 - - - - - - 627 753 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 11.1 10.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 736 1617 - - 704
HCM Lane V/C Ratio 0.193 0.007 - - 0.073
HCM Control Delay (s/veh) 11.1 7.2 0 - 10.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.7 0 - - 0.2

ATTACHMENT B
1406
HCM 6th TWSC Background Build Conditions
39: Union Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 88 5 0 0 0 0 90 8 15 39 0
Future Vol, veh/h 8 88 5 0 0 0 0 90 8 15 39 0
Conflicting Peds, #/hr 1 0 1 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 97 5 0 0 0 0 99 9 16 43 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 120 102 174 122 -
Stage 1 - - - - 119 - 1 1 -
Stage 2 - - - - 1 - 173 121 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 770 953 789 768 0
Stage 1 - - - 0 797 - - - 0
Stage 2 - - - 0 - - 829 796 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 764 952 701 762 -
Mov Cap-2 Maneuver - - - - 764 - 701 762 -
Stage 1 - - - - 791 - - - -
Stage 2 - - - - - - 714 790 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.4 10.3

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 777 1620 - - 744
HCM Lane V/C Ratio 0.139 0.005 - - 0.08
HCM Control Delay (s/veh) 10.4 7.2 0 - 10.3
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0.3

ATTACHMENT B
1407
HCM 6th TWSC Background Build Conditions
40: Pilgrim Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 108 2 0 0 0 0 8 9 13 4 0
Future Vol, veh/h 6 108 2 0 0 0 0 8 9 13 4 0
Conflicting Peds, #/hr 3 0 1 0 0 0 0 0 9 9 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 67 67 67 67 67 67 67 67 67 67 67 67
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 161 3 0 0 0 0 12 13 19 6 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 3 0 0 - 185 173 205 186 -
Stage 1 - - - - 182 - 3 3 -
Stage 2 - - - - 3 - 202 183 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1619 - - 0 709 871 753 708 0
Stage 1 - - - 0 749 - - - 0
Stage 2 - - - 0 - - 800 748 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1614 - - - 702 870 727 701 -
Mov Cap-2 Maneuver - - - - 702 - 727 701 -
Stage 1 - - - - 744 - - - -
Stage 2 - - - - - - 770 743 -
Approach EB NB SB
HCM Control Delay, s/v 0.4 9.8 10.2

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 782 1614 - - 721
HCM Lane V/C Ratio 0.032 0.006 - - 0.035
HCM Control Delay (s/veh) 9.8 7.2 0 - 10.2
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1408
HCM 6th Signalized Intersection Summary Background Build Conditions 41: Airport Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 84 19 0 0 0 0 815 39 77 591 0 Future Volume (veh/h) 26 84 19 0 0 0 0 815 39 77 591 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 29 93 21 0 906 43 86 657 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 41 131 29 0 2683 127 268 1990 0
Arrive On Green 0.11 0.11 0.11 0.00 0.78 0.78 1.00 1.00 0.00 Sat Flow, veh/h 364 1166 263 0 3547 164 280 2646 0
Grp Volume(v), veh/h 143 0 0 0 466 483 329 414 0
Grp Sat Flow(s),veh/h/ln 1794 0 0 0 1777 1840 1224 1617 0 Q Serve(g_s), s 6.9 0.0 0.0 0.0 7.1 7.1 0.8 0.0 0.0
Cycle Q Clear(g_c), s 6.9 0.0 0.0 0.0 7.1 7.1 8.0 0.0 0.0 Prop In Lane 0.20 0.15 0.00 0.09 0.26 0.00
Lane Grp Cap(c), veh/h 201 0 0 0 1380 1430 1002 1256 0
V/C Ratio(X) 0.71 0.00 0.00 0.00 0.34 0.34 0.33 0.33 0.00 Avail Cap(c_a), veh/h 438 0 0 0 1380 1430 1002 1256 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 38.6 0.0 0.0 0.0 3.0 3.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.0 0.7 0.6 0.8 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 0.0 1.8 1.9 0.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.3 0.0 0.0 0.0 3.7 3.7 0.9 0.7 0.0 LnGrp LOS D AAAA
Approach Vol, veh/h 143 949 743
Approach Delay, s/veh 40.3 3.7 0.8
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 74.9 74.9 15.1
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 10.0 9.1 8.9
Green Ext Time (p_c), s 1.0 0.9 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 5.4
HCM 6th LOS A

ATTACHMENT B
1409
HCM 6th TWSC Background Build Conditions
42: Sierra Nevada Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 186 2 0 0 0 0 15 15 24 7 0
Future Vol, veh/h 14 186 2 0 0 0 0 15 15 24 7 0
Conflicting Peds, #/hr 2 0 2 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 16 209 2 0 0 0 0 17 17 27 8 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 246 212 261 247 -
Stage 1 - - - - 244 - 2 2 -
Stage 2 - - - - 2 - 259 245 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 656 828 692 655 0
Stage 1 - - - 0 704 - - - 0
Stage 2 - - - 0 - - 746 703 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 646 826 657 645 -
Mov Cap-2 Maneuver - - - - 646 - 657 645 -
Stage 1 - - - - 695 - - - -
Stage 2 - - - - - - 705 694 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 10.2 10.8

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 725 1617 - - 654
HCM Lane V/C Ratio 0.046 0.01 - - 0.053
HCM Control Delay (s/veh) 10.2 7.2 0 - 10.8
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.2

ATTACHMENT B
1410
HCM 6th Signalized Intersection Summary Background Build Conditions 43: S Wilson Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 15 148 50 0 0 0 0 686 63 118 623 0 Future Volume (veh/h) 15 148 50 0 0 0 0 686 63 118 623 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 157 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 20 192 65 0 1943 178 157 2609 0
Arrive On Green 0.05 0.05 0.05 0.00 0.59 0.59 0.12 0.98 0.00 Sat Flow, veh/h 126 1241 419 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 226 0 0 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1787 0 0 0 1777 1815 1781 1777 0 Q Serve(g_s), s 11.3 0.0 0.0 0.0 10.5 10.5 6.2 0.5 0.0
Cycle Q Clear(g_c), s 11.3 0.0 0.0 0.0 10.5 10.5 6.2 0.5 0.0 Prop In Lane 0.07 0.23 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 277 0 0 0 1049 1072 157 2609 0
V/C Ratio(X) 0.82 0.00 0.00 0.00 0.38 0.38 0.80 0.25 0.00 Avail Cap(c_a), veh/h 417 0 0 0 1049 1072 257 2609 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 41.4 0.0 0.0 0.0 9.7 9.7 39.0 0.3 0.0 Incr Delay (d2), s/veh 4.4 0.0 0.0 0.0 1.0 1.0 3.5 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.0 0.0 0.0 4.1 4.2 2.8 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.8 0.0 0.0 0.0 10.7 10.7 42.5 0.5 0.0 LnGrp LOS D B B D A
Approach Vol, veh/h 226 797 789
Approach Delay, s/veh 45.8 10.7 7.2
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.9 58.2 71.1 18.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 8.2 12.5 2.5 13.3
Green Ext Time (p_c), s 0.1 13.6 15.0 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 13.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1411
HCM 6th TWSC Background Build Conditions
44: S Eugenia Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 312 16 0 0 0 37
Future Vol, veh/h 312 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 339 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 351
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 692
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 691
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.5

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 691 - -
HCM Lane V/C Ratio 0.058 - -
HCM Control Delay (s/veh) 10.5 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
1412
HCM 6th TWSC Background Build Conditions
45: Della Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 54 264 12 0 0 0 0 3 2 5 54 0
Future Vol, veh/h 54 264 12 0 0 0 0 3 2 5 54 0
Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 61 297 13 0 0 0 0 3 2 6 61 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 430 310 430 436 -
Stage 1 - - - - 430 - 0 0 -
Stage 2 - - - - 0 - 430 436 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 518 730 535 514 0
Stage 1 - - - 0 583 - - - 0
Stage 2 - - - 0 - - 603 580 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 516 727 531 512 -
Mov Cap-2 Maneuver - - - - 516 - 531 512 -
Stage 1 - - - - 581 - - - -
Stage 2 - - - - - - 598 578 -
Approach EB NB SB
HCM Control Delay, s/v 11.2 13

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 584 - - - 514
HCM Lane V/C Ratio 0.01 - - - 0.129
HCM Control Delay (s/veh) 11.2 - - - 13
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0 - - - 0.4

ATTACHMENT B
1413
HCM Signalized Intersection Capacity Analysis Background Build Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 28 38 7 121 0 0 128 18
Future Volume (vph) 0 0 0 23 28 38 7 121 0 0 128 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.98 1.00 0.99
Flpb, ped/bikes 0.98 0.99 1.00
Frt 0.94 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1680 3524 3451
Flt Permitted 0.98 0.94 1.00
Satd. Flow (perm) 1680 3328 3451
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 26 32 43 8 138 0 0 145 20
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 101 0 0 146 0 0 165 0
Confl. Peds. (#/hr) 16 10 28 28
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 7.0 27.0 27.0
Effective Green, g (s) 7.0 27.0 27.0
Actuated g/C Ratio 0.10 0.39 0.39
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 168 1283 1331
v/s Ratio Prot c0.05
v/s Ratio Perm 0.06 0.04
v/c Ratio 0.60 0.11 0.12
Uniform Delay, d1 30.1 13.8 13.8
Progression Factor 1.11 0.73 1.00
Incremental Delay, d2 4.0 0.1 0.1
Delay (s) 37.5 10.3 14.0
Level of Service D B B
Approach Delay (s/veh) 0.0 37.5 10.3 14.0
Approach LOS A D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1414
HCM Signalized Intersection Capacity Analysis Background Build Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 43 12 13 134 0 0 85 23
Future Volume (vph) 0 0 0 23 43 12 13 134 0 0 85 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.97
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.97 1.00 0.96
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1766 1842 3344
Flt Permitted 0.98 0.97 1.00
Satd. Flow (perm) 1766 1795 3344
Peak-hour factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph) 0 0 0 29 54 15 16 170 0 0 108 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 98 0 0 186 0 0 137 0
Confl. Peds. (#/hr) 24 14 52 52
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 378 487 907
v/s Ratio Prot 0.04
v/s Ratio Perm 0.06 c0.10
v/c Ratio 0.25 0.38 0.15
Uniform Delay, d1 22.8 20.7 19.3
Progression Factor 0.67 0.68 1.00
Incremental Delay, d2 1.5 2.2 0.3
Delay (s) 16.9 16.3 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 16.9 16.3 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 27.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1415
HCM Signalized Intersection Capacity Analysis Background Build Conditions 4: California Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 27 57 24 9 216 0 0 249 8
Future Volume (vph) 0 0 0 27 57 24 9 216 0 0 249 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1766 1858 1853
Flt Permitted 0.98 0.98 1.00
Satd. Flow (perm) 1766 1830 1853
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 31 66 28 10 248 0 0 286 9
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 125 0 0 258 0 0 295 0
Confl. Peds. (#/hr) 2 9 9 9
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 378 496 502
v/s Ratio Prot c0.16
v/s Ratio Perm 0.07 0.14
v/c Ratio 0.33 0.52 0.58
Uniform Delay, d1 23.2 21.6 22.1
Progression Factor 1.72 0.81 1.00
Incremental Delay, d2 2.1 3.8 4.9
Delay (s) 42.2 21.4 27.0
Level of Service D C C
Approach Delay (s/veh) 0.0 42.2 21.4 27.0
Approach LOS A D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1416
HCM Signalized Intersection Capacity Analysis Background Build Conditions 5: S American Street/N American Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 22 88 19 3 24 0 0 12 15
Future Volume (vph) 0 0 0 22 88 19 3 24 0 0 12 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.97
Flpb, ped/bikes 0.99 0.99 1.00 1.00
Frt 0.98 1.00 1.00 0.85
Flt Protected 0.99 0.99 1.00 1.00
Satd. Flow (prot) 1787 1850 1863 1547
Flt Permitted 0.99 0.98 1.00 1.00
Satd. Flow (perm) 1787 1829 1863 1547
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 0 0 0 26 104 22 4 28 0 0 14 18
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 0 0 0 152 0 0 32 0 0 14 18
Confl. Peds. (#/hr) 15 5 2 2
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 11.0 23.0 23.0 23.0
Effective Green, g (s) 11.0 23.0 23.0 23.0
Actuated g/C Ratio 0.16 0.33 0.33 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 280 600 612 508
v/s Ratio Prot 0.01
v/s Ratio Perm 0.09 c0.02 0.01
v/c Ratio 0.54 0.05 0.02 0.03
Uniform Delay, d1 27.1 16.0 15.8 15.9
Progression Factor 0.86 0.95 1.00 1.00
Incremental Delay, d2 7.3 0.1 0.0 0.1
Delay (s) 30.8 15.5 15.9 16.0
Level of Service C B B B
Approach Delay (s/veh) 0.0 30.8 15.5 16.0
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 26.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1417
HCM Signalized Intersection Capacity Analysis Background Build Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 66 68 12 39 249 0 0 295 8
Future Volume (vph) 0 0 0 66 68 12 39 249 0 0 295 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.98 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 1798 3512 3522
Flt Permitted 0.97 0.87 1.00
Satd. Flow (perm) 1798 3103 3522
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 72 74 13 42 271 0 0 321 9
RTOR Reduction (vph) 000000000030
Lane Group Flow (vph) 0 0 0 0 159 0 0 313 0 0 327 0
Confl. Peds. (#/hr) 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 642 1551 1761
v/s Ratio Prot 0.09
v/s Ratio Perm 0.09 c0.10
v/c Ratio 0.24 0.20 0.18
Uniform Delay, d1 15.8 9.7 9.6
Progression Factor 1.00 0.78 1.00
Incremental Delay, d2 0.9 0.2 0.2
Delay (s) 16.7 7.9 9.8
Level of Service B A A
Approach Delay (s/veh) 0.0 16.7 7.9 9.8
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1418
HCM 6th TWSC Background Build Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 7 124 11 10 21 0 0 31 25
Future Vol, veh/h 0 0 0 7 124 11 10 21 0 0 31 25
Conflicting Peds, #/hr 0 0 0 1 0 1 0 0 0 0 0 0
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 10 177 16 14 30 0 0 44 36
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 246 215 - - 207 186
Stage 1 - - - 1 1 - - 206 -
Stage 2 - - - 245 214 - - 1 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1622 - - 708 683 0 0 690 856
Stage 1 - - - - - 0 0 731 -
Stage 2 - - - 759 725 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - 641 677 - - 684 855
Mov Cap-2 Maneuver - - - 641 677 - - 684 -
Stage 1 - - - - - - - 725 -
Stage 2 - - - 678 719 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.8 10.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 665 1620 - - 751
HCM Lane V/C Ratio 0.067 0.006 - - 0.107
HCM Control Delay (s/veh) 10.8 7.2 0 - 10.4
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.4

ATTACHMENT B
1419
HCM 6th TWSC Background Build Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 15 75 1 12 96 0 0 38 5
Future Vol, veh/h 0 0 0 15 75 1 12 96 0 0 38 5
Conflicting Peds, #/hr 0 0 0 8 0 1 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 18 90 1 14 116 0 0 46 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 8 0 0 162 136 - - 136 93
Stage 1 - - - 8 8 - - 128 -
Stage 2 - - - 154 128 - - 8 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1612 - - 803 755 0 0 755 964
Stage 1 - - - - - 0 0 790 -
Stage 2 - - - 848 790 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1600 - - 748 739 - - 739 963
Mov Cap-2 Maneuver - - - 748 739 - - 739 -
Stage 1 - - - - - - - 780 -
Stage 2 - - - 784 780 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.2 10.9 10.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 740 1600 - - 760
HCM Lane V/C Ratio 0.176 0.011 - - 0.068
HCM Control Delay (s/veh) 10.9 7.3 0 - 10.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.6 0 - - 0.2

ATTACHMENT B
1420
HCM 6th AWSC Background Build Conditions
9: Union Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 13 78 15 13 108 0 0 76 7
Future Vol, veh/h 0 0 0 13 78 15 13 108 0 0 76 7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 14 82 16 14 114 0 0 80 7
Number of Lanes 000010010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 8 8.1 7.8

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 11% 12% 0%
Vol Thru, % 89% 74% 92%
Vol Right, % 0% 14% 8%
Sign Control Stop Stop Stop
Traffic Vol by Lane 121 106 83
LT Vol 13 13 0
Through Vol 108 78 76
RT Vol 0 15 7
Lane Flow Rate 127 112 87
Geometry Grp 1 1 1
Degree of Util (X) 0.149 0.135 0.104
Departure Headway (Hd) 4.219 4.352 4.282
Convergence, Y/N Yes Yes Yes
Cap 837 828 842
Service Time 2.314 2.357 2.282
HCM Lane V/C Ratio 0.152 0.135 0.103
HCM Control Delay, s/veh 8.1 8 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.5 0.3

ATTACHMENT B
1421
HCM 6th TWSC Background Build Conditions
10: Pilgrim Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 18 97 15 8 16 0 0 20 5
Future Vol, veh/h 0 0 0 18 97 15 8 16 0 0 20 5
Conflicting Peds, #/hr 0 0 0 4 0 1 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 23 123 19 10 20 0 0 25 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 201 193 - - 184 137
Stage 1 - - - 4 4 - - 180 -
Stage 2 - - - 197 189 - - 4 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
Critical Hdwy Stg 1 - - - - - - - 5.52 -
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1618 - - 757 702 0 0 710 911
Stage 1 - - - - - 0 0 750 -
Stage 2 - - - 805 744 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1612 - - 719 687 - - 695 910
Mov Cap-2 Maneuver - - - 719 687 - - 695 -
Stage 1 - - - - - - - 737 -
Stage 2 - - - 760 731 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1 10.4 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 697 1612 - - 729
HCM Lane V/C Ratio 0.044 0.014 - - 0.043
HCM Control Delay (s/veh) 10.4 7.3 0 - 10.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
1422
HCM 6th Signalized Intersection Summary Background Build Conditions 11: Airport Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 41 93 61 10 869 0 0 749 17 Future Volume (veh/h) 0 0 0 41 93 61 10 869 0 0 749 17
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 43 98 64 11 915 0 0 788 18
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222220022
Cap, veh/h 56 128 84 50 2533 0 0 2606 60
Arrive On Green 0.05 0.05 0.05 1.00 1.00 0.00 0.00 0.73 0.73 Sat Flow, veh/h 364 829 541 13 3536 0 0 3644 81
Grp Volume(v), veh/h 205 0 0 494 432 0 0 394 412
Grp Sat Flow(s),veh/h/ln 1734 0 0 1847 1617 0 0 1777 1855 Q Serve(g_s), s 10.5 0.0 0.0 0.0 0.0 0.0 0.0 6.8 6.8
Cycle Q Clear(g_c), s 10.5 0.0 0.0 0.0 0.0 0.0 0.0 6.8 6.8 Prop In Lane 0.21 0.31 0.02 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 269 0 0 1397 1187 0 0 1304 1361
V/C Ratio(X) 0.76 0.00 0.00 0.35 0.36 0.00 0.00 0.30 0.30 Avail Cap(c_a), veh/h 424 0 0 1397 1187 0 0 1304 1361
HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.93 0.93 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 41.1 0.0 0.0 0.0 0.0 0.0 0.0 4.1 4.1 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.7 0.8 0.0 0.0 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 0.0 0.3 0.3 0.0 0.0 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.8 0.0 0.0 0.7 0.8 0.0 0.0 4.7 4.7 LnGrp LOS D A A A A
Approach Vol, veh/h 205 926 806
Approach Delay, s/veh 42.8 0.7 4.7
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.1 18.9 71.1
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 12.5 8.8
Green Ext Time (p_c), s 0.9 0.5 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.8
HCM 6th LOS A

ATTACHMENT B
1423
HCM 6th TWSC Background Build Conditions
12: Sierra Nevada Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 30 154 40 9 37 0 0 49 32
Future Vol, veh/h 0 0 0 30 154 40 9 37 0 0 49 32
Conflicting Peds, #/hr 0 0 0 6 0 3 9 0 0 0 0 9
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 32 164 43 10 39 0 0 52 34
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 6 0 0 187 280 - - 259 116
Stage 1 - - - 6 6 - - 253 -
Stage 2 - - - 181 274 - - 6 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
Critical Hdwy Stg 1 - - - - - - - 5.54 -
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1613 - - 756 627 0 0 644 914
Stage 1 - - - - - 0 0 696 -
Stage 2 - - - 803 682 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1604 - - 665 607 - - 623 911
Mov Cap-2 Maneuver - - - 665 607 - - 623 -
Stage 1 - - - - - - - 678 -
Stage 2 - - - 697 664 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1 11.3 10.8

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 618 1604 - - 712
HCM Lane V/C Ratio 0.079 0.02 - - 0.121
HCM Control Delay (s/veh) 11.3 7.3 0.1 - 10.8
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.4

ATTACHMENT B
1424
HCM 6th Signalized Intersection Summary Background Build Conditions 13: S Wilson Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 126 183 27 936 0 0 933 29 Future Volume (veh/h) 0 0 0 107 126 183 27 936 0 0 933 29 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 110 130 189 28 965 0 0 962 30
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222220022
Cap, veh/h 135 159 254 435 2588 0 0 2562 80
Arrive On Green 0.16 0.16 0.16 1.00 1.00 0.00 0.00 0.73 0.73 Sat Flow, veh/h 838 990 1582 567 3647 0 0 3611 110
Grp Volume(v), veh/h 240 0 189 28 965 0 0 486 506
Grp Sat Flow(s),veh/h/ln 1828 0 1582 567 1777 0 0 1777 1850 Q Serve(g_s), s 11.4 0.0 10.3 0.7 0.0 0.0 0.0 9.2 9.2
Cycle Q Clear(g_c), s 11.4 0.0 10.3 9.9 0.0 0.0 0.0 9.2 9.2 Prop In Lane 0.46 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 294 0 254 435 2588 0 0 1294 1347 V/C Ratio(X) 0.82 0.00 0.74 0.06 0.37 0.00 0.00 0.38 0.38 Avail Cap(c_a), veh/h 467 0 404 435 2588 0 0 1294 1347
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 36.5 0.0 36.0 0.7 0.0 0.0 0.0 4.6 4.6 Incr Delay (d2), s/veh 2.8 0.0 1.6 0.2 0.3 0.0 0.0 0.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 0.0 4.0 0.0 0.1 0.0 0.0 3.1 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.3 0.0 37.6 0.9 0.3 0.0 0.0 5.4 5.4 LnGrp LOS D D A A A A
Approach Vol, veh/h 429 993 992
Approach Delay, s/veh 38.6 0.3 5.4
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 70.6 19.4 70.6
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 11.9 13.4 11.2
Green Ext Time (p_c), s 3.4 0.9 2.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 9.2
HCM 6th LOS A

ATTACHMENT B
1425
HCM 6th TWSC Background Build Conditions
15: B Street/E Washington Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 416 32 15 326 1 28 2 38 1 2 14
Future Vol, veh/h 5 416 32 15 326 1 28 2 38 1 2 14
Conflicting Peds, #/hr 1 0 1 1 0 1 3 0 0 0 0 3
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 443 34 16 347 1 30 2 40 1 2 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 349 0 0 478 0 0 862 852 461 872 869 352 Stage 1 - - - - - - 471 471 - 381 381 -
Stage 2 - - - - - - 391 381 - 491 488 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1210 - - 1084 - - 275 297 600 271 290 692 Stage 1 - - - - - - 573 560 - 641 613 -
Stage 2 - - - - - - 633 613 - 559 550 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1209 - - 1083 - - 262 289 599 247 282 689 Mov Cap-2 Maneuver - - - - - - 262 289 - 247 282 -
Stage 1 - - - - - - 569 556 - 637 601 -
Stage 2 - - - - - - 604 601 - 516 546 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.4 16.5 11.9

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 384 1209 - - 1083 - - 540
HCM Lane V/C Ratio 0.188 0.004 - - 0.015 - - 0.033
HCM Control Delay (s/veh) 16.5 8 0 - 8.4 0 - 11.9
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.7 0 - - 0 - - 0.1

ATTACHMENT B
1426
HCM 6th TWSC Background Build Conditions
16: E Lafayette Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Vol, veh/h 40 394 9 25 333 12 11 4 31 0 3 15
Future Vol, veh/h 40 394 9 25 333 12 11 4 31 0 3 15
Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 41 402 9 26 340 12 11 4 32 0 3 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 353 0 0 411 0 0 896 894 407 906 892 347 Stage 1 - - - - - - 489 489 - 399 399 -
Stage 2 - - - - - - 407 405 - 507 493 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1206 - - 1148 - - 261 280 644 257 281 696 Stage 1 - - - - - - 561 549 - 627 602 -
Stage 2 - - - - - - 621 598 - 548 547 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1205 - - 1148 - - 239 260 644 228 261 695 Mov Cap-2 Maneuver - - - - - - 239 260 - 228 261 -
Stage 1 - - - - - - 536 525 - 599 585 -
Stage 2 - - - - - - 587 581 - 494 523 -
Approach EB WB NE SW
HCM Control Delay, s/v 0.7 0.6 12 11.8

HCM LOS B B
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBRSWLn1 Capacity (veh/h) 551 1205 - - 1148 - - 544
HCM Lane V/C Ratio 0.065 0.034 - - 0.022 - - 0.034
HCM Control Delay (s/veh) 12 8.1 0 - 8.2 0 - 11.8
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.2 0.1 - - 0.1 - - 0.1

ATTACHMENT B
1427
HCM Signalized Intersection Capacity Analysis Background Build Conditions 17: Main Street & D Street Timing Plan: PM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 9 450 370 15 8 8
Future Volume (vph) 9 450 370 15 8 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00
Flpb, ped/bikes 0.99 1.00 1.00
Frt 1.00 0.99 0.93
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 1861 1851 1695
Flt Permitted 0.98 1.00 0.97
Satd. Flow (perm) 1839 1851 1695
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 10 479 394 16 9 9
RTOR Reduction (vph) 000090
Lane Group Flow (vph) 0 489 410090
Confl. Peds. (#/hr) 1 1
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 11.4 11.4 0.6
Effective Green, g (s) 11.4 11.4 0.6
Actuated g/C Ratio 0.52 0.52 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 952 959 46
v/s Ratio Prot 0.22
v/s Ratio Perm c0.27 c0.01
v/c Ratio 0.51 0.42 0.20
Uniform Delay, d1 3.4 3.2 10.4
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.8 0.7
Delay (s) 4.7 4.1 11.2
Level of Service A A B
Approach Delay (s/veh) 4.7 4.1 11.2
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 4.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 22.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1428
HCM 6th TWSC Background Build Conditions
18: Marsh Street & Main Street & E Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 6 428 0 18 332 37 51 25 0 0
Future Vol, veh/h 6 428 0 18 332 37 51 25 0 0
Conflicting Peds, #/hr 1 0 5 5 0 1 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - None - - - None
Storage Length - - - - - - 0 -0 -
Veh in Median Storage, # - 0 - - 0 - 0 - 0 -
Grade, % - 0 - - 0 - 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 465 0 20 361 40 55 27 0 0
Major/Minor Major1 Major2 Minor2 Minor1
Conflicting Flow All 402 0 0 470 0 0 901 382 919 470
Stage 1 - - - - - - 422 - 484 -
Stage 2 - - - - - - 479 - 435 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.22 7.12 6.22
Critical Hdwy Stg 1 - - - - - - 6.12 - 6.12 -
Critical Hdwy Stg 2 - - - - - - 6.12 - 6.12 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 3.318 3.518 3.318 Pot Cap-1 Maneuver 1157 - - 1092 - - 259 665 252 594
Stage 1 - - - - - - 609 - 564 -
Stage 2 - - - - - - 568 - 600 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1156 - - 1087 - - 253 664 235 591
Mov Cap-2 Maneuver - - - - - - 253 - 235 -
Stage 1 - - - - - - 604 - 557 -
Stage 2 - - - - - - 563 - 562 -
Approach EB WB SB NE
HCM Control Delay, s/v 0.1 0.4 20.2 0

HCM LOS C A
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 1156 - - 1087 - - 318
HCM Lane V/C Ratio - 0.006 - - 0.018 - - 0.26
HCM Control Delay (s/veh) 0 8.1 0 - 8.4 0 - 20.2
HCM Lane LOS A A A - A A - C
HCM 95th %tile Q (veh) - 0 - - 0.1 - - 1

ATTACHMENT B
1429
HCM 6th TWSC Background Build Conditions
19: Alma Street & Main Street & F Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 13 458 1 31 331 12 17 3 0 0
Future Vol, veh/h 13 458 1 31 331 12 17 3 0 0
Conflicting Peds, #/hr 0 0 5 5 0 0 1 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - None - - - None
Storage Length - - - - - - 0 -0 -
Veh in Median Storage, # - 0 - - 0 - 0 - 0 -
Grade, % - 0 - - 0 - 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 503 1 34 364 13 19 3 0 0
Major/Minor Major1 Major2 Minor2 Minor1
Conflicting Flow All 377 0 0 509 0 0 972 371 977 510
Stage 1 - - - - - - 439 - 537 -
Stage 2 - - - - - - 533 - 440 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.22 7.12 6.22
Critical Hdwy Stg 1 - - - - - - 6.12 - 6.12 -
Critical Hdwy Stg 2 - - - - - - 6.12 - 6.12 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 3.318 3.518 3.318 Pot Cap-1 Maneuver 1181 - - 1056 - - 232 675 230 563
Stage 1 - - - - - - 597 - 528 -
Stage 2 - - - - - - 531 - 596 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1181 - - 1051 - - 222 675 218 560
Mov Cap-2 Maneuver - - - - - - 222 - 218 -
Stage 1 - - - - - - 587 - 517 -
Stage 2 - - - - - - 522 - 569 -
Approach EB WB SB NE
HCM Control Delay, s/v 0.2 0.7 21 0

HCM LOS C A
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 1181 - - 1051 - - 247
HCM Lane V/C Ratio - 0.012 - - 0.032 - - 0.089
HCM Control Delay (s/veh) 0 8.1 0 - 8.5 0 - 21
HCM Lane LOS A A A - A A - C
HCM 95th %tile Q (veh) - 0 - - 0.1 - - 0.3

ATTACHMENT B
1430
HCM 6th TWSC Background Build Conditions
21: Burkett Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 723 30 11 543 11 8 2 16 5 0 7
Future Vol, veh/h 17 723 30 11 543 11 8 2 16 5 0 7
Conflicting Peds, #/hr 3 0 3 3 0 3 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 777 32 12 584 12 9 2 17 5 0 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 599 0 0 812 0 0 1450 1455 796 1456 1465 593 Stage 1 - - - - - - 832 832 - 617 617 -
Stage 2 - - - - - - 618 623 - 839 848 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 978 - - 814 - - 109 130 387 108 128 506 Stage 1 - - - - - - 363 384 - 477 481 -
Stage 2 - - - - - - 477 478 - 360 378 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 975 - - 812 - - 103 122 386 97 120 505 Mov Cap-2 Maneuver - - - - - - 103 122 - 97 120 -
Stage 1 - - - - - - 350 370 - 459 469 -
Stage 2 - - - - - - 460 466 - 330 364 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.2 26.9 26.2

HCM LOS D D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 192 975 - - 812 - - 183
HCM Lane V/C Ratio 0.146 0.019 - - 0.015 - - 0.071
HCM Control Delay (s/veh) 26.9 8.8 0 - 9.5 0 - 26.2
HCM Lane LOS D A A - A A - D
HCM 95th %tile Q (veh) 0.5 0.1 - - 0 - - 0.2

ATTACHMENT B
1431
HCM 6th TWSC Background Build Conditions
22: Shasta Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 720 15 5 556 10 5 0 12 3 1 5
Future Vol, veh/h 8 720 15 5 556 10 5 0 12 3 1 5
Conflicting Peds, #/hr 3 0 4 4 0 3 1 0 0 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 783 16 5 604 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 618 0 0 803 0 0 1437 1441 795 1439 1444 614 Stage 1 - - - - - - 813 813 - 623 623 -
Stage 2 - - - - - - 624 628 - 816 821 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 962 - - 821 - - 111 133 388 111 132 492 Stage 1 - - - - - - 372 392 - 474 478 -
Stage 2 - - - - - - 473 476 - 371 389 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 959 - - 818 - - 106 129 387 105 128 490 Mov Cap-2 Maneuver - - - - - - 106 129 - 105 128 -
Stage 1 - - - - - - 364 384 - 465 472 -
Stage 2 - - - - - - 462 470 - 352 381 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 23.1 24.6

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 217 959 - - 818 - - 193
HCM Lane V/C Ratio 0.085 0.009 - - 0.007 - - 0.051
HCM Control Delay (s/veh) 23.1 8.8 0 - 9.4 0 - 24.6
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.2

ATTACHMENT B
1432
HCM 6th TWSC Background Build Conditions
23: David Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 715 10 4 556 8 11 1 1 2 1 5
Future Vol, veh/h 8 715 10 4 556 8 11 1 1 2 1 5
Conflicting Peds, #/hr 1 0 4 4 0 1 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 9 777 11 4 604 9 12 1 1 2 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 614 0 0 792 0 0 1425 1427 789 1422 1428 610 Stage 1 - - - - - - 805 805 - 618 618 -
Stage 2 - - - - - - 620 622 - 804 810 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 965 - - 829 - - 113 135 391 114 135 494 Stage 1 - - - - - - 376 395 - 477 481 -
Stage 2 - - - - - - 476 479 - 377 393 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 964 - - 826 - - 109 131 389 111 131 494 Mov Cap-2 Maneuver - - - - - - 109 131 - 111 131 -
Stage 1 - - - - - - 368 387 - 468 477 -
Stage 2 - - - - - - 466 475 - 368 385 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 40 21.7

HCM LOS E C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 117 964 - - 826 - - 224
HCM Lane V/C Ratio 0.121 0.009 - - 0.005 - - 0.039
HCM Control Delay (s/veh) 40 8.8 0 - 9.4 0 - 21.7
HCM Lane LOS E A A - A A - C
HCM 95th %tile Q (veh) 0.4 0 - - 0 - - 0.1

ATTACHMENT B
1433
HCM 6th TWSC Background Build Conditions
24: Rendon Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 679 34 18 533 12 16 4 11 6 3 12
Future Vol, veh/h 10 679 34 18 533 12 16 4 11 6 3 12
Conflicting Peds, #/hr 4 0 7 7 0 4 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 730 37 19 573 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 590 0 0 774 0 0 1404 1406 759 1404 1418 584 Stage 1 - - - - - - 778 778 - 622 622 -
Stage 2 - - - - - - 626 628 - 782 796 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 985 - - 842 - - 117 139 406 117 137 512 Stage 1 - - - - - - 389 407 - 474 479 -
Stage 2 - - - - - - 472 476 - 387 399 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 981 - - 836 - - 107 130 402 106 128 510 Mov Cap-2 Maneuver - - - - - - 107 130 - 106 128 -
Stage 1 - - - - - - 378 396 - 463 461 -
Stage 2 - - - - - - 441 458 - 363 388 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 36 24.9

HCM LOS E C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 149 981 - - 836 - - 203
HCM Lane V/C Ratio 0.224 0.011 - - 0.023 - - 0.111
HCM Control Delay (s/veh) 36 8.7 0 - 9.4 0 - 24.9
HCM Lane LOS E A A - A A - C
HCM 95th %tile Q (veh) 0.8 0 - - 0.1 - - 0.4

ATTACHMENT B
1434
HCM 6th Signalized Intersection Summary Background Build Conditions 25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 510 190 62 414 9 128 23 81 13 30 8 Future Volume (veh/h) 8 510 190 62 414 9 128 23 81 13 30 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 543 202 66 440 10 136 24 86 14 32 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 16 686 255 85 1040 24 239 45 111 122 246 60
Arrive On Green 0.01 0.53 0.53 0.05 0.57 0.57 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1781 1290 480 1781 1821 41 764 212 525 281 1167 283 Grp Volume(v), veh/h 9 0 745 66 0 450 246 0 0 55 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1770 1781 0 1863 1501 0 0 1731 0 0 Q Serve(g_s), s 0.4 0.0 24.4 2.6 0.0 9.8 9.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.4 0.0 24.4 2.6 0.0 9.8 11.0 0.0 0.0 1.8 0.0 0.0 Prop In Lane 1.00 0.27 1.00 0.02 0.55 0.35 0.25 0.16
Lane Grp Cap(c), veh/h 16 0 942 85 0 1063 394 0 0 428 0 0 V/C Ratio(X) 0.55 0.00 0.79 0.78 0.00 0.42 0.62 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 497 0 1186 497 0 1248 903 0 0 766 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 35.4 0.0 13.5 33.7 0.0 8.7 26.5 0.0 0.0 23.0 0.0 0.0 Incr Delay (d2), s/veh 10.4 0.0 5.7 5.6 0.0 1.0 0.6 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 9.5 1.2 0.0 3.5 3.9 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.7 0.0 19.3 39.3 0.0 9.7 27.1 0.0 0.0 23.1 0.0 0.0 LnGrp LOS D B D A C C
Approach Vol, veh/h 754 516 246 55
Approach Delay, s/veh 19.6 13.5 27.1 23.1
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.4 43.1 20.1 5.7 45.9 20.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 4.6 26.4 13.0 2.4 11.8 3.8 Green Ext Time (p_c), s 0.1 11.8 1.1 0.0 7.9 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 18.9
HCM 6th LOS B

ATTACHMENT B
1435
HCM 6th TWSC Background Build Conditions
26: Windsor Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 7 581 26 4 471 4 11 0 5 4 2 7
Future Vol, veh/h 7 581 26 4 471 4 11 0 5 4 2 7
Conflicting Peds, #/hr 6 0 6 6 0 6 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 599 27 4 486 4 11 0 5 4 2 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 496 0 0 632 0 0 1134 1137 619 1131 1148 494 Stage 1 - - - - - - 633 633 - 502 502 -
Stage 2 - - - - - - 501 504 - 629 646 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1068 - - 951 - - 180 202 489 181 199 575 Stage 1 - - - - - - 468 473 - 552 542 -
Stage 2 - - - - - - 552 541 - 470 467 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1062 - - 946 - - 173 196 486 176 193 572 Mov Cap-2 Maneuver - - - - - - 173 196 - 176 193 -
Stage 1 - - - - - - 461 465 - 543 535 -
Stage 2 - - - - - - 540 535 - 460 460 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 23 18.2

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 217 1062 - - 946 - - 287
HCM Lane V/C Ratio 0.076 0.007 - - 0.004 - - 0.047
HCM Control Delay (s/veh) 23 8.4 0 - 8.8 0 - 18.2
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
1436
HCM Signalized Intersection Capacity Analysis Background Build Conditions 27: Netherton Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 529 27 38 441 5 21 6 67 27 12 48 Future Volume (vph) 11 529 27 38 441 5 21 6 67 27 12 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.98
Satd. Flow (prot) 1770 1847 1770 1859 1646 1676
Flt Permitted 0.95 1.00 0.95 1.00 0.89 0.86
Satd. Flow (perm) 1770 1847 1770 1859 1496 1465
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) 11 534 27 38 445 5 21 6 68 27 12 48
RTOR Reduction (vph) 0 0 0 0 0 0 0 57 0 0 41 0
Lane Group Flow (vph) 11 561 0 38 450 0 0 38 0 0 46 0
Confl. Peds. (#/hr) 4 1 2 6 6 2
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.6 19.4 2.1 20.9 6.7 6.7
Effective Green, g (s) 0.6 19.4 2.1 20.9 6.7 6.7
Actuated g/C Ratio 0.01 0.45 0.05 0.48 0.16 0.16
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 24 829 86 899 232 227
v/s Ratio Prot 0.01 c0.30 c0.02 0.24
v/s Ratio Perm 0.03 c0.03
v/c Ratio 0.45 0.67 0.44 0.50 0.16 0.20
Uniform Delay, d1 21.1 9.4 19.9 7.5 15.8 15.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.9 3.3 1.3 1.2 0.1 0.1
Delay (s) 26.1 12.8 21.2 8.8 15.9 16.0
Level of Service C B C A B B
Approach Delay (s/veh) 13.0 9.8 15.9 16.0
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 43.2 Sum of lost time (s) 15.0 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1437
HCM 6th TWSC Background Build Conditions
28: Broadway Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 559 6 10 446 16 12 2 11 13 5 14
Future Vol, veh/h 26 559 6 10 446 16 12 2 11 13 5 14
Conflicting Peds, #/hr 8 0 14 14 0 8 0 0 3 3 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 50 - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 27 576 6 10 460 16 12 2 11 13 5 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 484 0 0 596 0 0 1145 1151 596 1131 1138 468 Stage 1 - - - - - - 647 647 - 488 488 -
Stage 2 - - - - - - 498 504 - 643 650 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1079 - - 980 - - 177 198 504 181 201 595 Stage 1 - - - - - - 460 467 - 561 550 -
Stage 2 - - - - - - 554 541 - 462 465 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1071 - - 967 - - 162 187 496 169 190 590 Mov Cap-2 Maneuver - - - - - - 162 187 - 169 190 -
Stage 1 - - - - - - 443 449 - 542 540 -
Stage 2 - - - - - - 530 531 - 437 447 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.2 22.3 21.4

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 234 1071 - - 967 - - 252
HCM Lane V/C Ratio 0.11 0.025 - - 0.011 - - 0.131
HCM Control Delay (s/veh) 22.3 8.4 - - 8.8 - - 21.4
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q (veh) 0.4 0.1 - - 0 - - 0.4

ATTACHMENT B
1438
HCM Signalized Intersection Capacity Analysis Background Build Conditions 29: S Center Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 63 58 0 0 0 0 0 0 56 1771 0
Future Volume (vph) 0 63 58 0 0 0 0 0 0 56 1771 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 0.98 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.93 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 1722 5075
Flt Permitted 1.00 0.99
Satd. Flow (perm) 1722 5075
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 69 64 0 0 0 0 0 0 62 1946 0
RTOR Reduction (vph) 0 9 0 0 0 0 0 0 0 0 10 0
Lane Group Flow (vph) 0 12400000000 1998 0
Confl. Peds. (#/hr) 5 11 11
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 24.0 51.0
Effective Green, g (s) 24.0 51.0
Actuated g/C Ratio 0.28 0.60
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 486 3045
v/s Ratio Prot c0.07
v/s Ratio Perm 0.39
v/c Ratio 0.25 0.65
Uniform Delay, d1 23.5 11.2
Progression Factor 1.00 1.00
Incremental Delay, d2 1.2 1.1
Delay (s) 24.8 12.3
Level of Service C B
Approach Delay (s/veh) 24.8 0.0 0.0 12.3
Approach LOS C A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1439
HCM Signalized Intersection Capacity Analysis Background Build Conditions 30: S El Dorado Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 67 81 0 0 0 0 0 1446 39000
Future Volume (vph) 67 81 0 0 0 0 0 1446 39000
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 1818 5060
Flt Permitted 0.97 1.00
Satd. Flow (perm) 1818 5060
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 70 84 0 0 0 0 0 1506 41000
RTOR Reduction (vph) 0 240000030000
Lane Group Flow (vph) 0 130 0 0 0 0 0 1544 0 0 0 0
Confl. Peds. (#/hr) 3 10
Confl. Bikes (#/hr) 2 3
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 25.0 50.0
Effective Green, g (s) 25.0 50.0
Actuated g/C Ratio 0.29 0.59
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 534 2976
v/s Ratio Prot c0.31
v/s Ratio Perm 0.07
v/c Ratio 0.24 0.51
Uniform Delay, d1 22.8 10.3
Progression Factor 0.78 1.00
Incremental Delay, d2 1.0 0.6
Delay (s) 18.9 11.0
Level of Service B B
Approach Delay (s/veh) 18.9 0.0 11.0 0.0
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1440
HCM 6th AWSC Background Build Conditions
31: S Hunter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 106 13 0 0 0 0 0 24 32 36 0
Future Vol, veh/h 0 106 13 0 0 0 0 0 24 32 36 0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 125 15 0 0 0 0 0 28 38 42 0
Number of Lanes 0 1 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 7.9 7 8.1

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 0% 89% 0% 100%
Vol Right, % 100% 11% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 24 119 32 36
LT Vol 0 0 32 0
Through Vol 0 106 0 36
RT Vol 24 13 0 0
Lane Flow Rate 28 140 38 42
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.03 0.158 0.055 0.056
Departure Headway (Hd) 3.842 4.05 5.297 4.796
Convergence, Y/N Yes Yes Yes Yes
Cap 937 874 671 740
Service Time 1.842 2.132 3.069 2.567
HCM Lane V/C Ratio 0.03 0.16 0.057 0.057
HCM Control Delay, s/veh 7 7.9 8.4 7.9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 0.6 0.2 0.2

ATTACHMENT B
1441
HCM Signalized Intersection Capacity Analysis Background Build Conditions 32: S San Joaquin Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 105 36 0 0 0 0 118 48 15 129 0
Future Volume (vph) 21 105 36 0 0 0 0 118 48 15 129 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.98 0.95 1.00
Flpb, ped/bikes 0.99 1.00 0.98
Frt 0.96 0.95 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1770 3216 3478
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 1770 3216 3232
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 24 119 41 0 0 0 0 134 55 17 147 0
RTOR Reduction (vph) 0 14 0 0 0 0 0 27 0 0 0 0
Lane Group Flow (vph) 0 170 0 0 0 0 0 162 0 0 164 0
Confl. Peds. (#/hr) 19 49 78 78
Confl. Bikes (#/hr) 4
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 606 1653 1662
v/s Ratio Prot 0.05
v/s Ratio Perm 0.10 c0.05
v/c Ratio 0.27 0.09 0.09
Uniform Delay, d1 16.7 8.6 8.6
Progression Factor 1.00 1.00 0.35
Incremental Delay, d2 1.1 0.1 0.1
Delay (s) 17.8 8.8 3.1
Level of Service B A A
Approach Delay (s/veh) 17.8 0.0 8.8 3.1
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1442
HCM Signalized Intersection Capacity Analysis Background Build Conditions 33: S Sutter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 121 30 0 0 0 0 112 41 18 124 0
Future Volume (vph) 18 121 30 0 0 0 0 112 41 18 124 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95
Frpb, ped/bikes 0.97 1.00 0.80 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.98
Frt 0.97 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 1750 1863 1276 3451
Flt Permitted 0.99 1.00 1.00 0.91
Satd. Flow (perm) 1750 1863 1276 3180
Peak-hour factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Adj. Flow (vph) 24 159 39 0 0 0 0 147 54 24 163 0
RTOR Reduction (vph) 0 11 0 0 0 0 0 0 31 0 0 0
Lane Group Flow (vph) 0 211 0 0 0 0 0 147 23 0 187 0
Confl. Peds. (#/hr) 35 123 81 81
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 750 798 546 1362
v/s Ratio Prot c0.08
v/s Ratio Perm 0.12 0.02 0.06
v/c Ratio 0.28 0.18 0.04 0.13
Uniform Delay, d1 12.9 12.4 11.6 12.1
Progression Factor 1.48 1.00 1.00 0.70
Incremental Delay, d2 0.9 0.5 0.1 0.2
Delay (s) 20.2 12.9 11.7 8.8
Level of Service C B B A
Approach Delay (s/veh) 20.2 0.0 12.6 8.8
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1443
HCM 6th Signalized Intersection Summary Background Build Conditions 34: California Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 131 18 0 0 0 0 190 32 31 247 0 Future Volume (veh/h) 27 131 18 0 0 0 0 190 32 31 247 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 30 146 20 0 211 36 34 274 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 76 368 50 0 911 155 130 976 0
Arrive On Green 0.09 0.09 0.09 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 279 1357 186 0 1556 265 124 1666 0
Grp Volume(v), veh/h 196 0 0 0 0 247 308 0 0
Grp Sat Flow(s),veh/h/ln 1821 0 0 0 0 1821 1789 0 0
Q Serve(g_s), s 7.1 0.0 0.0 0.0 0.0 4.6 0.0 0.0 0.0
Cycle Q Clear(g_c), s 7.1 0.0 0.0 0.0 0.0 4.6 0.0 0.0 0.0 Prop In Lane 0.15 0.10 0.00 0.15 0.11 0.00
Lane Grp Cap(c), veh/h 494 0 0 0 0 1067 1105 0 0
V/C Ratio(X) 0.40 0.00 0.00 0.00 0.00 0.23 0.28 0.00 0.00 Avail Cap(c_a), veh/h 494 0 0 0 0 1067 1105 0 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.98 0.00 0.00 0.00 0.00 1.00 0.78 0.00 0.00 Uniform Delay (d), s/veh 26.5 0.0 0.0 0.0 0.0 6.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 0.0 0.0 0.0 1.6 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.8 0.0 0.0 0.0 0.0 7.5 0.5 0.0 0.0 LnGrp LOS C A A
Approach Vol, veh/h 196 247 308
Approach Delay, s/veh 28.8 7.5 0.5
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 6.6 9.1 2.0
Green Ext Time (p_c), s 0.3 0.2 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.2
HCM 6th LOS B

ATTACHMENT B
1444
HCM Signalized Intersection Capacity Analysis Background Build Conditions 35: S American Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 178 0 0 0 0 0 0 0 38 1 0
Future Volume (vph) 25 178 0 0 0 0 0 0 0 38 1 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.98
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 1849 1753
Flt Permitted 0.99 0.77
Satd. Flow (perm) 1849 1423
Peak-hour factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Adj. Flow (vph) 36 254 0 0 0 0 0 0 0 54 1 0
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 290 0 0 0 0 0 0 0 0 55 0
Confl. Peds. (#/hr) 5 1 6 6
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1056 406
v/s Ratio Prot
v/s Ratio Perm 0.16 c0.04
v/c Ratio 0.27 0.13
Uniform Delay, d1 7.6 18.5
Progression Factor 0.52 0.74
Incremental Delay, d2 0.6 0.6
Delay (s) 4.6 14.5
Level of Service A B
Approach Delay (s/veh) 4.6 0.0 0.0 14.5
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 6.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1445
HCM Signalized Intersection Capacity Analysis Background Build Conditions 36: S Stanislaus Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 17 135 64 0 0 0 0 263 32 6 365 0
Future Volume (vph) 17 135 64 0 0 0 0 263 32 6 365 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.96 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1771 3470 3536
Flt Permitted 0.99 1.00 0.94
Satd. Flow (perm) 1771 3470 3361
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 21 165 78 0 0 0 0 321 39 7 445 0
RTOR Reduction (vph) 0 0 0 0 0 0 0 14 0 0 0 0
Lane Group Flow (vph) 0 264 0 0 0 0 0 347 0 0 452 0
Confl. Peds. (#/hr) 4 5 5 5
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 632 1735 1680
v/s Ratio Prot 0.10
v/s Ratio Perm 0.15 c0.13
v/c Ratio 0.41 0.19 0.26
Uniform Delay, d1 17.0 9.7 10.1
Progression Factor 0.50 1.00 0.75
Incremental Delay, d2 1.9 0.2 0.3
Delay (s) 10.6 9.9 8.0
Level of Service B A A
Approach Delay (s/veh) 10.6 0.0 9.9 8.0
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 9.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
1446
HCM 6th TWSC Background Build Conditions
37: S Grant Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 149 2 0 0 0 0 2 5 26 10 0
Future Vol, veh/h 24 149 2 0 0 0 0 2 5 26 10 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 177 2 0 0 0 0 2 6 31 12 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 239 179 242 240 -
Stage 1 - - - - 237 - 2 2 -
Stage 2 - - - - 2 - 240 238 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 662 864 712 661 0
Stage 1 - - - 0 709 - - - 0
Stage 2 - - - 0 - - 763 708 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 647 863 693 646 -
Mov Cap-2 Maneuver - - - - 647 - 693 646 -
Stage 1 - - - - 694 - - - -
Stage 2 - - - - - - 740 693 -
Approach EB NB SB
HCM Control Delay, s/v 1 9.6 10.7

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 788 1617 - - 679
HCM Lane V/C Ratio 0.011 0.018 - - 0.063
HCM Control Delay (s/veh) 9.6 7.3 0 - 10.7
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0 0.1 - - 0.2

ATTACHMENT B
1447
HCM 6th TWSC Background Build Conditions
38: S Aurora Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 128 21 0 0 0 0 115 28 8 53 0
Future Vol, veh/h 26 128 21 0 0 0 0 115 28 8 53 0
Conflicting Peds, #/hr 1 0 1 0 0 0 0 0 2 2 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 138 23 0 0 0 0 124 30 9 57 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 208 153 286 219 -
Stage 1 - - - - 207 - 1 1 -
Stage 2 - - - - 1 - 285 218 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 689 893 666 679 0
Stage 1 - - - 0 731 - - - 0
Stage 2 - - - 0 - - 722 723 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 675 892 545 665 -
Mov Cap-2 Maneuver - - - - 675 - 545 665 -
Stage 1 - - - - 716 - - - -
Stage 2 - - - - - - 566 709 -
Approach EB NB SB
HCM Control Delay, s/v 1.1 11.5 11.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 709 1620 - - 646
HCM Lane V/C Ratio 0.217 0.017 - - 0.102
HCM Control Delay (s/veh) 11.5 7.3 0 - 11.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.8 0.1 - - 0.3

ATTACHMENT B
1448
HCM 6th TWSC Background Build Conditions
39: Union Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 6.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 166 7 0 0 0 0 87 27 16 91 0
Future Vol, veh/h 17 166 7 0 0 0 0 87 27 16 91 0
Conflicting Peds, #/hr 0 0 3 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 18 178 8 0 0 0 0 94 29 17 98 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 221 186 281 225 -
Stage 1 - - - - 221 - 0 0 -
Stage 2 - - - - 0 - 281 225 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 678 856 671 674 0
Stage 1 - - - 0 720 - - - 0
Stage 2 - - - 0 - - 726 718 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 676 854 579 672 -
Mov Cap-2 Maneuver - - - - 676 - 579 672 -
Stage 1 - - - - 718 - - - -
Stage 2 - - - - - - 610 716 -
Approach EB NB SB
HCM Control Delay, s/v 11.1 11.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 711 - - - 656
HCM Lane V/C Ratio 0.172 - - - 0.175
HCM Control Delay (s/veh) 11.1 - - - 11.7
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0.6 - - - 0.6

ATTACHMENT B
1449
HCM 6th TWSC Background Build Conditions
40: Pilgrim Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 196 3 0 0 0 0 11 10 15 8 0
Future Vol, veh/h 11 196 3 0 0 0 0 11 10 15 8 0
Conflicting Peds, #/hr 0 0 1 0 0 0 0 0 8 8 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 12 211 3 0 0 0 0 12 11 16 9 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 238 222 256 239 -
Stage 1 - - - - 238 - 0 0 -
Stage 2 - - - - 0 - 256 239 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 663 818 697 662 0
Stage 1 - - - 0 708 - - - 0
Stage 2 - - - 0 - - 749 708 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 662 817 678 661 -
Mov Cap-2 Maneuver - - - - 662 - 678 661 -
Stage 1 - - - - 707 - - - -
Stage 2 - - - - - - 727 707 -
Approach EB NB SB
HCM Control Delay, s/v 10.1 10.6

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 728 - - - 672
HCM Lane V/C Ratio 0.031 - - - 0.037
HCM Control Delay (s/veh) 10.1 - - - 10.6
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.1

ATTACHMENT B
1450
HCM 6th Signalized Intersection Summary Background Build Conditions 41: Airport Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 160 22 0 0 0 0 845 53 97 688 0 Future Volume (veh/h) 23 160 22 0 0 0 0 845 53 97 688 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 25 176 24 0 929 58 107 756 0
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 30 214 29 0 2506 156 261 1808 0
Arrive On Green 0.15 0.15 0.15 0.00 0.74 0.74 1.00 1.00 0.00 Sat Flow, veh/h 203 1426 194 0 3484 212 283 2531 0
Grp Volume(v), veh/h 225 0 0 0 487 500 368 495 0
Grp Sat Flow(s),veh/h/ln 1823 0 0 0 1777 1826 1113 1617 0 Q Serve(g_s), s 10.8 0.0 0.0 0.0 8.9 8.9 3.2 0.0 0.0
Cycle Q Clear(g_c), s 10.8 0.0 0.0 0.0 8.9 8.9 12.0 0.0 0.0 Prop In Lane 0.11 0.11 0.00 0.12 0.29 0.00
Lane Grp Cap(c), veh/h 273 0 0 0 1313 1349 874 1195 0
V/C Ratio(X) 0.82 0.00 0.00 0.00 0.37 0.37 0.42 0.41 0.00 Avail Cap(c_a), veh/h 446 0 0 0 1313 1349 874 1195 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 37.1 0.0 0.0 0.0 4.2 4.2 0.2 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 0.0 0.0 0.8 0.8 1.4 1.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 0.0 0.0 0.0 2.6 2.6 0.3 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.8 0.0 0.0 0.0 5.0 5.0 1.6 1.0 0.0 LnGrp LOS D AAAA
Approach Vol, veh/h 225 987 863
Approach Delay, s/veh 39.8 5.0 1.3
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.5 71.5 18.5
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 14.0 10.9 12.8
Green Ext Time (p_c), s 1.3 0.9 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.2
HCM 6th LOS A

ATTACHMENT B
1451
HCM 6th TWSC Background Build Conditions
42: Sierra Nevada Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 284 5 0 0 0 0 20 15 70 26 0
Future Vol, veh/h 23 284 5 0 0 0 0 20 15 70 26 0
Conflicting Peds, #/hr 1 0 3 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 24 302 5 0 0 0 0 21 16 74 28 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 357 308 372 359 -
Stage 1 - - - - 356 - 1 1 -
Stage 2 - - - - 1 - 371 358 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 569 732 585 568 0
Stage 1 - - - 0 629 - - - 0
Stage 2 - - - 0 - - 649 628 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 556 730 548 556 -
Mov Cap-2 Maneuver - - - - 556 - 548 556 -
Stage 1 - - - - 616 - - - -
Stage 2 - - - - - - 602 615 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 11.2 13

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 619 1620 - - 550
HCM Lane V/C Ratio 0.06 0.015 - - 0.186
HCM Control Delay (s/veh) 11.2 7.3 0 - 13
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.7

ATTACHMENT B
1452
HCM 6th Signalized Intersection Summary Background Build Conditions 43: S Wilson Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 262 75 0 0 0 0 850 112 188 814 0 Future Volume (veh/h) 38 262 75 0 0 0 0 850 112 188 814 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 276 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 42 292 84 0 1484 196 231 2330 0
Arrive On Green 0.08 0.08 0.08 0.00 0.47 0.47 0.17 0.87 0.00 Sat Flow, veh/h 181 1251 358 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 395 0 0 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1790 0 0 0 1777 1795 1781 1777 0 Q Serve(g_s), s 19.8 0.0 0.0 0.0 18.9 18.9 9.7 4.1 0.0
Cycle Q Clear(g_c), s 19.8 0.0 0.0 0.0 18.9 18.9 9.7 4.1 0.0 Prop In Lane 0.10 0.20 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 418 0 0 0 836 844 231 2330 0
V/C Ratio(X) 0.95 0.00 0.00 0.00 0.60 0.60 0.86 0.37 0.00 Avail Cap(c_a), veh/h 418 0 0 0 836 844 257 2330 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 41.0 0.0 0.0 0.0 17.6 17.6 36.4 2.2 0.0 Incr Delay (d2), s/veh 30.2 0.0 0.0 0.0 3.2 3.2 19.1 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.0 0.0 0.0 0.0 8.2 8.3 5.2 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.2 0.0 0.0 0.0 20.8 20.8 55.5 2.7 0.0 LnGrp LOS E C C E A
Approach Vol, veh/h 395 1013 1055
Approach Delay, s/veh 71.2 20.8 12.6
Approach LOS E C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.7 47.3 64.0 26.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 11.7 20.9 6.1 21.8
Green Ext Time (p_c), s 0.0 13.6 20.7 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 25.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
1453
HCM 6th TWSC Background Build Conditions
44: S Eugenia Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 574 12 0 0 0 42
Future Vol, veh/h 574 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - -0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 624 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 637
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 477
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 474
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 13.4

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 474 - -
HCM Lane V/C Ratio 0.096 - -
HCM Control Delay (s/veh) 13.4 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.3 - -

ATTACHMENT B
1454
HCM 6th TWSC Background Build Conditions
45: Della Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 55 535 18 0 0 0 0 1 1 34 44 0
Future Vol, veh/h 55 535 18 0 0 0 0 1 1 34 44 0
Conflicting Peds, #/hr 2 0 1 0 0 0 0 0 1 1 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 601 20 0 0 0 0 1 1 38 49 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 738 613 739 748 -
Stage 1 - - - - 736 - 2 2 -
Stage 2 - - - - 2 - 737 746 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
Critical Hdwy Stg 1 - - - - 5.52 - - - -
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 346 492 333 341 0
Stage 1 - - - 0 425 - - - 0
Stage 2 - - - 0 - - 410 421 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 325 492 316 320 -
Mov Cap-2 Maneuver - - - - 325 - 316 320 -
Stage 1 - - - - 400 - - - -
Stage 2 - - - - - - 384 396 -
Approach EB NB SB
HCM Control Delay, s/v 0.7 14.3 20.6

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 391 1617 - - 318
HCM Lane V/C Ratio 0.006 0.038 - - 0.276
HCM Control Delay (s/veh) 14.3 7.3 0 - 20.6
HCM Lane LOS B A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 1.1

ATTACHMENT B
1455
Queues Background Build Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 96 250 256
v/c Ratio 0.57 0.22 0.20
Control Delay (s/veh) 46.3 13.0 15.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 46.3 13.0 15.5
Queue Length 50th (ft) 41 28 37
Queue Length 95th (ft) 79 44 67
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 269 1129 1223
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.36 0.22 0.21
Intersection Summary

ATTACHMENT B
1456
Queues Background Build Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 83 102 144
v/c Ratio 0.21 0.22 0.15
Control Delay (s/veh) 13.8 15.0 20.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 13.8 15.0 20.0
Queue Length 50th (ft) 28 20 24
Queue Length 95th (ft) m56 36 41
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 387 451 904
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.21 0.23 0.16
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1457
Queues Background Build Conditions
4: California Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 170 307 255
v/c Ratio 0.45 0.62 0.50
Control Delay (s/veh) 41.3 21.8 25.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 41.3 21.8 25.8
Queue Length 50th (ft) 77 118 93
Queue Length 95th (ft) m86 181 150
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 373 494 501
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.46 0.62 0.51
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1458
Queues Background Build Conditions
5: S American Street/N American Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 366 58 53 34
v/c Ratio 1.04 0.13 0.10 0.08
Control Delay (s/veh) 89.3 20.4 19.9 19.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 89.3 20.4 19.9 19.8
Queue Length 50th (ft) ~169 14 17 11
Queue Length 95th (ft) 156 20 27 20
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 351 439 505 412
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 1.04 0.13 0.10 0.08
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.

ATTACHMENT B
1459
Queues Background Build Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 211 712 311
v/c Ratio 0.32 0.48 0.17
Control Delay (s/veh) 18.1 9.6 9.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 18.1 9.7 9.4
Queue Length 50th (ft) 65 61 34
Queue Length 95th (ft) 88 67 42
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 651 1454 1755
Starvation Cap Reductn 0 47 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.32 0.51 0.18
Intersection Summary

ATTACHMENT B
1460
Queues Background Build Conditions
11: Airport Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 242 866 728
v/c Ratio 0.56 0.40 0.32
Control Delay (s/veh) 22.9 5.2 7.5
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 22.9 5.4 7.5
Queue Length 50th (ft) 82 120 86
Queue Length 95th (ft) 169 11 115
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 432 2125 2274
Starvation Cap Reductn 0 409 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.56 0.50 0.32
Intersection Summary

ATTACHMENT B
1461
Queues Background Build Conditions
13: S Wilson Way & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 268 215 33 753 689
v/c Ratio 0.76 0.44 0.06 0.30 0.28
Control Delay (s/veh) 48.5 7.3 11.6 10.3 5.9
Queue Delay 0.0 0.0 0.0 0.5 0.0
Total Delay (s/veh) 48.5 7.3 11.6 10.8 5.9
Queue Length 50th (ft) 145 0 5 73 66
Queue Length 95th (ft) 213 53 m33 213 112
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 300 70
Base Capacity (vph) 463 564 489 2462 2450
Starvation Cap Reductn 0 0 0 1183 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.58 0.38 0.07 0.59 0.28
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1462
Queues Background Build Conditions
17: Main Street & D Street Timing Plan: AM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 300 472 15
v/c Ratio 0.19 0.27 0.03
Control Delay (s/veh) 2.0 2.1 8.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.0 2.1 8.4
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 48 80 11
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 1784 1793 1477
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.26 0.01
Intersection Summary

ATTACHMENT B
1463
Queues Background Build Conditions
25: Golden Gate Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 3 460 92 546 142 54
v/c Ratio 0.01 0.60 0.35 0.50 0.46 0.15
Control Delay (s/veh) 36.6 19.8 32.9 11.0 26.1 21.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 36.6 19.8 32.9 11.0 26.1 21.8
Queue Length 50th (ft) 1 117 28 77 36 14
Queue Length 95th (ft) 11 324 101 331 112 51
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 685 1463 685 1520 1012 1189
Starvation Cap Reductn 0 0 0 17 0 0
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.31 0.13 0.36 0.14 0.05
Intersection Summary

ATTACHMENT B
1464
Queues Background Build Conditions
27: Netherton Avenue & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 4 397 32 605 77 108
v/c Ratio 0.01 0.37 0.12 0.51 0.22 0.30
Control Delay (s/veh) 28.0 11.9 26.1 11.0 10.0 11.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 28.0 11.9 26.1 11.0 10.0 11.5
Queue Length 50th (ft) 1 35 6 62 4 8
Queue Length 95th (ft) 12 236 44 385 39 53
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1135 1548 1330 1649 1171 1168
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.26 0.02 0.37 0.07 0.09
Intersection Summary

ATTACHMENT B
1465
Queues Background Build Conditions
29: S Center Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 120 1500
v/c Ratio 0.23 0.48
Control Delay (s/veh) 17.8 9.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 17.8 9.3
Queue Length 50th (ft) 33 140
Queue Length 95th (ft) 74 169
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 502 3110
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.24 0.48
Intersection Summary

ATTACHMENT B
1466
Queues Background Build Conditions
30: S El Dorado Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT
Lane Group Flow (vph) 246 1974
v/c Ratio 0.50 0.62
Control Delay (s/veh) 28.3 10.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 28.3 10.8
Queue Length 50th (ft) 109 212
Queue Length 95th (ft) 174 236
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 488 3142
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.50 0.63
Intersection Summary

ATTACHMENT B
1467
Queues Background Build Conditions
32: S San Joaquin Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 281 262 155
v/c Ratio 0.45 0.15 0.10
Control Delay (s/veh) 19.8 7.4 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 19.8 7.4 3.8
Queue Length 50th (ft) 87 23 5
Queue Length 95th (ft) 130 35 8
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 615 1716 1544
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.46 0.15 0.10
Intersection Summary

ATTACHMENT B
1468
Queues Background Build Conditions
33: S Sutter Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 255 136 21 132
v/c Ratio 0.35 0.17 0.03 0.09
Control Delay (s/veh) 18.1 13.0 3.7 3.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 18.1 13.0 3.7 3.4
Queue Length 50th (ft) 78 35 0 3
Queue Length 95th (ft) 92 55 6 5
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 725 798 580 1431
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.35 0.17 0.04 0.09
Intersection Summary

ATTACHMENT B
1469
Queues Background Build Conditions
34: California Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Lane Group EBT NBT SBT
Lane Group Flow (vph) 142 450 327
v/c Ratio 0.28 0.42 0.33
Control Delay (s/veh) 9.9 8.7 1.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.9 8.7 1.1
Queue Length 50th (ft) 17 87 2
Queue Length 95th (ft) 28 111 2
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 498 1066 987
Starvation Cap Reductn 0 0 15
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.29 0.42 0.34
Intersection Summary

ATTACHMENT B
1470
Queues Background Build Conditions
35: S American Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT SBT
Lane Group Flow (vph) 332 200
v/c Ratio 0.31 0.49
Control Delay (s/veh) 8.7 18.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 8.7 18.1
Queue Length 50th (ft) 66 77
Queue Length 95th (ft) 59 m73
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1052 401
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.32 0.50
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1471
Queues Background Build Conditions
36: S Stanislaus Street & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 363 783 312
v/c Ratio 0.59 0.44 0.19
Control Delay (s/veh) 19.6 11.9 7.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 19.6 11.9 7.0
Queue Length 50th (ft) 138 103 15
Queue Length 95th (ft) 140 106 18
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 615 1752 1628
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.59 0.45 0.19
Intersection Summary

ATTACHMENT B
1472
Queues Background Build Conditions
41: Airport Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 143 949 743
v/c Ratio 0.63 0.35 0.37
Control Delay (s/veh) 48.3 4.5 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 48.3 4.5 3.8
Queue Length 50th (ft) 80 64 35
Queue Length 95th (ft) 119 159 54
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 440 2680 1990
Starvation Cap Reductn 0 0 179
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.33 0.35 0.41
Intersection Summary

ATTACHMENT B
1473
Queues Background Build Conditions
43: S Wilson Way & Market Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 226 797 126 663
v/c Ratio 0.73 0.41 0.62 0.26
Control Delay (s/veh) 55.5 13.7 45.1 6.5
Queue Delay 0.0 0.0 0.0 0.2
Total Delay (s/veh) 55.5 13.7 45.1 6.7
Queue Length 50th (ft) 131 131 70 94
Queue Length 95th (ft) 171 211 m126 154
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 417 1911 255 2535
Starvation Cap Reductn 0 0 0 1076
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.54 0.42 0.49 0.45
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1474
Queues Background Build Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 101 146 165
v/c Ratio 0.59 0.11 0.12
Control Delay (s/veh) 47.0 11.1 15.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 47.0 11.1 15.0
Queue Length 50th (ft) 43 13 23
Queue Length 95th (ft) 83 22 45
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 266 1282 1329
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.38 0.11 0.12
Intersection Summary

ATTACHMENT B
1475
Queues Background Build Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 98 186 137
v/c Ratio 0.25 0.38 0.15
Control Delay (s/veh) 17.3 16.7 19.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 17.3 16.7 19.9
Queue Length 50th (ft) 38 38 23
Queue Length 95th (ft) m67 56 38
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 378 487 907
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.26 0.38 0.15
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1476
Queues Background Build Conditions
4: California Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 125 258 295
v/c Ratio 0.33 0.52 0.58
Control Delay (s/veh) 43.2 21.9 27.7
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 43.2 21.9 27.7
Queue Length 50th (ft) 58 98 110
Queue Length 95th (ft) 105 160 177
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 378 496 502
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.33 0.52 0.59
Intersection Summary

ATTACHMENT B
1477
Queues Background Build Conditions
5: S American Street/N American Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 152 32 14 18
v/c Ratio 0.54 0.05 0.02 0.03
Control Delay (s/veh) 31.4 15.8 16.1 16.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 31.4 15.8 16.1 16.3
Queue Length 50th (ft) 61545
Queue Length 95th (ft) 110 18 14 17
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 280 600 612 508
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.54 0.05 0.02 0.04
Intersection Summary

ATTACHMENT B
1478
Queues Background Build Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 159 313 330
v/c Ratio 0.24 0.20 0.18
Control Delay (s/veh) 17.1 8.0 9.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 17.1 8.0 9.8
Queue Length 50th (ft) 47 26 37
Queue Length 95th (ft) 89 38 59
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 642 1552 1764
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.25 0.20 0.19
Intersection Summary

ATTACHMENT B
1479
Queues Background Build Conditions
11: Airport Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 205 926 806
v/c Ratio 0.48 0.43 0.35
Control Delay (s/veh) 23.7 4.3 7.8
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 23.7 4.4 7.8
Queue Length 50th (ft) 69 130 98
Queue Length 95th (ft) 150 11 130
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 427 2153 2273
Starvation Cap Reductn 0 325 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.48 0.51 0.35
Intersection Summary

ATTACHMENT B
1480
Queues Background Build Conditions
13: S Wilson Way & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 240 189 28 965 992
v/c Ratio 0.72 0.46 0.08 0.38 0.39
Control Delay (s/veh) 47.0 12.5 14.7 15.2 6.4
Queue Delay 0.0 0.0 0.0 1.8 0.0
Total Delay (s/veh) 47.0 12.5 14.7 17.1 6.4
Queue Length 50th (ft) 130 20 10 210 101
Queue Length 95th (ft) 191 72 m20 m282 176
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 300 70
Base Capacity (vph) 465 508 346 2504 2492
Starvation Cap Reductn 0 0 0 1321 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.52 0.37 0.08 0.82 0.40
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1481
Queues Background Build Conditions
17: Main Street & D Street Timing Plan: PM Peak Hour
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 489 410 18
v/c Ratio 0.29 0.24 0.03
Control Delay (s/veh) 2.1 1.9 8.6
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.1 1.9 8.6
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 87 69 13
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 1763 1776 1470
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.28 0.23 0.01
Intersection Summary

ATTACHMENT B
1482
Queues Background Build Conditions
25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 9 745 66 450 246 55
v/c Ratio 0.08 0.75 0.42 0.37 0.78 0.15
Control Delay (s/veh) 45.8 24.6 49.0 10.0 48.2 26.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 45.8 24.6 49.0 10.0 48.2 26.4
Queue Length 50th (ft) 5 316 36 93 120 22
Queue Length 95th (ft) 22 #687 84 264 212 54
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 410 986 410 1212 670 768
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.02 0.76 0.16 0.37 0.37 0.07
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
1483
Queues Background Build Conditions
27: Netherton Avenue & Main Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 11 561 38 450 95 87
v/c Ratio 0.03 0.57 0.12 0.40 0.24 0.23
Control Delay (s/veh) 25.0 18.8 23.2 10.4 9.1 10.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 25.0 18.8 23.2 10.4 9.1 10.8
Queue Length 50th (ft) 2 54 5 40 4 5
Queue Length 95th (ft) 21 #414 47 268 42 46
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1248 1592 1457 1668 1239 1213
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.35 0.03 0.27 0.08 0.07
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
1484
Queues Background Build Conditions
29: S Center Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT SBT
Lane Group Flow (vph) 133 2008
v/c Ratio 0.26 0.65
Control Delay (s/veh) 23.0 12.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 23.0 12.3
Queue Length 50th (ft) 49 232
Queue Length 95th (ft) 95 281
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 495 3053
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.27 0.66
Intersection Summary

ATTACHMENT B
1485
Queues Background Build Conditions
30: S El Dorado Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT
Lane Group Flow (vph) 154 1547
v/c Ratio 0.27 0.51
Control Delay (s/veh) 15.4 11.0
Queue Delay 0.0 0.0
Total Delay (s/veh) 15.4 11.0
Queue Length 50th (ft) 34 163
Queue Length 95th (ft) m64 200
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 559 2979
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.28 0.52
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
1486
Queues Background Build Conditions
32: S San Joaquin Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 184 189 164
v/c Ratio 0.29 0.11 0.09
Control Delay (s/veh) 16.3 6.3 3.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 16.3 6.3 3.2
Queue Length 50th (ft) 50 14 4
Queue Length 95th (ft) 93 28 7
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 621 1680 1661
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.30 0.11 0.10
Intersection Summary

ATTACHMENT B
1487
Queues Background Build Conditions
33: S Sutter Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 222 147 54 187
v/c Ratio 0.29 0.18 0.09 0.13
Control Delay (s/veh) 19.1 13.2 4.3 8.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 19.1 13.2 4.3 8.9
Queue Length 50th (ft) 75 38 0 13
Queue Length 95th (ft) 108 59 13 20
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 761 798 577 1363
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.29 0.18 0.09 0.14
Intersection Summary

ATTACHMENT B
1488
Queues Background Build Conditions
34: California Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Lane Group EBT NBT SBT
Lane Group Flow (vph) 196 247 308
v/c Ratio 0.39 0.23 0.29
Control Delay (s/veh) 14.3 6.9 0.6
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.3 6.9 0.6
Queue Length 50th (ft) 29 41 0
Queue Length 95th (ft) 56 74 0
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 498 1072 1037
Starvation Cap Reductn 0 0 52
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.39 0.23 0.31
Intersection Summary

ATTACHMENT B
1489
Queues Background Build Conditions
35: S American Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT SBT
Lane Group Flow (vph) 290 55
v/c Ratio 0.27 0.13
Control Delay (s/veh) 4.7 14.9
Queue Delay 0.0 0.0
Total Delay (s/veh) 4.7 14.9
Queue Length 50th (ft) 34 12
Queue Length 95th (ft) 40 24
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1056 406
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.27 0.14
Intersection Summary

ATTACHMENT B
1490
Queues Background Build Conditions
36: S Stanislaus Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 264 360 452
v/c Ratio 0.41 0.20 0.26
Control Delay (s/veh) 10.8 9.3 8.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 10.8 9.3 8.1
Queue Length 50th (ft) 36 38 25
Queue Length 95th (ft) 48 55 32
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 632 1749 1681
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.42 0.21 0.27
Intersection Summary

ATTACHMENT B
1491
Queues Background Build Conditions
41: Airport Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 225 987 863
v/c Ratio 0.77 0.38 0.47
Control Delay (s/veh) 53.8 5.6 5.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 53.8 5.6 5.2
Queue Length 50th (ft) 125 88 47
Queue Length 95th (ft) 182 167 68
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 445 2557 1810
Starvation Cap Reductn 0 0 3
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.51 0.39 0.48
Intersection Summary

ATTACHMENT B
1492
Queues Background Build Conditions
43: S Wilson Way & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 395 1013 198 857
v/c Ratio 0.95 0.62 0.82 0.36
Control Delay (s/veh) 69.3 19.9 58.7 9.2
Queue Delay 44.9 0.0 0.0 0.3
Total Delay (s/veh) 114.3 20.0 58.7 9.6
Queue Length 50th (ft) 188 219 112 148
Queue Length 95th (ft) #383 286 #220 206
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 418 1629 255 2329
Starvation Cap Reductn 0 0 0 843
Spillback Cap Reductn 97 68 0 0
Storage Cap Reductn 0000
Reduced v/c Ratio 1.23 0.65 0.78 0.58
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
1493
Queues Background Build Conditions
205: Locust Street & Market Street Timing Plan: PM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/27/2024
Lane Group EBL EBT NBR2
Lane Group Flow (vph) 17 526 4
v/c Ratio 0.02 0.31 0.00
Control Delay (s/veh) 0.0 3.8 0.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 0.0 3.8 0.0
Queue Length 50th (ft) 0 0 0
Queue Length 95th (ft) 0 189 0
Internal Link Dist (ft) 239
Turn Bay Length (ft) 100
Base Capacity (vph) 1696 1780 1043
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.01 0.30 0.00
Intersection Summary

ATTACHMENT B
1494

DETAILED OUTPUT
Site: 101 [Main St._Market St._AM]
New Site
Site Category: (None)
Roundabout

OUTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
Roundabout Basic Parameters
Site: Main St._Market St._AM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width
ft ft ft ft deg ft ft %
------------------------------------------------------------------------------------------- South: Locust Street

40.0 25.0 120.0U 100.0 30.0 1 1 13.00 200 NA 0.0N
------------------------------------------------------------------------------------------- East: Main Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 400 NA 0.0N
------------------------------------------------------------------------------------------- NorthEast: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 350 NA 0.0N
------------------------------------------------------------------------------------------- SouthWest: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 300 NA 0.0N
------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

Detailed Output Page 1 of 15
about:blank 11/21/2024

ATTACHMENT B
1495
Go to Table Links (Top)
Go to Table Links (Top)
Roundabout Circulating / Exiting Stream Parameters
Site: Main St._Market St._AM
Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec
--------------------------------------------------------------------------------------------------- South: Locust Street
W L2 1 Dominant 326 1.02 333 0.0 0.0 N 0.997 22.0 2.00 0.333 E R2 1 Dominant 326 1.02 333 0.0 0.0 N 0.997 22.0 2.00 0.333 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 W T1 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 --------------------------------------------------------------------------------------------------- NorthEast: Market Street
E L3 1 Dominant 523 1.02 533 0.0 0.0 N 0.981 23.6 2.00 0.481 S L1 1 Dominant 523 1.02 533 0.0 0.0 N 0.981 23.6 2.00 0.481 W R1 1 Dominant 523 1.02 533 0.0 0.0 N 0.981 23.6 2.00 0.481 --------------------------------------------------------------------------------------------------- SouthWest: Market Street
W L3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 E R1 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 S R3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Market St._AM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap
No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway
sec sec ft sec
------------------------------------------------------------------------------------------ South: Locust Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.333 N 1.02 4.77 154.2 2.57
E R2 1 Dominant 2.00 0.333 N 1.02 4.77 154.2 2.57
------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69
W T1 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69
------------------------------------------------------------------------------------------ NorthEast: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L3 1 Dominant 2.00 0.481 Y 1.02 4.48 154.9 2.49
S L1 1 Dominant 2.00 0.481 Y 1.02 4.48 154.9 2.49
W R1 1 Dominant 2.00 0.481 Y 1.02 4.48 154.9 2.49
------------------------------------------------------------------------------------------ SouthWest: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
E R1 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
S R3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating Detailed Output Page 2 of 15
about:blank 11/21/2024

ATTACHMENT B
1496
Go to Table Links (Top)
Go to Table Links (Top)
or exiting stream
Roundabout Flow Rates
Site: Main St._Market St._AM
Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Locust Street
1 326 333 100.0%
Total 326 333
---------------------------------------
East: Main Street
1 18 19 100.0%
Total 18 19
---------------------------------------
NorthEast: Market Street
1 523 533 100.0%
Total 523 533
---------------------------------------
SouthWest: Market Street
1 3 3 100.0%
Total 3 3
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Locust Street
1 2 1 3
Total 2 1 3
--------------------------------------
East: Main Street
1 0 504 504
Total 0 504 504
--------------------------------------
NorthEast: Market Street
1 37 2 39
Total 37 2 39
--------------------------------------
SouthWest: Market Street
1 2 325 327
Total 2 325 327
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Market St._AM
Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor ped/h ped/h veh/h pcu/h
--------------------------------------------------------------------------------------- South: Locust Street
1 L2 1 1 1.00 326 333 1.000
1 R2 1 1 1.00 326 333 1.000
Detailed Output Page 3 of 15
about:blank 11/21/2024

ATTACHMENT B
1497
Go to Table Links (Top)
Movements
--------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 18 19 1.000
1 T1 1 1 1.00 18 19 1.000
--------------------------------------------------------------------------------------- NorthEast: Market Street
1 L3 1 1 1.00 523 533 1.000
1 L1 1 1 1.00 523 533 1.000
1 R1 1 1 1.00 523 533 1.000
---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane
----------------------------------------------------------------------------------------------------- South: Locust Street
1 1 1.00 16.00 3.72 2.23 1611 4 4
----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 311 311
----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 559 559
----------------------------------------------------------------------------------------------------- Intersection Negotiation and Travel Data
Site: Main St._Market St._AM
Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Locust Street
West L2 19.8 19.8 595.1# 20.5# 0.1 0.1 0.0
East R2 22.4 22.4 695.1# 21.2# 0.3 0.3 0.0
------------------------------------------------------------------------------------------------ East: Main Street
South L2 24.2 24.2 716.0# 20.2# 0.1 0.1 0.0
West T1 29.8 29.8 816.0# 18.7# 77.8 77.8 2.6
------------------------------------------------------------------------------------------------ NorthEast: Market Street
East L3 27.6 27.5 841.4# 20.9# 0.2 0.2 0.0
South L1 21.1 21.0 641.4# 20.8# 0.1 0.1 0.0
West R1 25.5 25.3 741.4# 19.9# 5.2 5.2 0.2
------------------------------------------------------------------------------------------------ SouthWest: Market Street
West L3 23.0 23.0 693.3# 20.5# 2.3 2.3 0.1
East R1 28.7 28.7 793.3# 18.9# 46.2 46.2 1.6
South R3 25.0 25.0 593.3# 16.2# 0.2 0.2 0.0
------------------------------------------------------------------------------------------------ ALL VEHICLES: 29.0 29.0 800.9# 18.8# 132.6 132.6 4.6
------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
Detailed Output Page 4 of 15
about:blank 11/21/2024

ATTACHMENT B
1498
Go to Table Links (Top)
------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist
Approach Exit Turn ft mph ft ft ft ft
------------------------------------------------------------------------ South: Locust Street
West L2 49.0 14.6 192.4 200 91 NA
East R2 88.6 18.3 46.5 200 122 NA
------------------------------------------------------------------------ East: Main Street
South L2 44.5 14.1 174.8 400 61 NA
West T1 180.0 23.9 115.8 400 91 NA
------------------------------------------------------------------------ NorthEast: Market Street
East L3 43.0 13.9 202.6 350 122 NA
South L1 42.3 13.8 133.0 350 61 NA
West R1 180.0 23.9 86.9 350 91 NA
------------------------------------------------------------------------ SouthWest: Market Street
West L3 49.5 14.7 233.3 300 91 NA
East R1 153.0 22.5 85.8 300 122 NA
South R3 75.0 17.2 32.8 300 61 NA
------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay
ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Locust Street
3 L2 30.0 14.6 14.6 30.0 25.7 7.0
18 R2 30.0 18.3 18.3 30.0 25.7 2.4
--------------------------------------------------------- East: Main Street
1 L2 30.0 14.1 14.1 30.0 38.4 7.0
6 T1 30.0 23.9 23.9 30.0 38.4 1.6
--------------------------------------------------------- NorthEast: Market Street
1bx L3 30.0 13.9 13.9 30.0 22.1 7.9
1ax L1 30.0 13.8 13.8 30.0 22.1 6.1
16ax R1 30.0 23.9 23.9 30.0 22.1 1.5
--------------------------------------------------------- SouthWest: Market Street
5bx L3 30.0 14.7 14.7 30.0 35.4 8.0
12ax R1 30.0 22.5 22.5 30.0 35.4 1.9
12bx R3 30.0 17.2 17.2 30.0 35.4 2.6
--------------------------------------------------------- Movement Capacity and Performance Parameters
Site: Main St._Market St._AM
Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn
Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Locust Street
3 L2 # 1 326 333 338 0.85 **** 0.003
18 R2 # 2 326 333 676 0.85 **** 0.003
Detailed Output Page 5 of 15
about:blank 11/21/2024

ATTACHMENT B
1499
Go to Table Links (Top)
---------------------------------------------------------------- East: Main Street
1 L2 # 1 18 19 3 0.85 121 0.385*
6 T1 # 503 18 19 1309 0.85 121 0.385*
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 # 1 523 533 24 0.85 1794 0.045
1ax L1 # 1 523 533 24 0.85 1794 0.045
16ax R1 # 37 523 533 824 0.85 1794 0.045
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 # 17 3 3 71 0.85 246 0.246
12ax R1 # 308 3 3 1251 0.85 246 0.246
12bx R3 # 2 3 3 9 0.85 246 0.246
---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Locust Street
3 L2 0.00 0.00 8.5 0.48 0.5 0.02 0.1 0.0 19.8
18 R2 0.00 0.00 3.9 0.48 1.0 0.03 0.3 0.0 22.4
--------------------------------------------------------------------------------- East: Main Street
1 L2 0.00 0.00 7.2 0.23 0.2 2.11 0.1 0.0 24.2
6 T1 0.25 0.30 1.8 0.23 113.9 5.57 77.8 2.6 29.8
--------------------------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.00 0.00 10.8 0.51 0.6 0.20 0.2 0.0 27.5
1ax L1 0.00 0.00 9.0 0.51 0.6 0.20 0.1 0.0 21.0
16ax R1 0.04 0.05 4.3 0.51 19.0 0.51 5.2 0.2 25.3
--------------------------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.04 0.05 8.0 0.28 4.9 1.40 2.3 0.1 23.0
12ax R1 0.16 0.19 1.9 0.28 87.3 3.44 46.2 1.6 28.7
12bx R3 0.00 0.00 2.6 0.28 0.6 1.27 0.2 0.0 25.0
--------------------------------------------------------------------------------- Fuel Consumption, Emissions and Cost
Site: Main St._Market St._AM
Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Total Total Total Total Total Total
$/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Locust Street
3 L2 0.12 0.0 0.1 0.00 0.000 0.000
18 R2 0.24 0.0 0.2 0.00 0.000 0.000
------------------------------------------------

0.37 0.0 0.3 0.00 0.000 0.000
---------------------------------------------------------------- East: Main Street
1 L2 0.09 0.0 0.1 0.00 0.000 0.000
6 T1 44.25 3.3 29.2 0.02 0.002 0.037
------------------------------------------------

44.34 3.3 29.3 0.02 0.002 0.038
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.11 0.0 0.1 0.00 0.000 0.000
1ax L1 0.11 0.0 0.1 0.00 0.000 0.000
16ax R1 3.75 0.3 2.5 0.00 0.000 0.003
------------------------------------------------

3.97 0.3 2.7 0.00 0.000 0.004
---------------------------------------------------------------- Detailed Output Page 6 of 15
about:blank 11/21/2024

ATTACHMENT B
1500
Go to Table Links (Top)
Lanes
SouthWest: Market Street
5bx L3 1.37 0.1 1.0 0.00 0.000 0.001
12ax R1 24.48 2.1 18.3 0.01 0.001 0.022
12bx R3 0.17 0.0 0.1 0.00 0.000 0.000
------------------------------------------------

26.01 2.2 19.4 0.01 0.002 0.023
---------------------------------------------------------------- INTERSECTION: 74.69 5.8 51.6 0.04 0.004 0.064
----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Rate Eff. Rate Rate Rate Rate
$/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Locust Street
3 L2 0.99 12.7 435.4 0.38 0.041 0.545
18 R2 0.85 14.1 394.3 0.34 0.036 0.484
------------------------------------------------

0.89 13.7 406.6 0.35 0.037 0.502
---------------------------------------------------------------- East: Main Street
1 L2 0.64 22.7 245.0 0.18 0.019 0.324
6 T1 0.57 23.8 233.3 0.18 0.018 0.299
------------------------------------------------

0.57 23.8 233.3 0.18 0.018 0.299
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.64 19.7 282.3 0.23 0.024 0.376
1ax L1 0.83 17.1 323.7 0.27 0.029 0.456
16ax R1 0.72 18.5 300.2 0.25 0.026 0.411
------------------------------------------------

0.72 18.5 300.2 0.25 0.026 0.411
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.60 21.3 260.6 0.20 0.021 0.315
12ax R1 0.53 22.5 246.6 0.19 0.020 0.290
12bx R3 0.69 19.9 279.3 0.22 0.023 0.347
------------------------------------------------

0.53 22.5 247.4 0.19 0.020 0.292
---------------------------------------------------------------- INTERSECTION: 0.56 23.0 241.8 0.18 0.019 0.302
---------------------------------------------------------------- Lane Performance and Capacity Information
Site: Main St._Market St._AM
Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length
No. veh/h veh/h x sec Rate veh ft ft
--------------------------------------------------------------- South: Locust Street
1 3 1015 0.003 5.4 0.48 0.0 0.4 200.0
--------------------------------------------------------------- East: Main Street
1 504 1311 0.385 1.8 0.23 2.6 66.3 400.0
--------------------------------------------------------------- NorthEast: Market Street
1 39 872 0.045 4.6 0.51 0.2 5.9 350.0
--------------------------------------------------------------- SouthWest: Market Street
1 327 1331 0.246 2.2 0.28 1.6 39.7 300.0
--------------------------------------------------------------- Detailed Output Page 7 of 15
about:blank 11/21/2024

ATTACHMENT B
1501
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Go to Table Links (Top)

LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Locust Street
1 3 3 1015 0.003 100
-----------------------------------------
East: Main Street
1 504 150 1311 0.385 100
-----------------------------------------
NorthEast: Market Street
1 39 39 872 0.045 100
-----------------------------------------
SouthWest: Market Street
1 327 150 1331 0.246 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

Lane, Approach and Intersection Performance
Site: Main St._Market St._AM
Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane
No. Flow %HV Basic Sat Delay Queue Length
(veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Locust Street
1 3 2 0.003 5.4 0 200
----------------------------------------------------
3 2 0.003 5.4 0
------------------------------------------------------------ East: Main Street
1 504 2 0.385 1.8 66 400
----------------------------------------------------
504 2 0.385 1.8 66
------------------------------------------------------------ NorthEast: Market Street
1 39 2 0.045 4.6 6 350
----------------------------------------------------
39 2 0.045 4.6 6
------------------------------------------------------------ SouthWest: Market Street
1 327 2 0.246 2.2 40 300
----------------------------------------------------
327 2 0.246 2.2 40
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
874 2 0.385 2.1 66
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

Driver Characteristics
Site: Main St._Market St._AM
Site ID: 101
Roundabout
-------------------------------------------------------- Detailed Output Page 8 of 15
about:blank 11/21/2024

ATTACHMENT B
1502
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Go to Table Links (Top)
Average Driver
Lane Satn Satn Satn Satn Queue Response
No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Locust Street
1 17.0 1401 2.57 64.23 25.40 1.55
-------------------------------------------------------- East: Main Street
1 23.9 1339 2.69 94.17 25.40 1.96
-------------------------------------------------------- NorthEast: Market Street
1 23.3 1445 2.49 85.33 25.40 1.75
-------------------------------------------------------- SouthWest: Market Street
1 22.0 1336 2.69 87.04 25.40 1.91
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane Delays
Site: Main St._Market St._AM
Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic
-------------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 1.4 1.5 0.0 1.5 1.7 0.0 0.0 0.0 3.9 5.4
-------------------------------------------------------------------------------------------- East: Main Street
1 0.385 NA NA 0.1 0.1 0.0 0.1 0.8 0.0 0.0 0.0 1.7 1.8
-------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.045 NA NA 2.4 2.8 0.0 2.8 2.9 0.1 0.0 0.1 1.8 4.6
-------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.246 NA NA 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 2.2 2.2
-------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.
dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

Lane Queues
Site: Main St._Market St._AM
Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
Detailed Output Page 9 of 15
about:blank 11/21/2024

ATTACHMENT B
1503
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.385 NA NA 0.0 1.0 0.0 1.0 2.6 0.07 0.17 0.0 NA
---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.045 NA NA 0.0 0.1 0.0 0.1 0.2 0.01 0.02 0.0 NA
---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.246 NA NA 0.0 0.6 0.0 0.6 1.6 0.05 0.13 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.0 0.2 0.0 0.2 0.4 0.00 0.00 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.385 NA NA 0.0 26.7 0.0 26.7 66.3 0.07 0.17 0.0 NA
---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.045 NA NA 0.0 2.4 0.0 2.4 5.9 0.01 0.02 0.0 NA
---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.246 NA NA 0.0 16.0 0.0 16.0 39.7 0.05 0.13 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.003 NA NA 0.0 0.0 0.0
-------------------------------------------------
East: Main Street
1 0.385 NA NA 0.0 0.0 0.0
-------------------------------------------------
NorthEast: Market Street
1 0.045 NA NA 0.0 0.0 0.1
-------------------------------------------------
SouthWest: Market Street
1 0.246 NA NA 0.0 0.0 0.0
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.003 NA NA 0.0 0.0 0.1
-------------------------------------------------
East: Main Street
1 0.385 NA NA 0.0 0.5 1.0
-------------------------------------------------
NorthEast: Market Street
1 0.045 NA NA 0.0 0.8 1.4
Detailed Output Page 10 of 15
about:blank 11/21/2024

ATTACHMENT B
1504
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Go to Table Links (Top)
-------------------------------------------------
SouthWest: Market Street
1 0.246 NA NA 0.0 0.0 0.1
-------------------------------------------------
Lane Queue Percentiles
Site: Main St._Market St._AM
Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Locust Street
1 0.003 0.0 0.0 0.0 0.0 0.0 0.0 0.0
-------------------------------------------------------------- East: Main Street
1 0.385 1.0 1.4 1.9 2.2 2.6 2.9 3.1
-------------------------------------------------------------- NorthEast: Market Street
1 0.045 0.1 0.1 0.2 0.2 0.2 0.3 0.3
-------------------------------------------------------------- SouthWest: Market Street
1 0.246 0.6 0.8 1.1 1.3 1.6 1.7 1.9
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Locust Street
1 0.003 0.2 0.2 0.3 0.3 0.4 0.4 0.5
-------------------------------------------------------------- East: Main Street
1 0.385 26.6 34.5 48.7 56.3 66.3 73.5 79.1
-------------------------------------------------------------- NorthEast: Market Street
1 0.045 2.4 3.1 4.3 5.0 5.9 6.5 7.0
-------------------------------------------------------------- SouthWest: Market Street
1 0.246 16.0 20.7 29.1 33.7 39.7 44.0 47.3
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Market St._AM
Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart
----------------------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.21 0.00 0.27 0.48 1.6 0.00 0.0 0.43 0.43 ----------------------------------------------------------------------------------------------------- Detailed Output Page 11 of 15
about:blank 11/21/2024

ATTACHMENT B
1505
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Flow Rates
Go to Table Links (Top)
East: Main Street
1 0.385 NA NA 0.04 0.00 0.19 0.23 114.1 0.00 0.0 0.13 0.13 ----------------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.045 NA NA 0.41 0.00 0.11 0.51 20.1 0.00 0.0 0.57 0.57 ----------------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.246 NA NA 0.01 0.00 0.28 0.28 92.9 0.00 0.0 0.05 0.05 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Market St._AM
Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
Flow Rate 1.1 2.2 3.3
%HV (all designations) 2.0 2.0 2.0
---------------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Flow Rate 1.1 503.3 504.3
%HV (all designations) 2.0 2.0 2.0
----------------------------------------------------------- From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
Flow Rate 1.1 1.1 37.0 39.1
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
Flow Rate 17.4 307.6 2.2 327.2
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Origin-Destination Flow Rates by Movement Class
Site: Main St._Market St._AM
Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
-------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 1.1 2.1 3.2
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Detailed Output Page 12 of 15
about:blank 11/21/2024

ATTACHMENT B
1506
Go to Table Links (Top)
-------------------------------------------
Flow Rate 1.1 493.2 494.3
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 1.1 1.1 36.2 38.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 17.0 301.5 2.1 320.6
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 0.0 0.0 0.1
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-------------------------------------------
Flow Rate 0.0 10.1 10.1
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 0.0 0.0 0.7 0.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 0.3 6.2 0.0 6.5
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Lane Flow Rates
Site: Main St._Market St._AM
Site ID: 101
Roundabout
Detailed Output Page 13 of 15
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ATTACHMENT B
1507
LANE FLOW RATES AT STOP LINE (veh/h)
-----------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-----------------------------------------
Lane 1
LV 1.1 2.1 3.2
HV 0.0 0.0 0.1
Total 1.1 2.2 3.3
-----------------------------------------
Approach 1.1 2.2 3.3
-----------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-----------------------------------------
Lane 1
LV 1.1 493.2 494.3
HV 0.0 10.1 10.1
Total 1.1 503.3 504.3
-----------------------------------------
Approach 1.1 503.3 504.3
-------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
-------------------------------------------------
Lane 1
LV 1.1 1.1 36.2 38.3
HV 0.0 0.0 0.7 0.8
Total 1.1 1.1 37.0 39.1
-------------------------------------------------
Approach 1.1 1.1 37.0 39.1
-------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
-------------------------------------------------
Lane 1
LV 17.0 301.5 2.1 320.6
HV 0.3 6.2 0.0 6.5
Total 17.4 307.6 2.2 327.2
-------------------------------------------------
Approach 17.4 307.6 2.2 327.2
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 4.3 0.1 4.3
Total 4.3 0.1 4.3
-----------------------------------------
Exit: EAST
Lane: 1 304.7 6.2 310.9
Total 304.7 6.2 310.9
-----------------------------------------
Exit: WEST
Lane: 1 547.5 11.2 558.7
Total 547.5 11.2 558.7
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 4.3 0.1 4.3
Total 4.3 0.1 4.3
-----------------------------------------
Exit: EAST
Lane: 1 304.7 6.2 310.9
Total 304.7 6.2 310.9
-----------------------------------------
Exit: WEST
Lane: 1 547.5 11.2 558.7
Total 547.5 11.2 558.7
Detailed Output Page 14 of 15
about:blank 11/21/2024

ATTACHMENT B
1508
Go to Table Links (Top)
Other
Go to Table Links (Top)
Go to Table Links (Top)
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Parameter Settings Summary
Site: Main St._Market St._AM
Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Market St._AM
Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 1.0%
Number of Iterations: 3 (Maximum: 10)
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:48 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8 Detailed Output Page 15 of 15
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ATTACHMENT B
1509

MOVEMENT SUMMARY
Site: 101 [Main St._Market St._AM]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Locust Street
3 L2 1 2.0 0.003 8.5 LOS A 0.0 0.4 0.43 0.48 0.43 19.8
18 R2 2 2.0 0.003 3.9 LOS A 0.0 0.4 0.43 0.48 0.43 22.4 Approach 3 2.0 0.003 5.4 LOS A 0.0 0.4 0.43 0.48 0.43 21.5 East: Main Street
1 L2 1 2.0 0.385 7.2 LOS A 2.6 66.3 0.13 0.23 0.13 24.2 6 T1 503 2.0 0.385 1.8 LOS A 2.6 66.3 0.13 0.23 0.13 29.8 Approach 504 2.0 0.385 1.8 LOS A 2.6 66.3 0.13 0.23 0.13 29.8 NorthEast: Market Street
1bx L3 1 2.0 0.045 10.8 LOS B 0.2 5.9 0.57 0.51 0.57 27.5 1ax L1 1 2.0 0.045 9.0 LOS A 0.2 5.9 0.57 0.51 0.57 21.0 16ax R1 37 2.0 0.045 4.3 LOS A 0.2 5.9 0.57 0.51 0.57 25.3 Approach 39 2.0 0.045 4.6 LOS A 0.2 5.9 0.57 0.51 0.57 25.3 SouthWest: Market Street
5bx L3 17 2.0 0.246 8.0 LOS A 1.6 39.7 0.05 0.28 0.05 23.0 12ax R1 308 2.0 0.246 1.9 LOS A 1.6 39.7 0.05 0.28 0.05 28.7 12bx R3 2 2.0 0.246 2.6 LOS A 1.6 39.7 0.05 0.28 0.05 25.0 Approach 327 2.0 0.246 2.2 LOS A 1.6 39.7 0.05 0.28 0.05 28.3 All Vehicles 874 2.0 0.385 2.1 LOS A 2.6 66.3 0.12 0.26 0.12 29.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:48 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8

ATTACHMENT B
1510

DETAILED OUTPUT
Site: 101 [Main St._Market St._PM]
New Site
Site Category: (None)
Roundabout

OUTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
Roundabout Basic Parameters
Site: Main St._Market St._PM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width
ft ft ft ft deg ft ft %
------------------------------------------------------------------------------------------- South: Locust Street

40.0 25.0 120.0U 100.0 30.0 1 1 13.00 200 NA 0.0N
------------------------------------------------------------------------------------------- East: Main Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 400 NA 0.0N
------------------------------------------------------------------------------------------- NorthEast: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 350 NA 0.0N
------------------------------------------------------------------------------------------- SouthWest: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 300 NA 0.0N
------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

Detailed Output Page 1 of 15
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ATTACHMENT B
1511
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Go to Table Links (Top)
Roundabout Circulating / Exiting Stream Parameters
Site: Main St._Market St._PM
Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec
--------------------------------------------------------------------------------------------------- South: Locust Street
W L2 1 Dominant 541 1.02 552 0.0 0.0 N 0.992 22.2 2.00 0.493 E R2 1 Dominant 541 1.02 552 0.0 0.0 N 0.992 22.2 2.00 0.493 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 W T1 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 --------------------------------------------------------------------------------------------------- NorthEast: Market Street
E L3 1 Dominant 432 1.02 440 0.0 0.0 N 0.987 23.5 2.00 0.416 S L1 1 Dominant 432 1.02 440 0.0 0.0 N 0.987 23.5 2.00 0.416 W R1 1 Dominant 432 1.02 440 0.0 0.0 N 0.987 23.5 2.00 0.416 --------------------------------------------------------------------------------------------------- SouthWest: Market Street
W L3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 E R1 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 S R3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Market St._PM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap
No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway
sec sec ft sec
------------------------------------------------------------------------------------------ South: Locust Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.493 Y 1.02 4.46 145.2 2.48
E R2 1 Dominant 2.00 0.493 Y 1.02 4.46 145.2 2.48
------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69
W T1 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69
------------------------------------------------------------------------------------------ NorthEast: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L3 1 Dominant 2.00 0.416 N 1.02 4.61 158.9 2.53
S L1 1 Dominant 2.00 0.416 N 1.02 4.61 158.9 2.53
W R1 1 Dominant 2.00 0.416 N 1.02 4.61 158.9 2.53
------------------------------------------------------------------------------------------ SouthWest: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
E R1 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
S R3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69
------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating Detailed Output Page 2 of 15
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ATTACHMENT B
1512
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Go to Table Links (Top)
or exiting stream
Roundabout Flow Rates
Site: Main St._Market St._PM
Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Locust Street
1 541 552 100.0%
Total 541 552
---------------------------------------
East: Main Street
1 18 19 100.0%
Total 18 19
---------------------------------------
NorthEast: Market Street
1 432 440 100.0%
Total 432 440
---------------------------------------
SouthWest: Market Street
1 3 3 100.0%
Total 3 3
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Locust Street
1 4 1 5
Total 4 1 5
--------------------------------------
East: Main Street
1 0 413 413
Total 0 413 413
--------------------------------------
NorthEast: Market Street
1 29 3 32
Total 29 3 32
--------------------------------------
SouthWest: Market Street
1 3 540 543
Total 3 540 543
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Market St._PM
Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor ped/h ped/h veh/h pcu/h
--------------------------------------------------------------------------------------- South: Locust Street
1 L2 2 2 1.00 541 552 1.000
1 R2 2 2 1.00 541 552 1.000
Detailed Output Page 3 of 15
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ATTACHMENT B
1513
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Movements
--------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 18 19 1.000
1 T1 1 1 1.00 18 19 1.000
--------------------------------------------------------------------------------------- NorthEast: Market Street
1 L3 5 5 1.00 432 440 0.999
1 L1 5 5 1.00 432 440 0.999
1 R1 5 5 1.00 432 440 0.999
---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane
----------------------------------------------------------------------------------------------------- South: Locust Street
1 1 1.00 16.00 3.72 2.23 1611 5 5
----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 528 528
----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 460 460
----------------------------------------------------------------------------------------------------- Intersection Negotiation and Travel Data
Site: Main St._Market St._PM
Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Locust Street
West L2 19.7 19.1 575.6# 20.5# 0.1 0.1 0.0
East R2 22.3 21.7 675.6# 21.3# 0.6 0.6 0.0
------------------------------------------------------------------------------------------------ East: Main Street
South L2 24.3 24.3 716.0# 20.1# 0.1 0.1 0.0
West T1 29.9 29.9 816.0# 18.6# 63.7 63.7 2.1
------------------------------------------------------------------------------------------------ NorthEast: Market Street
East L3 27.9 27.8 842.5# 20.7# 0.2 0.2 0.0
South L1 21.3 21.3 642.5# 20.6# 0.1 0.1 0.0
West R1 25.8 25.7 742.5# 19.7# 4.1 4.1 0.2
------------------------------------------------------------------------------------------------ SouthWest: Market Street
West L3 23.1 23.1 690.2# 20.4# 2.3 2.3 0.1
East R1 28.8 28.8 790.2# 18.7# 78.2 78.2 2.7
South R3 25.1 25.1 590.2# 16.0# 0.4 0.4 0.0
------------------------------------------------------------------------------------------------ ALL VEHICLES: 29.0 29.0 796.1# 18.7# 149.8 149.8 5.2
------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
Detailed Output Page 4 of 15
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ATTACHMENT B
1514
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------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist
Approach Exit Turn ft mph ft ft ft ft
------------------------------------------------------------------------ South: Locust Street
West L2 49.0 14.6 192.4 200 91 NA
East R2 88.6 18.3 46.5 200 122 NA
------------------------------------------------------------------------ East: Main Street
South L2 44.5 14.1 174.8 400 61 NA
West T1 180.0 23.9 115.8 400 91 NA
------------------------------------------------------------------------ NorthEast: Market Street
East L3 43.0 13.9 202.6 350 122 NA
South L1 42.3 13.8 133.0 350 61 NA
West R1 180.0 23.9 86.9 350 91 NA
------------------------------------------------------------------------ SouthWest: Market Street
West L3 49.5 14.7 233.3 300 91 NA
East R1 153.0 22.5 85.8 300 122 NA
South R3 75.0 17.2 32.8 300 61 NA
------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay
ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Locust Street
3 L2 30.0 14.6 14.6 30.0 21.8 7.0
18 R2 30.0 18.3 18.3 30.0 21.8 2.4
--------------------------------------------------------- East: Main Street
1 L2 30.0 14.1 14.1 30.0 38.4 7.0
6 T1 30.0 23.9 23.9 30.0 38.4 1.6
--------------------------------------------------------- NorthEast: Market Street
1bx L3 30.0 13.9 13.9 30.0 23.4 7.9
1ax L1 30.0 13.8 13.8 30.0 23.4 6.1
16ax R1 30.0 23.9 23.9 30.0 23.4 1.5
--------------------------------------------------------- SouthWest: Market Street
5bx L3 30.0 14.7 14.7 30.0 35.7 8.0
12ax R1 30.0 22.5 22.5 30.0 35.7 1.9
12bx R3 30.0 17.2 17.2 30.0 35.7 2.6
--------------------------------------------------------- Movement Capacity and Performance Parameters
Site: Main St._Market St._PM
Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn
Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Locust Street
3 L2 # 1 541 552 173 0.85 **** 0.006
18 R2 # 4 541 552 692 0.85 **** 0.006
Detailed Output Page 5 of 15
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ATTACHMENT B
1515
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---------------------------------------------------------------- East: Main Street
1 L2 # 1 18 19 3 0.85 170 0.315
6 T1 # 412 18 19 1308 0.85 170 0.315
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 # 1 432 440 32 0.85 2418 0.034
1ax L1 # 1 432 440 32 0.85 2418 0.034
16ax R1 # 29 432 440 870 0.85 2418 0.034
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 # 17 3 3 43 0.85 108 0.408*
12ax R1 # 523 3 3 1280 0.85 108 0.408*
12bx R3 # 3 3 3 8 0.85 108 0.408*
---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Locust Street
3 L2 0.00 0.00 9.7 0.52 0.6 0.04 0.1 0.0 19.1
18 R2 0.01 0.01 5.2 0.52 2.3 0.06 0.6 0.0 21.7
--------------------------------------------------------------------------------- East: Main Street
1 L2 0.00 0.00 7.2 0.23 0.2 1.58 0.1 0.0 24.3
6 T1 0.20 0.24 1.8 0.23 92.7 4.41 63.7 2.1 29.9
--------------------------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.00 0.00 10.1 0.46 0.5 0.15 0.2 0.0 27.8
1ax L1 0.00 0.00 8.3 0.46 0.5 0.15 0.1 0.0 21.3
16ax R1 0.03 0.04 3.7 0.46 13.6 0.38 4.1 0.2 25.7
--------------------------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.04 0.05 8.0 0.27 4.7 2.70 2.3 0.1 23.1
12ax R1 0.27 0.33 1.9 0.27 142.1 6.23 78.2 2.7 28.8
12bx R3 0.00 0.00 2.6 0.27 0.9 2.58 0.4 0.0 25.1
--------------------------------------------------------------------------------- Fuel Consumption, Emissions and Cost
Site: Main St._Market St._PM
Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Total Total Total Total Total Total
$/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Locust Street
3 L2 0.12 0.0 0.1 0.00 0.000 0.000
18 R2 0.47 0.0 0.3 0.00 0.000 0.000
------------------------------------------------

0.59 0.0 0.4 0.00 0.000 0.001
---------------------------------------------------------------- East: Main Street
1 L2 0.09 0.0 0.1 0.00 0.000 0.000
6 T1 36.04 2.7 23.8 0.02 0.002 0.030
------------------------------------------------

36.14 2.7 23.8 0.02 0.002 0.031
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.11 0.0 0.1 0.00 0.000 0.000
1ax L1 0.11 0.0 0.1 0.00 0.000 0.000
16ax R1 2.93 0.2 2.0 0.00 0.000 0.003
------------------------------------------------

3.14 0.2 2.1 0.00 0.000 0.003
---------------------------------------------------------------- Detailed Output Page 6 of 15
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ATTACHMENT B
1516
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Lanes
SouthWest: Market Street
5bx L3 1.34 0.1 0.9 0.00 0.000 0.001
12ax R1 40.92 3.4 30.7 0.02 0.002 0.036
12bx R3 0.25 0.0 0.2 0.00 0.000 0.000
------------------------------------------------

42.51 3.6 31.8 0.02 0.003 0.038
---------------------------------------------------------------- INTERSECTION: 82.38 6.5 58.2 0.04 0.005 0.072
----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Rate Eff. Rate Rate Rate Rate
$/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Locust Street
3 L2 0.99 12.9 428.7 0.37 0.040 0.556
18 R2 0.85 14.3 387.4 0.33 0.035 0.492
------------------------------------------------

0.88 14.1 394.7 0.34 0.036 0.503
---------------------------------------------------------------- East: Main Street
1 L2 0.64 22.8 243.7 0.18 0.019 0.322
6 T1 0.57 23.9 232.2 0.17 0.018 0.297
------------------------------------------------

0.57 23.9 232.2 0.17 0.018 0.297
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.63 20.0 277.3 0.22 0.023 0.366
1ax L1 0.81 17.5 317.1 0.26 0.028 0.442
16ax R1 0.71 18.8 294.5 0.24 0.025 0.399
------------------------------------------------

0.71 18.8 294.5 0.24 0.025 0.399
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.59 21.6 257.7 0.20 0.021 0.314
12ax R1 0.52 22.8 244.0 0.19 0.019 0.290
12bx R3 0.68 20.1 276.0 0.22 0.023 0.346
------------------------------------------------

0.53 22.7 244.5 0.19 0.019 0.291
---------------------------------------------------------------- INTERSECTION: 0.55 23.0 241.4 0.18 0.019 0.298
---------------------------------------------------------------- Lane Performance and Capacity Information
Site: Main St._Market St._PM
Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length
No. veh/h veh/h x sec Rate veh ft ft
--------------------------------------------------------------- South: Locust Street
1 5 865 0.006 6.1 0.52 0.0 0.8 200.0
--------------------------------------------------------------- East: Main Street
1 413 1311 0.315 1.8 0.23 2.0 49.6 400.0
--------------------------------------------------------------- NorthEast: Market Street
1 32 934 0.034 4.1 0.46 0.2 4.3 350.0
--------------------------------------------------------------- SouthWest: Market Street
1 543 1331 0.408 2.1 0.27 3.2 80.8 300.0
--------------------------------------------------------------- Detailed Output Page 7 of 15
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ATTACHMENT B
1517
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LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Locust Street
1 5 5 865 0.006 100
-----------------------------------------
East: Main Street
1 413 150 1311 0.315 100
-----------------------------------------
NorthEast: Market Street
1 32 32 934 0.034 100
-----------------------------------------
SouthWest: Market Street
1 543 150 1331 0.408 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

Lane, Approach and Intersection Performance
Site: Main St._Market St._PM
Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane
No. Flow %HV Basic Sat Delay Queue Length
(veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Locust Street
1 5 2 0.006 6.1 1 200
----------------------------------------------------
5 2 0.006 6.1 1
------------------------------------------------------------ East: Main Street
1 413 2 0.315 1.8 50 400
----------------------------------------------------
413 2 0.315 1.8 50
------------------------------------------------------------ NorthEast: Market Street
1 32 2 0.034 4.1 4 350
----------------------------------------------------
32 2 0.034 4.1 4
------------------------------------------------------------ SouthWest: Market Street
1 543 2 0.408 2.1 81 300
----------------------------------------------------
543 2 0.408 2.1 81
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
993 2 0.408 2.0 81
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

Driver Characteristics
Site: Main St._Market St._PM
Site ID: 101
Roundabout
-------------------------------------------------------- Detailed Output Page 8 of 15
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ATTACHMENT B
1518
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Average Driver
Lane Satn Satn Satn Satn Queue Response
No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Locust Street
1 17.5 1449 2.48 63.92 25.40 1.50
-------------------------------------------------------- East: Main Street
1 23.9 1339 2.69 94.15 25.40 1.96
-------------------------------------------------------- NorthEast: Market Street
1 23.2 1424 2.53 86.05 25.40 1.78
-------------------------------------------------------- SouthWest: Market Street
1 22.2 1336 2.69 87.71 25.40 1.91
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane Delays
Site: Main St._Market St._PM
Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic
-------------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 2.5 2.8 0.0 2.8 2.2 0.6 0.0 0.6 3.3 6.1
-------------------------------------------------------------------------------------------- East: Main Street
1 0.315 NA NA 0.1 0.1 0.0 0.1 0.7 0.0 0.0 0.0 1.7 1.8
-------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.034 NA NA 1.9 2.2 0.0 2.2 2.6 0.1 0.0 0.1 1.9 4.1
-------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.408 NA NA 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 2.1 2.1
-------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.
dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

Lane Queues
Site: Main St._Market St._PM
Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
Detailed Output Page 9 of 15
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ATTACHMENT B
1519
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.315 NA NA 0.0 0.8 0.0 0.8 2.0 0.05 0.12 0.0 NA
---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.034 NA NA 0.0 0.1 0.0 0.1 0.2 0.00 0.01 0.0 NA
---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.408 NA NA 0.0 1.3 0.0 1.3 3.2 0.11 0.27 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.0 0.3 0.0 0.3 0.8 0.00 0.00 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.315 NA NA 0.0 20.0 0.0 20.0 49.6 0.05 0.12 0.0 NA
---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.034 NA NA 0.0 1.7 0.0 1.7 4.3 0.00 0.01 0.0 NA
---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.408 NA NA 0.0 32.5 0.0 32.5 80.8 0.11 0.27 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.006 NA NA 0.0 0.0 0.0
-------------------------------------------------
East: Main Street
1 0.315 NA NA 0.0 0.0 0.0
-------------------------------------------------
NorthEast: Market Street
1 0.034 NA NA 0.0 0.0 0.0
-------------------------------------------------
SouthWest: Market Street
1 0.408 NA NA 0.0 0.0 0.0
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.006 NA NA 0.0 0.1 0.2
-------------------------------------------------
East: Main Street
1 0.315 NA NA 0.0 0.4 0.7
-------------------------------------------------
NorthEast: Market Street
1 0.034 NA NA 0.0 0.5 0.9
Detailed Output Page 10 of 15
about:blank 11/21/2024

ATTACHMENT B
1520
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Go to Table Links (Top)
-------------------------------------------------
SouthWest: Market Street
1 0.408 NA NA 0.0 0.1 0.2
-------------------------------------------------
Lane Queue Percentiles
Site: Main St._Market St._PM
Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Locust Street
1 0.006 0.0 0.0 0.0 0.0 0.0 0.0 0.0
-------------------------------------------------------------- East: Main Street
1 0.315 0.8 1.0 1.4 1.7 2.0 2.2 2.3
-------------------------------------------------------------- NorthEast: Market Street
1 0.034 0.1 0.1 0.1 0.1 0.2 0.2 0.2
-------------------------------------------------------------- SouthWest: Market Street
1 0.408 1.3 1.7 2.3 2.7 3.2 3.5 3.8
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Locust Street
1 0.006 0.3 0.4 0.6 0.7 0.8 0.9 0.9
-------------------------------------------------------------- East: Main Street
1 0.315 20.0 25.9 36.4 42.2 49.6 55.1 59.2
-------------------------------------------------------------- NorthEast: Market Street
1 0.034 1.7 2.2 3.1 3.6 4.3 4.8 5.1
-------------------------------------------------------------- SouthWest: Market Street
1 0.408 32.5 42.1 59.3 68.7 80.8 89.7 96.4
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Market St._PM
Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart
----------------------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.33 0.00 0.19 0.52 2.8 0.00 0.0 0.56 0.56 ----------------------------------------------------------------------------------------------------- Detailed Output Page 11 of 15
about:blank 11/21/2024

ATTACHMENT B
1521
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Flow Rates
Go to Table Links (Top)
East: Main Street
1 0.315 NA NA 0.03 0.00 0.19 0.23 93.0 0.00 0.0 0.12 0.12 ----------------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.034 NA NA 0.34 0.00 0.13 0.46 14.6 0.00 0.0 0.51 0.51 ----------------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.408 NA NA 0.01 0.00 0.26 0.27 147.7 0.00 0.0 0.05 0.05 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Market St._PM
Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
Flow Rate 1.1 4.3 5.4
%HV (all designations) 2.0 2.0 2.0
---------------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Flow Rate 1.1 412.0 413.0
%HV (all designations) 2.0 2.0 2.0
----------------------------------------------------------- From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
Flow Rate 1.1 1.1 29.3 31.5
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
Flow Rate 17.4 522.8 3.3 543.5
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Origin-Destination Flow Rates by Movement Class
Site: Main St._Market St._PM
Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
-------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 1.1 4.3 5.3
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Detailed Output Page 12 of 15
about:blank 11/21/2024

ATTACHMENT B
1522
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-------------------------------------------
Flow Rate 1.1 403.7 404.8
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 1.1 1.1 28.8 30.9
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 17.0 512.4 3.2 532.6
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 0.0 0.1 0.1
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-------------------------------------------
Flow Rate 0.0 8.2 8.3
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 0.0 0.0 0.6 0.6
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 0.3 10.5 0.1 10.9
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Lane Flow Rates
Site: Main St._Market St._PM
Site ID: 101
Roundabout
Detailed Output Page 13 of 15
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ATTACHMENT B
1523
LANE FLOW RATES AT STOP LINE (veh/h)
-----------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-----------------------------------------
Lane 1
LV 1.1 4.3 5.3
HV 0.0 0.1 0.1
Total 1.1 4.3 5.4
-----------------------------------------
Approach 1.1 4.3 5.4
-----------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-----------------------------------------
Lane 1
LV 1.1 403.7 404.8
HV 0.0 8.2 8.3
Total 1.1 412.0 413.0
-----------------------------------------
Approach 1.1 412.0 413.0
-------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
-------------------------------------------------
Lane 1
LV 1.1 1.1 28.8 30.9
HV 0.0 0.0 0.6 0.6
Total 1.1 1.1 29.3 31.5
-------------------------------------------------
Approach 1.1 1.1 29.3 31.5
-------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
-------------------------------------------------
Lane 1
LV 17.0 512.4 3.2 532.6
HV 0.3 10.5 0.1 10.9
Total 17.4 522.8 3.3 543.5
-------------------------------------------------
Approach 17.4 522.8 3.3 543.5
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 5.3 0.1 5.4
Total 5.3 0.1 5.4
-----------------------------------------
Exit: EAST
Lane: 1 517.7 10.6 528.3
Total 517.7 10.6 528.3
-----------------------------------------
Exit: WEST
Lane: 1 450.6 9.2 459.8
Total 450.6 9.2 459.8
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 5.3 0.1 5.4
Total 5.3 0.1 5.4
-----------------------------------------
Exit: EAST
Lane: 1 517.7 10.6 528.3
Total 517.7 10.6 528.3
-----------------------------------------
Exit: WEST
Lane: 1 450.6 9.2 459.8
Total 450.6 9.2 459.8
Detailed Output Page 14 of 15
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ATTACHMENT B
1524
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Other
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Go to Table Links (Top)
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Parameter Settings Summary
Site: Main St._Market St._PM
Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Market St._PM
Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 0.7%
Number of Iterations: 3 (Maximum: 10)
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:49 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8 Detailed Output Page 15 of 15
about:blank 11/21/2024

ATTACHMENT B
1525

MOVEMENT SUMMARY
Site: 101 [Main St._Market St._PM]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Locust Street
3 L2 1 2.0 0.006 9.7 LOS A 0.0 0.8 0.56 0.52 0.56 19.1
18 R2 4 2.0 0.006 5.2 LOS A 0.0 0.8 0.56 0.52 0.56 21.7 Approach 5 2.0 0.006 6.1 LOS A 0.0 0.8 0.56 0.52 0.56 21.2 East: Main Street
1 L2 1 2.0 0.315 7.2 LOS A 2.0 49.6 0.12 0.23 0.12 24.3 6 T1 412 2.0 0.315 1.8 LOS A 2.0 49.6 0.12 0.23 0.12 29.9 Approach 413 2.0 0.315 1.8 LOS A 2.0 49.6 0.12 0.23 0.12 29.9 NorthEast: Market Street
1bx L3 1 2.0 0.034 10.1 LOS B 0.2 4.3 0.51 0.46 0.51 27.8 1ax L1 1 2.0 0.034 8.3 LOS A 0.2 4.3 0.51 0.46 0.51 21.3 16ax R1 29 2.0 0.034 3.7 LOS A 0.2 4.3 0.51 0.46 0.51 25.7 Approach 32 2.0 0.034 4.1 LOS A 0.2 4.3 0.51 0.46 0.51 25.6 SouthWest: Market Street
5bx L3 17 2.0 0.408 8.0 LOS A 3.2 80.8 0.05 0.27 0.05 23.1 12ax R1 523 2.0 0.408 1.9 LOS A 3.2 80.8 0.05 0.27 0.05 28.8 12bx R3 3 2.0 0.408 2.6 LOS A 3.2 80.8 0.05 0.27 0.05 25.1 Approach 543 2.0 0.408 2.1 LOS A 3.2 80.8 0.05 0.27 0.05 28.6 All Vehicles 993 2.0 0.408 2.0 LOS A 3.2 80.8 0.10 0.26 0.10 29.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:49 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8

ATTACHMENT B
1526

DETAILED OUTPUT
Site: 101 [Main St._Filbert St._AM]
New Site
Site Category: (None)
Roundabout

OUTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
Roundabout Basic Parameters
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width
ft ft ft ft deg ft ft %
------------------------------------------------------------------------------------------- South: Filbert Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 450 NA 0.0N
------------------------------------------------------------------------------------------- East: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 400 NA 0.0N
------------------------------------------------------------------------------------------- North: Filbert Street

30.0 15.0 100.0U 100.0 30.0 2 1 13.00 60 NA 0.0N
------------------------------------------------------------------------------------------- West: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 630 NA 0.0N
------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

Detailed Output Page 1 of 16
about:blank 11/21/2024

ATTACHMENT B
1527
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Go to Table Links (Top)
Roundabout Circulating / Exiting Stream Parameters
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec
--------------------------------------------------------------------------------------------------- South: Filbert Street
W L2 1 Dominant 571 1.02 582 0.0 0.0 N 0.946 17.0 2.00 0.513 N T1 1 Dominant 571 1.02 582 0.0 0.0 N 0.946 17.0 2.00 0.513 E R2 1 Dominant 571 1.02 582 0.0 0.0 N 0.946 17.0 2.00 0.513 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 W T1 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 N R2 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 --------------------------------------------------------------------------------------------------- North: Filbert Street
E L2 1 Dominant 433 1.02 441 0.0 0.0 N 0.938 21.1 2.00 0.417 S T1 1 Dominant 433 1.02 441 0.0 0.0 N 0.938 21.1 2.00 0.417 W R2 1 Dominant 433 1.02 441 0.0 0.0 N 0.938 21.1 2.00 0.417 --------------------------------------------------------------------------------------------------- West: Main Street
N L2 1 Dominant 297 1.02 303 0.0 0.0 N 0.949 14.4 2.00 0.308 E T1 1 Dominant 297 1.02 303 0.0 0.0 N 0.949 14.4 2.00 0.308 S R2 1 Dominant 297 1.02 303 0.0 0.0 N 0.949 14.4 2.00 0.308 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap
No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway
sec sec ft sec
------------------------------------------------------------------------------------------ South: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.513 N 1.02 4.58 114.5 2.57
N T1 1 Dominant 2.00 0.513 N 1.02 4.58 114.5 2.57
E R2 1 Dominant 2.00 0.513 N 1.02 4.58 114.5 2.57
------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74
W T1 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74
N R2 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74
------------------------------------------------------------------------------------------ North: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L2 1 Dominant 2.00 0.417 Y 1.02 4.62 143.0 2.99
S T1 1 Dominant 2.00 0.417 Y 1.02 4.62 143.0 2.99
W R2 1 Dominant 2.00 0.417 Y 1.02 4.62 143.0 2.99
------------------------------------------------------------------------------------------ West: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
N L2 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67
E T1 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67
S R2 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67
------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway Detailed Output Page 2 of 16
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ATTACHMENT B
1528
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Go to Table Links (Top)
is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream
Roundabout Flow Rates
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Filbert Street
1 571 582 100.0%
Total 571 582
---------------------------------------
East: Main Street
1 126 129 100.0%
Total 126 129
---------------------------------------
North: Filbert Street
1 0 0 0.0%
2 433 441 100.0%
Total 433 441
---------------------------------------
West: Main Street
1 297 303 100.0%
Total 297 303
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Filbert Street
1 5 67 72
Total 5 67 72
--------------------------------------
East: Main Street
1 272 419 691
Total 272 419 691
--------------------------------------
North: Filbert Street
1 59 291 350
Total 59 291 350
--------------------------------------
West: Main Street
1 4 308 312
Total 4 308 312
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor Detailed Output Page 3 of 16
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ATTACHMENT B
1529
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Movements
ped/h ped/h veh/h pcu/h
--------------------------------------------------------------------------------------- South: Filbert Street
1 L2 2 2 1.00 571 582 1.000
1 T1 2 2 1.00 571 582 1.000
1 R2 2 2 1.00 571 582 1.000
--------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 126 129 1.000
1 T1 1 1 1.00 126 129 1.000
1 R2 1 1 1.00 126 129 1.000
--------------------------------------------------------------------------------------- North: Filbert Street
1 L2 2 2 1.00 433 441 1.000
1 T1 2 2 1.00 433 441 1.000
1 R2 2 2 1.00 433 441 1.000
--------------------------------------------------------------------------------------- West: Main Street
1 L2 1 1 1.00 297 303 1.000
1 T1 1 1 1.00 297 303 1.000
1 R2 1 1 1.00 297 303 1.000
---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane
----------------------------------------------------------------------------------------------------- South: Filbert Street
2 2 1.00 16.00 3.72 2.23 1610 38 38
----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 516 516
----------------------------------------------------------------------------------------------------- North: Filbert Street
3 3 1.00 16.00 3.72 2.23 1609 385 385
----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 486 486
----------------------------------------------------------------------------------------------------- Intersection Negotiation and Travel Data
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Filbert Street
West L2 23.9 23.6 1183.3# 34.2# 2.9 2.9 0.1
North T1 15.2 15.0 613.3# 27.9# 6.2 6.2 0.4
East R2 21.4 21.1 953.3# 30.8# 1.0 1.0 0.0
------------------------------------------------------------------------------------------------ East: Main Street
South L2 27.1 27.1 923.8# 23.2# 1.0 1.0 0.0
West T1 28.0 28.0 1103.8# 26.9# 86.6 86.6 3.1
North R2 20.2 20.2 533.8# 18.0# 27.5 27.5 1.4
------------------------------------------------------------------------------------------------ North: Filbert Street
East L2 22.2 20.4 595.2# 19.9# 29.7 29.7 1.5
South T1 21.4 19.8 645.2# 22.2# 3.5 3.5 0.2
West R2 20.6 19.4 825.2# 29.0# 9.2 9.2 0.5
------------------------------------------------------------------------------------------------ West: Main Street
Detailed Output Page 4 of 16
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ATTACHMENT B
1530
North L2 21.1 21.0 797.5# 25.9# 9.0 9.0 0.4
East T1 25.7 25.6 1137.5# 30.3# 53.4 53.4 2.1
South R2 24.4 24.4 1187.5# 33.2# 1.0 1.0 0.0
------------------------------------------------------------------------------------------------ ALL VEHICLES: 23.8 23.7 855.1# 24.6# 230.8 230.8 9.7
------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist
Approach Exit Turn ft mph ft ft ft ft
------------------------------------------------------------------------ South: Filbert Street
West L2 41.0 13.6 161.0 450 192 NA
North T1 135.4 21.5 95.8 450 18 NA
East R2 81.7 17.7 38.6 450 122 NA
------------------------------------------------------------------------ East: Main Street
South L2 41.0 13.6 161.0 400 137 NA
West T1 135.4 21.5 95.8 400 192 NA
North R2 81.7 17.7 38.6 400 18 NA
------------------------------------------------------------------------ North: Filbert Street
East L2 41.0 13.6 161.0 60 122 NA
South T1 135.4 21.5 95.8 60 137 NA
West R2 81.7 17.7 38.6 60 192 NA
------------------------------------------------------------------------ West: Main Street
North L2 41.0 13.6 161.0 630 18 NA
East T1 135.4 21.5 95.8 630 122 NA
South R2 81.7 17.7 38.6 630 137 NA
------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay
ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Filbert Street
3 L2 25.0 13.6 13.6 25.0 21.2 5.5
8 T1 25.0 21.5 21.5 25.0 21.2 1.0
18 R2 25.0 17.7 17.7 25.0 21.2 1.6
--------------------------------------------------------- East: Main Street
1 L2 35.0 13.6 13.6 35.0 32.1 8.2
6 T1 35.0 21.5 21.5 35.0 32.1 3.3
16 R2 35.0 17.7 17.7 35.0 32.1 3.4
--------------------------------------------------------- North: Filbert Street
7 L2 25.0 13.6 13.6 25.0 21.7 4.4
4 T1 25.0 21.5 21.5 25.0 21.7 0.7
14 R2 25.0 17.7 17.7 25.0 21.7 0.9
--------------------------------------------------------- West: Main Street
5 L2 30.0 13.6 13.6 30.0 26.1 7.0
2 T1 30.0 21.5 21.5 30.0 26.1 2.2
12 R2 30.0 17.7 17.7 30.0 26.1 2.6
--------------------------------------------------------- Detailed Output Page 5 of 16
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ATTACHMENT B
1531
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Go to Table Links (Top)
Movement Capacity and Performance Parameters
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn
Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Filbert Street
3 L2 # 13 571 582 140 0.85 812 0.093
8 T1 # 53 571 582 572 0.85 812 0.093
18 R2 # 5 571 582 58 0.85 812 0.093
---------------------------------------------------------------- East: Main Street
1 L2 # 5 126 129 9 0.85 39 0.610*
6 T1 # 414 126 129 679 0.85 39 0.610*
16 R2 # 272 126 129 445 0.85 39 0.610*
---------------------------------------------------------------- North: Filbert Street
7 L2 # 263 433 441 576 0.85 86 0.456
4 T1 # 28 433 441 62 0.85 86 0.456
14 R2 # 59 433 441 129 0.85 86 0.456
---------------------------------------------------------------- West: Main Street
5 L2 # 60 297 303 182 0.85 159 0.328
2 T1 # 248 297 303 755 0.85 159 0.328
12 R2 # 4 297 303 13 0.85 159 0.328
---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Filbert Street
3 L2 0.03 0.04 9.1 0.60 7.8 0.61 2.9 0.1 23.6
8 T1 0.07 0.08 4.5 0.60 31.9 0.90 6.2 0.4 15.0
18 R2 0.01 0.01 5.2 0.60 3.3 0.48 1.0 0.0 21.1
--------------------------------------------------------------------------------- East: Main Street
1 L2 0.01 0.02 9.6 0.52 2.8 4.67 1.0 0.0 27.1
6 T1 0.55 0.66 4.8 0.52 216.9 8.84 86.6 3.1 28.0
16 R2 0.37 0.44 4.9 0.52 142.4 6.56 27.5 1.4 20.2
--------------------------------------------------------------------------------- North: Filbert Street
7 L2 0.58 0.70 8.0 0.81 212.5 5.29 29.7 1.5 20.4
4 T1 0.03 0.04 4.3 0.81 22.8 2.64 3.5 0.2 19.8
14 R2 0.07 0.09 4.5 0.81 47.4 3.05 9.2 0.5 19.4
--------------------------------------------------------------------------------- West: Main Street
5 L2 0.15 0.18 9.1 0.59 35.5 2.41 9.0 0.4 21.0
2 T1 0.30 0.36 4.3 0.59 147.3 4.65 53.4 2.1 25.6
12 R2 0.01 0.01 4.7 0.59 2.6 1.81 1.0 0.0 24.4
--------------------------------------------------------------------------------- Fuel Consumption, Emissions and Cost
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
Detailed Output Page 6 of 16
about:blank 11/21/2024

ATTACHMENT B
1532
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Lanes
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Total Total Total Total Total Total
$/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Filbert Street
3 L2 1.59 0.1 1.1 0.00 0.000 0.001
8 T1 6.10 0.3 2.9 0.00 0.000 0.003
18 R2 0.65 0.0 0.4 0.00 0.000 0.000
------------------------------------------------

8.33 0.5 4.4 0.00 0.000 0.005
---------------------------------------------------------------- East: Main Street
1 L2 0.60 0.0 0.4 0.00 0.000 0.001
6 T1 46.13 4.0 36.1 0.03 0.003 0.045
16 R2 28.82 1.9 16.8 0.02 0.002 0.024
------------------------------------------------

75.55 6.0 53.4 0.05 0.005 0.070
---------------------------------------------------------------- North: Filbert Street
7 L2 30.85 2.3 20.1 0.01 0.002 0.023
4 T1 3.33 0.2 2.2 0.00 0.000 0.003
14 R2 7.05 0.6 5.2 0.00 0.000 0.006
------------------------------------------------

41.24 3.1 27.5 0.02 0.002 0.032
---------------------------------------------------------------- West: Main Street
5 L2 8.15 0.5 4.3 0.00 0.000 0.005
2 T1 34.67 2.4 21.5 0.02 0.002 0.026
12 R2 0.61 0.0 0.4 0.00 0.000 0.000
------------------------------------------------

43.42 2.9 26.1 0.02 0.002 0.032
---------------------------------------------------------------- INTERSECTION: 168.54 12.5 111.5 0.09 0.010 0.138
----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX
ID Rate Eff. Rate Rate Rate Rate
$/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Filbert Street
3 L2 0.54 24.2 230.1 0.14 0.018 0.233
8 T1 0.99 18.8 295.6 0.21 0.026 0.330
18 R2 0.66 22.5 247.1 0.16 0.020 0.258
------------------------------------------------

0.83 20.4 271.9 0.18 0.023 0.295
---------------------------------------------------------------- East: Main Street
1 L2 0.63 19.7 281.5 0.27 0.025 0.365
6 T1 0.53 21.4 259.3 0.25 0.023 0.325
16 R2 1.05 14.6 380.8 0.35 0.037 0.544
------------------------------------------------

0.66 19.2 288.5 0.28 0.026 0.378
---------------------------------------------------------------- North: Filbert Street
7 L2 1.04 13.2 422.0 0.30 0.038 0.489
4 T1 0.96 13.8 401.7 0.28 0.036 0.461
14 R2 0.77 15.9 348.9 0.23 0.030 0.389
------------------------------------------------

0.98 13.7 404.5 0.28 0.036 0.465
---------------------------------------------------------------- West: Main Street
5 L2 0.90 18.9 293.0 0.24 0.026 0.376
2 T1 0.65 22.2 250.1 0.20 0.020 0.300
12 R2 0.62 22.6 245.9 0.19 0.020 0.292
------------------------------------------------

0.68 21.7 256.2 0.20 0.021 0.311
---------------------------------------------------------------- INTERSECTION: 0.73 18.5 300.2 0.25 0.027 0.372
---------------------------------------------------------------- Detailed Output Page 7 of 16
about:blank 11/21/2024

ATTACHMENT B
1533
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Lane Performance and Capacity Information
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length
No. veh/h veh/h x sec Rate veh ft ft
--------------------------------------------------------------- South: Filbert Street
1 72 770 0.093 5.4 0.60 0.5 13.1 450.0
--------------------------------------------------------------- East: Main Street
1 691 1133 0.610 4.8 0.52 5.7 145.7 400.0
--------------------------------------------------------------- North: Filbert Street
1 350 767 0.456 7.1 0.81 2.9 73.9 60.0
--------------------------------------------------------------- West: Main Street
1 312 951 0.328 5.3 0.59 2.2 55.4 630.0
---------------------------------------------------------------

LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Filbert Street
1 72 72 770 0.093 100
-----------------------------------------
East: Main Street
1 691 150 1133 0.610 100
-----------------------------------------
North: Filbert Street
1 350 150 767 0.456 100
-----------------------------------------
West: Main Street
1 312 150 951 0.328 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

Lane, Approach and Intersection Performance
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane
No. Flow %HV Basic Sat Delay Queue Length
(veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Filbert Street
1 72 2 0.093 5.4 13 450
----------------------------------------------------
72 2 0.093 5.4 13
------------------------------------------------------------ East: Main Street
1 691 2 0.610 4.8 146 400
----------------------------------------------------
691 2 0.610 4.8 146
------------------------------------------------------------ North: Filbert Street
1 350 2 0.456 7.1 74 60
Detailed Output Page 8 of 16
about:blank 11/21/2024

ATTACHMENT B
1534
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Go to Table Links (Top)
----------------------------------------------------
350 2 0.456 7.1 74
------------------------------------------------------------ West: Main Street
1 312 2 0.328 5.3 55 630
----------------------------------------------------
312 2 0.328 5.3 55
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
1425 2 0.610 5.5 146
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

Driver Characteristics
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
-------------------------------------------------------- Average Driver
Lane Satn Satn Satn Satn Queue Response
No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Filbert Street
1 19.8 1403 2.57 74.35 25.40 1.69
-------------------------------------------------------- East: Main Street
1 19.9 1314 2.74 80.07 25.40 1.87
-------------------------------------------------------- North: Filbert Street
1 15.0 1205 2.99 65.54 25.40 1.83
-------------------------------------------------------- West: Main Street
1 19.9 1347 2.67 78.04 25.40 1.80
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane Delays
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic
-------------------------------------------------------------------------------------------- South: Filbert Street
1 0.093 NA NA 2.9 3.5 0.0 3.5 3.1 0.4 0.0 0.4 1.9 5.4
-------------------------------------------------------------------------------------------- East: Main Street
1 0.610 NA NA 0.5 1.5 0.0 1.5 2.7 0.0 0.0 0.0 3.4 4.8
-------------------------------------------------------------------------------------------- North: Filbert Street
1 0.456 NA NA 1.9 3.3 0.3 3.6 1.8 1.8 0.2 1.6 3.5 7.1
-------------------------------------------------------------------------------------------- West: Main Street
1 0.328 NA NA 1.3 2.1 0.0 2.1 2.9 0.1 0.0 0.1 3.2 5.3
-------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.

Detailed Output Page 9 of 16
about:blank 11/21/2024

ATTACHMENT B
1535
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dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

Lane Queues
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Filbert Street
1 0.093 NA NA 0.0 0.2 0.0 0.2 0.5 0.01 0.03 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.610 NA NA 0.0 2.3 0.0 2.3 5.7 0.15 0.36 0.0 NA
---------------------------------------------------------------------------------------- North: Filbert Street
1 0.456 NA NA 0.0 1.1 0.1 1.2 2.9 0.50 1.23 11.5 NA
---------------------------------------------------------------------------------------- West: Main Street
1 0.328 NA NA 0.0 0.9 0.0 0.9 2.2 0.04 0.09 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % %
---------------------------------------------------------------------------------------- South: Filbert Street
1 0.093 NA NA 0.0 5.3 0.0 5.3 13.1 0.01 0.03 0.0 NA
---------------------------------------------------------------------------------------- East: Main Street
1 0.610 NA NA 0.0 58.6 0.0 58.6 145.7 0.15 0.36 0.0 NA
---------------------------------------------------------------------------------------- North: Filbert Street
1 0.456 NA NA 1.0 28.5 1.3 29.8 73.9 0.50 1.23 11.5 NA
---------------------------------------------------------------------------------------- West: Main Street
1 0.328 NA NA 0.0 22.3 0.0 22.3 55.4 0.04 0.09 0.0 NA
---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
Detailed Output Page 10 of 16
about:blank 11/21/2024

ATTACHMENT B
1536
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South: Filbert Street
1 0.093 NA NA 0.0 0.1 0.1
-------------------------------------------------
East: Main Street
1 0.610 NA NA 0.0 0.3 0.5
-------------------------------------------------
North: Filbert Street
1 0.456 NA NA 0.0 0.4 0.6
-------------------------------------------------
West: Main Street
1 0.328 NA NA 0.0 0.2 0.3
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.093 NA NA 0.0 1.8 3.2
-------------------------------------------------
East: Main Street
1 0.610 NA NA 0.0 7.1 12.8
-------------------------------------------------
North: Filbert Street
1 0.456 NA NA 1.0 8.9 16.1
-------------------------------------------------
West: Main Street
1 0.328 NA NA 0.0 4.6 8.4
-------------------------------------------------
Lane Queue Percentiles
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Filbert Street
1 0.093 0.2 0.3 0.4 0.4 0.5 0.6 0.6
-------------------------------------------------------------- East: Main Street
1 0.610 2.3 3.0 4.2 4.9 5.7 6.4 6.8
-------------------------------------------------------------- North: Filbert Street
1 0.456 1.2 1.5 2.1 2.5 2.9 3.2 3.5
-------------------------------------------------------------- West: Main Street
1 0.328 0.9 1.1 1.6 1.9 2.2 2.4 2.6
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100%
-------------------------------------------------------------- South: Filbert Street
1 0.093 5.2 6.8 9.6 11.1 13.1 14.5 15.6
-------------------------------------------------------------- East: Main Street
Detailed Output Page 11 of 16
about:blank 11/21/2024

ATTACHMENT B
1537
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Flow Rates
1 0.610 58.6 75.9 107.0 123.9 145.7 161.7 173.8
-------------------------------------------------------------- North: Filbert Street
1 0.456 29.7 38.5 54.3 62.9 73.9 82.1 88.2
-------------------------------------------------------------- West: Main Street
1 0.328 22.3 28.9 40.7 47.1 55.4 61.5 66.1
-------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart
----------------------------------------------------------------------------------------------------- South: Filbert Street
1 0.093 NA NA 0.50 0.00 0.09 0.60 42.9 0.00 0.0 0.64 0.64 ----------------------------------------------------------------------------------------------------- East: Main Street
1 0.610 NA NA 0.34 0.00 0.18 0.52 362.2 0.00 0.0 0.55 0.55 ----------------------------------------------------------------------------------------------------- North: Filbert Street
1 0.456 NA NA 0.62 0.02 0.17 0.81 282.8 0.03 11.0 0.68 0.71 ----------------------------------------------------------------------------------------------------- West: Main Street
1 0.328 NA NA 0.44 0.00 0.15 0.59 185.4 0.00 0.0 0.59 0.59 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
----------------------------------------------------------- From SOUTH To: W N E
Turn: L2 T1 R2 TOT
Flow Rate 13.0 53.3 5.4 71.7
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From EAST To: S W N
Turn: L2 T1 R2 TOT
Flow Rate 5.4 414.1 271.7 691.3
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From NORTH To: E S W
Turn: L2 T1 R2 TOT
Flow Rate 263.0 28.3 58.7 350.0
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- From WEST To: N E S
Turn: L2 T1 R2 TOT
Flow Rate 59.8 247.8 4.3 312.0
%HV (all designations) 2.0 2.0 2.0 2.0
----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Detailed Output Page 12 of 16
about:blank 11/21/2024

ATTACHMENT B
1538
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Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Origin-Destination Flow Rates by Movement Class
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 12.8 52.2 5.3 70.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 5.3 405.8 266.3 677.5
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 257.8 27.7 57.5 343.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 58.6 242.9 4.3 305.7
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.3 1.1 0.1 1.4
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.1 8.3 5.4 13.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 5.3 0.6 1.2 7.0
Detailed Output Page 13 of 16
about:blank 11/21/2024

ATTACHMENT B
1539
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Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 1.2 5.0 0.1 6.2
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Lane Flow Rates
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
LANE FLOW RATES AT STOP LINE (veh/h)
-------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 12.8 52.2 5.3 70.3
HV 0.3 1.1 0.1 1.4
Total 13.0 53.3 5.4 71.7
-------------------------------------------------
Approach 13.0 53.3 5.4 71.7
-------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 5.3 405.8 266.3 677.5
HV 0.1 8.3 5.4 13.8
Total 5.4 414.1 271.7 691.3
-------------------------------------------------
Approach 5.4 414.1 271.7 691.3
-------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 257.8 27.7 57.5 343.0
HV 5.3 0.6 1.2 7.0
Total 263.0 28.3 58.7 350.0
-------------------------------------------------
Approach 263.0 28.3 58.7 350.0
-------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 58.6 242.9 4.3 305.7
HV 1.2 5.0 0.1 6.2
Total 59.8 247.8 4.3 312.0
-------------------------------------------------
Approach 59.8 247.8 4.3 312.0
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
Detailed Output Page 14 of 16
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ATTACHMENT B
1540
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Other
Go to Table Links (Top)
-----------------------------------------
Exit: SOUTH
Lane: 1 37.3 0.8 38.0
Total 37.3 0.8 38.0
-----------------------------------------
Exit: EAST
Lane: 1 506.0 10.3 516.3
Total 506.0 10.3 516.3
-----------------------------------------
Exit: NORTH
Lane: 1 377.1 7.7 384.8
Total 377.1 7.7 384.8
-----------------------------------------
Exit: WEST
Lane: 1 476.2 9.7 485.9
Total 476.2 9.7 485.9
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 37.3 0.8 38.0
Total 37.3 0.8 38.0
-----------------------------------------
Exit: EAST
Lane: 1 506.0 10.3 516.3
Total 506.0 10.3 516.3
-----------------------------------------
Exit: NORTH
Lane: 1 377.1 7.7 384.8
Total 377.1 7.7 384.8
-----------------------------------------
Exit: WEST
Lane: 1 476.2 9.7 485.9
Total 476.2 9.7 485.9
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Parameter Settings Summary
Site: Main St._Filbert St._AM
Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Filbert St._AM
Site ID: 101
Detailed Output Page 15 of 16
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ATTACHMENT B
1541
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Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 1.8%
Number of Iterations: 5 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow-Capacity Iterations:

2.9% 1.7% 0.9%
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:48 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8 Detailed Output Page 16 of 16
about:blank 11/21/2024

ATTACHMENT B
1542

MOVEMENT SUMMARY
Site: 101 [Main St._Filbert St._AM]
New Site
Site Category: (None)
Roundabout
Movement Performance - Vehicles
Mov Demand Flows 95% Back of Queue
ID
Turn Deg.

Satn
Average
Delay
Level of
Service
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Total HV Vehicles Distance Speed
veh/h % v/c sec veh ft mph
South: Filbert Street
3 L2 13 2.0 0.093 9.1 LOS A 0.5 13.1 0.64 0.60 0.64 23.6 8 T1 53 2.0 0.093 4.5 LOS A 0.5 13.1 0.64 0.60 0.64 15.0 18 R2 5 2.0 0.093 5.2 LOS A 0.5 13.1 0.64 0.60 0.64 21.1 Approach 72 2.0 0.093 5.4 LOS A 0.5 13.1 0.64 0.60 0.64 17.3 East: Main Street
1 L2 5 2.0 0.610 9.6 LOS A 5.7 145.7 0.55 0.52 0.55 27.1 6 T1 414 2.0 0.610 4.8 LOS A 5.7 145.7 0.55 0.52 0.55 28.0 16 R2 272 2.0 0.610 4.9 LOS A 5.7 145.7 0.55 0.52 0.55 20.2 Approach 691 2.0 0.610 4.8 LOS A 5.7 145.7 0.55 0.52 0.55 25.6 North: Filbert Street
7 L2 263 2.0 0.456 8.0 LOS A 2.9 73.9 0.68 0.81 0.71 20.4 4 T1 28 2.0 0.456 4.3 LOS A 2.9 73.9 0.68 0.81 0.71 19.8 14 R2 59 2.0 0.456 4.5 LOS A 2.9 73.9 0.68 0.81 0.71 19.4 Approach 350 2.0 0.456 7.1 LOS A 2.9 73.9 0.68 0.81 0.71 20.1 West: Main Street
5 L2 60 2.0 0.328 9.1 LOS A 2.2 55.4 0.59 0.59 0.59 21.0 2 T1 248 2.0 0.328 4.3 LOS A 2.2 55.4 0.59 0.59 0.59 25.6 12 R2 4 2.0 0.328 4.7 LOS A 2.2 55.4 0.59 0.59 0.59 24.4 Approach 312 2.0 0.328 5.3 LOS A 2.2 55.4 0.59 0.59 0.59 24.8 All Vehicles 1425 2.0 0.610 5.5 LOS A 5.7 145.7 0.60 0.61 0.60 23.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

SIDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Thursday, November 21, 2024 3:53:48 PM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2 Built +P Conditions.sip8

ATTACHMENT B
1543

DETAILED OUTPUT
Site: 101 [Main St._Filbert St._PM]
New Site
Site Category: (None)
Roundabout

OUTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
Roundabout Basic Parameters
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width
ft ft ft ft deg ft ft %
------------------------------------------------------------------------------------------- South: Filbert Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 450 NA 0.0N
------------------------------------------------------------------------------------------- East: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 400 NA 0.0N
------------------------------------------------------------------------------------------- North: Filbert Street

30.0 15.0 100.0U 100.0 30.0 2 1 13.00 60 NA 0.0N
------------------------------------------------------------------------------------------- West: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 630 NA 0.0N
------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

Detailed Output Page 1 of 16
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ATTACHMENT B
1544
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Roundabout Circulating / Exiting Stream Parameters
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec
--------------------------------------------------------------------------------------------------- South: Filbert Street
W L2 1 Dominant 915 1.02 934 0.0 0.0 N 0.834 17.3 2.00 0.703 N T1 1 Dominant 915 1.02 934 0.0 0.0 N 0.834 17.3 2.00 0.703 E R2 1 Dominant 915 1.02 934 0.0 0.0 N 0.834 17.3 2.00 0.703 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 132 1.02 134 0.0 0.0 N 0.982 16.8 2.00 0.151 W T1 1 Dominant 132 1.02 134 0.0 0.0 N 0.982 16.8 2.00 0.151 N R2 1 Dominant 132 1.02 134 0.0 0.0 N 0.982 16.8 2.00 0.151 --------------------------------------------------------------------------------------------------- North: Filbert Street
E L2 1 Dominant 367 1.02 375 0.0 0.0 N 0.953 21.0 2.00 0.366 S T1 1 Dominant 367 1.02 375 0.0 0.0 N 0.953 21.0 2.00 0.366 W R2 1 Dominant 367 1.02 375 0.0 0.0 N 0.953 21.0 2.00 0.366 --------------------------------------------------------------------------------------------------- West: Main Street
N L2 1 Dominant 464 1.02 473 0.0 0.0 N 0.902 14.3 2.00 0.440 E T1 1 Dominant 464 1.02 473 0.0 0.0 N 0.902 14.3 2.00 0.440 S R2 1 Dominant 464 1.02 473 0.0 0.0 N 0.902 14.3 2.00 0.440 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap
No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway
sec sec ft sec
------------------------------------------------------------------------------------------ South: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.703 Y 1.02 4.15 105.4 2.43
N T1 1 Dominant 2.00 0.703 Y 1.02 4.15 105.4 2.43
E R2 1 Dominant 2.00 0.703 Y 1.02 4.15 105.4 2.43
------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74
W T1 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74
N R2 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74
------------------------------------------------------------------------------------------ North: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L2 1 Dominant 2.00 0.366 Y 1.02 4.71 145.4 3.01
S T1 1 Dominant 2.00 0.366 Y 1.02 4.71 145.4 3.01
W R2 1 Dominant 2.00 0.366 Y 1.02 4.71 145.4 3.01
------------------------------------------------------------------------------------------ West: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
N L2 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61
E T1 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61
S R2 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61
------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway Detailed Output Page 2 of 16
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ATTACHMENT B
1545
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is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream
Roundabout Flow Rates
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Filbert Street
1 915 934 100.0%
Total 915 934
---------------------------------------
East: Main Street
1 132 134 100.0%
Total 132 134
---------------------------------------
North: Filbert Street
1 0 0 0.0%
2 367 375 100.0%
Total 367 375
---------------------------------------
West: Main Street
1 464 473 100.0%
Total 464 473
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Filbert Street
1 11 72 83
Total 11 72 83
--------------------------------------
East: Main Street
1 258 349 607
Total 258 349 607
--------------------------------------
North: Filbert Street
1 77 462 539
Total 77 462 539
--------------------------------------
West: Main Street
1 17 492 509
Total 17 492 509
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Filbert St._PM
Site ID: 101
Roundabout

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