City Council - Successor Agency - Housing Authority
June 20, 2023

Traffic Study and Level of
Service Analysis
for the Parkwest Project
Fullerton, California

PREPARED FOR
City of Fullerton, California
April 2023

TRAFFIC STUDY and LEVEL of SERVICE ANALYSIS
for the

PARKWEST PROJECT

FULLERTON, CALIFORNIA

Prepared For

Prepared By

Psomas Project No. 3FUL020102
April 2023

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page i

TABLE OF CONTENTS

1. INTRODUCTION _________________________________________________________ 1

1.1. STUDY AREA ____________________________________________________________ 4

1.2. ANALYSIS METHODOLOGY ________________________________________________ 6

1.3. ROADWAY NETWORK _____________________________________________________ 7

1.4. EXISTING SITE ___________________________________________________________ 8

1.5. EXISTING TRAFFIC VOLUMES ______________________________________________ 9

2. FUTURE TRAFFIC VOLUMES ___________________________________________ 12

2.1. AMBIENT TRAFFIC GROWTH ______________________________________________ 12

2.2. TRANSIT SERVICE CHANGES _____________________________________________ 12

2.3. CUMULATIVE PROJECTS _________________________________________________ 12

2.3.1. TRIP GENERATION ______________________________________________________ 15

2.3.2. TRIP DISTRIBUTION _____________________________________________________ 15

2.3.3. TRAFFIC VOLUMES _____________________________________________________ 15

2.4. TOTAL BACKGROUND TRAFFIC VOLUMES ___________________________________ 15

2.5. PROJECT TRAFFIC_______________________________________________________ 19

2.5.1. TRIP GENERATION ______________________________________________________ 19

2.5.2. TRIP DISTRIBUTION _____________________________________________________ 19

2.5.3. TRAFFIC VOLUMES _____________________________________________________ 19

2.6. FUTURE TRAFFIC VOLUMES WITH PROJECT _________________________________ 23

3. OPERATIONAL ANALYSIS – EXISTING CONDITIONS _____________________ 26

3.1. EXISTING CONDITIONS ___________________________________________________ 26

4. OPERATIONAL ANALYSIS – OPENING YEAR (2026) CONDITIONS __________ 28

4.1. OPENING YEAR CONDITIONS WITHOUT PROJECT _____________________________ 28

4.2. OPENING YEAR CONDITIONS WITH PROJECT ________________________________ 28

4.3. PROJECT EFFECT EVALUATION ____________________________________________ 31

5. OPERATIONAL ANALYSIS – HORIZON YEAR CONDITIONS _______________ 32

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page ii

5.1. HORIZON YEAR CONDITIONS WITHOUT PROJECT ____________________________ 32

5.2. HORIZON YEAR CONDITIONS WITH PROJECT ________________________________ 32

5.3. PROJECT EFFECT EVALUATION ____________________________________________ 35

6. TURN LANE QUEUEING ANALYSIS ______________________________________ 36

7. TRAFFIC SIGNAL ANALYSIS ____________________________________________ 39

7.1. TRAFFIC SIGNAL WARRANT_______________________________________________ 39

7.2. PROTECTED LEFT TURN PHASE ASSESSMENT ________________________________ 40

8. CEQA ANALYSIS _______________________________________________________ 42

8.1. VEHICLE MILES TRAVELED _______________________________________________ 42

8.2. ACTIVE TRANSPORTATION AND PUBLIC TRANSIT ANALYSIS ____________________ 42

9. IMPROVEMENT MEASURES ____________________________________________ 43

10. CONCLUSION __________________________________________________________ 44

11. REFERENCES __________________________________________________________ 46

APPENDIX A – APPROVED TIS SCOPE
APPENDIX B – TRAFFIC VOLUME DATA
APPENDIX C – EXISTING TRANSIT ROUTES AND SCHEDULES
APPENDIX D –SYNCHRO REPORTS – EXISTING CONDITIONS
APPENDIX E –SYNCHRO REPORTS – OPENING YEAR CONDITIONS
APPENDIX F – SYNCHRO REPORTS – HORIZON YEAR CONDITIONS
APPENDIX G – VMT SCREENING TOOL REPORT
APPENDIX H – SYNCHRO REPORTS – OPENING YEAR AND HORIZON YEAR WITH IMPROVEMENT

CONDITIONS

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page iii

LIST OF FIGURES

FIGURE 1. SITE LOCATION ________________________________ _______________________________ 2 FIGURE 2. SITE PLAN ________________________________ ________________________________ ___ 3 FIGURE 3. STUDY INTERSECTIONS ________________________________ _________________________ 5 FIGURE 4. EXISTING TRANSIT VOLUMES ________________________________ ___________________ 10 FIGURE 5. EXISTING INTERSECTION PCE TRAFFIC VOLUMES ________________________________ ___ 11 FIGURE 6. CUMULATIVE PROJECTS LOCATIONS ________________________________ ______________ 14 FIGURE 7. CUMULATIVE PROJECTS TRAFFIC VOLUMES ________________________________ ________ 16 FIGURE 8. OPENING YEAR (2026) WITHOUT PROJECT TRAFFIC VOLUMES _________________________ 17 FIGURE 9. HORIZON YEAR (2030) WITHOUT PROJECT TRAFFIC VOLUMES _________________________ 18 FIGURE 10. PROJECT TRIP DISTRIBUTION ________________________________ ___________________ 21 FIGURE 11. PROJECT TRAFFIC VOLUMES ________________________________ ___________________ 22 FIGURE 12. OPENING YEAR (2026) WITH PROJECT TRAFFIC VOLUMES ____________________________ 24 FIGURE 13. HORIZON YEAR (2030) WITH PROJECT TRAFFIC VOLUMES ____________________________ 25 FIGURE 14. EXISTING LEVEL OF SERVICE ________________________________ ___________________ 27 FIGURE 15. OPENING YEAR WITHOUT PROJECT LEVEL OF SERVICE ______________________________ 29 FIGURE 16. OPENING YEAR WITH PROJECT LEVEL OF SERVICE ________________________________ __ 30 FIGURE 17. HORIZON YEAR WITHOUT PROJECT LEVEL OF SERVICE ______________________________ 33 FIGURE 18. HORIZON YEAR WITH PROJECT LEVEL OF SERVICE ________________________________ _ 34 FIGURE 19. OPENING YEAR WITH PROJECT QUEUES AND TURN LANE STORAGE ____________________ 37 FIGURE 20. HORIZON YEAR WITH PROJECT QUEUES AND TURN LANE STORAGE ____________________ 38 FIGURE 21. HORIZON YEAR WITH PROJECT TRAFFIC SIGNAL WARRANT __________________________ 40

LIST OF TABLES

TABLE 1. INTERSECTION LEVEL OF SERVICE DEFINITIONS ________________________________ _______ 6 TABLE 2. CUMULATIVE PROJECTS DESCRIPTION ________________________________ _____________ 13 TABLE 3. PROJECT TRIP GENERATION ________________________________ _____________________ 20 TABLE 4. OPENING YEAR CONDITIONS ANALYSIS ________________________________ ____________ 31 TABLE 5. HORIZON YEAR CONDITIONS ANALYSIS ________________________________ ____________ 35 TABLE 6. TRAFFIC CONDITIONS WITH PROJECT AND IMPROVEMENT ______________________________ 43

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 1

1. INTRODUCTION

The Parkwest project (Project) is a proposed mixed-use development within Downtown Fullerton and will include construction of a 6-story building. Specifically, the Project is expected to include 140 multi-family residential units, a 124-room hotel, 3,570 square feet of retail, and parking. The Project is surrounded by Pomona Avenue to the west, Lemon Street to the east, Santa Fe Avenue to the north, and Amtrak/Metrolink tracks to the south, as shown in Figure 1. The Project is expected to be completed in 2026. The proposed site plan for the Project is included in Figure 2.

This TIS is based on the Transportation Assessment Policies and Procedures (TAPP)1 adopted by City Council Resolution No.2020-49 and evaluates possible LOS-based effects resulting from development of the Project.

Per the TAPP and the approved scope (included in Appendix A), the following five scenarios were evaluated to assess potential LOS effects in the vicinity of the Project:
• Existing Conditions
• Opening Year (2026) Without Project Conditions
• Opening Year (2026) With Project Conditions
• Horizon Year (2030) Without Project Conditions
• Horizon Year (2030) With Project Conditions

The study area and the TIS methodology are described further in the following sections.

Figure 1. Site Location
Parkwest Project
Traffic Study and Level of Service Analysis
April 2023
Santa Fe Ave
Commonwealth Ave
Harbor Blvd
Pomona Ave
Lemon St
Lawrence Ave
Walnut Ave
Project
Site
Location
N
Figure 2. Site Plan
April 2023
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 4

1.1. STUDY AREA

Figure 3 shows the study area and the location and existing lane geometry of the study intersections in the vicinity of the proposed project area. Listed below is an identification of the study intersections and traffic controls for the existing study scenario.

1. Commonwealth Avenue at Harbor Boulevard (signalized)

2. Commonwealth Avenue at Pomona Avenue (signalized)

3. Commonwealth Avenue at Lemon Street (signalized)

4. Santa Fe Avenue at Harbor Boulevard (signalized)

5. Santa Fe Avenue at Pomona Avenue (all-way stop controlled)

6. Santa Fe Avenue at Lemon Street ( east/westbound two -way st op controlled)

In addition, the two project driveways, both located on Santa Fe Avenue, were evaluated for the opening (2026) and horizon (2030) year with project study scenarios.

Figure 3. Study Intersections
April 2023
1 Commonwealth Ave/Harbor Blvd
2 Commonwealth Ave/Pomona Ave
6 Santa Fe Ave/Lemon St
3 Commonwealth Ave/Lemon St
4 Santa Fe Ave/Harbor Blvd
5 Santa Fe Ave/Pomona Ave
LEGEND
Existing Travel Lanes
De-facto Right-turn Lanes
[xxx'] Turn Lane Storages
[*] Trap Lane
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
[295']
[100']
[255']
[50']
[115']
[120']
[135']
[235']
[250']
[90']
[40']
[115']
[110']
[110']
[100']
[150']
[110']
[250']
[80']
[140']
[50']
[65']
[70']
[50']
[120']
[80']
[*]
[*]
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 6

1.2. ANALYSIS METHODOLOGY

Level of Service (LOS) is the typical measure use d to characterize the quality of traffic operations at an intersection or roadway segment. At intersections, LOS A represents excellent operating conditions and free flowing traffic, whereas LOS F represents extreme congestion with volumes at or near the capacity of the intersection. Excessive delays and queues can occur when LOS is not acceptable.

The City of Fullerton considers LOS D or better to be acceptable for signalized and unsignalized intersections. However, LOS E is permitted for the intersection of Harbor Boulevard and Commonwealth Avenue per the City’s TAPP, based on the historic context in which it was developed. Table 1 provides descriptions and thresholds for LOS A through LOS F for each intersection evaluation methodology used in this report.

Table 1. Intersection Level of Service Definitions

The traffic (i.e., trips) generated by a project or by a project in combination with other projects in the area could worsen the LOS of an intersection. To assess the potential LOS effects due to the construction of the Project as well as related projects in the vicinity of the site, the TIS analyzed the five following scenarios:
• Existing Conditions
• Opening Year Without Project Conditions

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 7 • Opening Year With Project Conditions
• Horizon Year Without Project Conditions
• Horizon Year With Project Conditions

This transportation assessment was conducted in accordance with the City’s TAPP. The City’s TAPP states the Highway Capacity Manual (HCM) methodology should be used to evaluate signalized and unsignalized intersections, which defines LOS based on delay.

The study intersections were evaluated using the software Synchro.

The City’s TAPP considers a transportation effect to occur if:

1. The project results in degradation of overall intersection operations from acceptable to unacceptable operations

2. The project causes the intersection operating at unacceptable operations to further degrade and for a signalized intersection the change is:
a. From LOS E to LOS F
b. An increase of at least 4 seconds for an LOS E intersection, or c. An increase of at least 2 seconds for an LOS F intersection.

1.3. ROADWAY NETWORK

The Project would be located at south of Santa Fe Avenue, east of Pomona Avenue, and west of Lemon Street and would have two access points on Santa Fe Avenue. The roadways in the study area as shown in Figure 3 include the following:

Commonwealth Avenue is a four-lane undivided road with left turn lanes at the signalized intersections in the study area. The left turn lanes span the entire distance between signalized intersections. Commonwealth Avenue is classified as a primary arterial highway by the Fullerton Plan, 20302. The roadway has a 30 MPH posted speed limit in the study area. On street parking is allowed from Lemon Street to Harbor Boulevard and there are no bike lanes.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 8 Santa Fe Avenue is a two-lane undivided roadway. The roadway does not have a posted speed limit, but it serves as a residential street with an assumed speed limit of no more than 25 mph. There are no bike lanes. On-street parking is only allowed near the intersection of Lemon Street and Santa Fe Avenue in the study area.

Harbor Boulevard is a four-lane undivided roadway with left turn lanes in the study area.

The left turn lanes span the entire distance between signalized intersections. The Fullerton Plan classifies the roadway as a primary arterial highway in the vicinity of the Project. The roadway has a posted speed limit of 35 MPH south of Commonwealth Avenue and 25 MPH north of Commonwealth Avenue. There are no bike lanes. On-street parking is not allowed.

Pomona Avenue runs between Fullerton Union High School approximately ½ mile north of the project and the Fullerton Metrolink/Amtrak Station located immediately south of the Project site . At the south end, Pomona Avenue is unsignalized at Santa Fe Avenue, providing primary all -way egress and ingress to the Metrolink/Amtrak parking lot. The roadway does not have a posted speed, but is a residential street with an assumed speed limit of no more than 25 mph. There are no bike lanes, but on -street parking is allowed on segments north of Santa Fe Avenue.

Lemon Street is a four-lane undivided roadway with left turn lanes in the study area with a posted speed limit of 40 MPH. The left turn lanes span the entire distance between intersections in the study area. The roadway is classified as a primary arterial highway by The Fullerton Plan. The roadway does not have bike lan es and on-street parking is not allowed in the vicinity of the Project.

1.4. EXISTING SITE

The Project site is situated in Downtown Fullerton. The existing land where the Project will be located is a parking lot for Metrolink and Amtrak passengers. The Project is surrounded by Pomona Avenue to the west, Lemon Street to the east, Santa Fe Avenue to the north, and Amtrak/Metrolink tracks to the south.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 9

1.5. EXISTING TRAFFIC VOLUMES

Traffic volumes were collected at the six existing study intersections on Wednesday, February 8, 2023 by National Data & Surveying Services (NDS) for Psomas from 7:00 AM to 9:00 AM and from 4: 00 PM to 6:00 PM. All collected traffic volume data is included in Appendix B. The peak hours were found to be from 7:30 to 8:30 AM and from 4:45 to 5:45 PM.

A Passenger Car Equivalent (PCE) adjustment to the underlying traffic volumes was applied to account for the high percentage of transit bus trips at the study intersections due to the presence of the Fullerton Transit Center. Per the City Traffic Engineer, the PCE factor for buses is 2.0. The number of transit trips in peak hours through the intersections was estimated based on existing transit service routes and schedules . The transit trips are shown in Figure 4, and the existing transit service routes and schedules are included in Appendix C. The existing peak hour volumes after applying the PCE factor are shown in Figure 5.

Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Commonwealth Ave/Pomona Ave
Figure 4. Existing Transit Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Transit Volume (veh/hr)
(xx) PM Peak Hour Transit Volume (veh/hr)
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Santa Fe Ave/Pomona Ave
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Figure 5. Existing Intersection PCE Traffic Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (PCE/hr)
(xx) PM Peak Hour Traffic Volume (PCE/hr)
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 12

2. FUTURE TRAFFIC VOLUMES

2.1. AMBIENT TRAFFIC GROWTH

The cumulative traffic volumes are the anticipated traffic volumes in a future year without the proposed Project traffic. The annual population growth in the project area was calculated to be approximately 1.9 percent between 2019 and 2045 based on the Orange County Transportation Authority (OCTA) 2022 Long-Range Transportation Plan (LRTP)3.

However, that growth is assumed to include the Project. In addition, the study considered 18 cumulative projects in the vicinity of the Project site, as discussed in Section 2.2.

Therefore, an ambient growth rate of 1.5 percent per year was used to estimate background traffic growth while avoiding overestimation.

2.2. TRANSIT SERVICE CHANGES

Future transit routing and service frequency may differ following the implementation of the project and proposed public improvements. Neither the City nor the applicant have control over rerouting of transit routes, therefore, potential future reroute changes cannot be fully analyzed in this study. However, assumptions were made for changes to the circulation of buses accessing and departing the hub with the project based on the relocation of the bus layover area along the south side of Santa Fe Avenue.

2.3. CUMULATIVE PROJECTS

In addition to the ambient growth of traffic , the estimated traffic from nearby planned development projects was incorporated. The list of cumulative projects was provided by the City of Fullerton for inclusion in this TIS. There are 18 cumulative projects, described in Table 2 and shown in Figure 6, that could contribute traffic to the study intersections.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 13 Table 2. Cumulative Projects Description

ID # Project Name Land Use Size Address
1 Rexford Industrial
Project - 1500 S.

Raymond
Industrial 6,000 SF industrial building
and 6,000 SF office pod 1500 S. Raymond Avenue
2 Mixed-use
6,808 SF of commercial
retail/office and 63 residential
units
South west corner of
Orangethorpe Avenue and
Brookhurst Street
3 Hillcrest Project Mixed-use 1235 N. Harbor Boulevard
4 Single Family
Residential 25 townhomes 245 N. State College Boulevard 5 The Pines* Mixed-use
164 units (SFD and
townhomes) and 4,000 SF of
commercial.

Southwest corner of Rosecrans
Avenue and Euclid Street
6 Streetlights** Mixed-use 329 apartments and 6,500 SF
of retail
Northwest corner of Lemon
Avenue and Orangethorpe Avenue
7 The Hub*** Mixed-use
420 units of student oriented
housing and 12,400 SF of
retail
Northeast corner of Chapman
Avenue and Commonwealth
Avenue
8 Fox Block Commercial 6,830 SF brewery Harbor Boulevard and Chapman Avenue
9 Casa Bella Mixed-use 20 residential apartment units
and 1,152 SF of commercial 415 S. Highland Avenue
10 Goodman**** Industrial 1,561,522 SF logistics center 2001 E. Orangethorpe Avenue 11 Rexford Industrial
Project - 1901 Via
Burton
Industrial
130,449 SF
warehouse/distribution and
9,000 SF office
1901 Via Burton Street
12 Acacia and Kimberly
Industrial project Industrial 186,632 SF warehouse 801 Acacia Avenue 13 Single Family
Residential 13 units 737 N Highland Avenue
14 Truck yard Parking Truck trailer and automobile
parking 301 S. Acacia Avenue
15 Multi Family
Residential 8 units 321 E. Amerige Avenue
16 Pathways of Hope Multi Family
Residential 20 units 508-514 W. Amerige Avenue
17 Pointe Common Multi Family
Residential 65 units 1600 W. Commonwealth Avenue
18 Shoe City Billboard Billboard 1604 S. Harbor Boulevard * The Pines at Sunrise Village Traffic Impact Analysis. Environment Planning Development Solutions, July 2021 ** Transportation Assessment Street Lights Fullerton. Psomas, August 2021. *** Hub Fullerton Final Transportation Impact Assessment. Fehr&Peers, August 2021. **** Goodman Logistics Center Fullerton Traffic Analysis. Urban Crossroads, June 2020.

Figure 6. Cumulative Projects Locations
April 2023
CA-91
Commonwealth Ave
Chapman Ave
Orangethorpe Ave
Bastanchury Rd
CA-57
Valencia Dr
Brookhurst Rd
Euclid St
Harbor Blvd
State College Blvd
Bastanchury Rd
Raymond Ave
3 2
1 4
5 6
7 8
Valencia Dr
10 11
12 13
Acacia Ave
14 15
16 17
Project
Area
18 9
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 15

2.3.1. Trip Generation
Where available, traffic volumes from reports previously approved by the City for the cumulative projects were used. Otherwise, c umulative project traffic volumes were estimated following the ITE Trip Generation Manual, 11th Edition4.

2.3.2. Trip Distribution
The trip distribution of the cumulative project s was developed based on the locations of residential and employment centers, characteristics of the City street system, the level of accessibility of routes to and from each area of the City, existing interse ction traffic volumes, and the ingress/egress availability based on the proposed trip generation zone locations and street access. Where available, trip distribution from previously approved reports was used.

2.3.3. Traffic Volumes
Figure 7 shows the cumulative project traffic volumes at the study intersections during the morning and afternoon peak hours.

2.4. TOTAL BACKGROUND TRAFFIC VOLUMES

The ambient traffic volume growth and cumulative project traffic volumes were combined to estimate future traffic volumes without the project. Figures 8 and 9 show the anticipated traffic volumes without the proposed Project for the opening year and the horizon year at the existing study intersections.

Santa Fe Ave/Pomona Ave
Santa Fe Ave/East Driveway
Santa Fe Ave/Harbor Blvd
Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Commonwealth Ave/Pomona Ave
Santa Fe Ave/West Driveway
Figure 7. Cumulative Projects Traffic Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (veh/hr)
(xx) PM Peak Hour Traffic Volume (veh/hr)
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/Harbor Blvd
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Santa Fe Ave/Pomona Ave
Figure 8. Opening Year (2026) Without Project Traffic
Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (PCE/hr)
(xx) PM Peak Hour Traffic Volume (PCE/hr)
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Santa Fe Ave/Pomona Ave
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Commonwealth Ave/Lemon St
Figure 9. Horizon Year (2030) Without Project Traffic
Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (PCE/hr)
(xx) PM Peak Hour Traffic Volume (PCE/hr)
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 19

2.5. PROJECT TRAFFIC

2.5.1. Trip Generation
The proposed Project consists of a 6-story building with 140 multi-family residential units, a 124-room hotel, 3,570 square feet of retail, and parking. The trip generation for the Project was estimated using the ITE Trip Generation Manual , 11 th Edition. Per City guidance, all retail trips are assumed to be captured on-site and a 10% transit and walking reduction was taken from the remaining trips due to the location of the Project . Table 3 shows the trips expected to be generated with the Project. As seen in the table, the Project is expected to generate 98 total net external trips in the AM peak hour and 115 net external trips in the PM peak hour. The Project will also generate 1,464 net external daily trips.

2.5.2. Trip Distribution
The distribution of trips expected to be generated by the Project was estimated based on the locations of the site and employment centers, the ingress/egress availability based on the proposed trip generation zone locations, and street access. Figure 10 shows the approved trip distribution for Project trips in the study area.

2.5.3. Traffic Volumes
Using the Project trip generation and trip distribution, the Project traffic volumes at the existing study intersections and the Project driveway intersections were calcul ated and are shown in Figure 11.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 20 Table 3. Project Trip Generation

Units 140
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.37 52 23% 77% 12 40
PM Peak 0.39 55 61% 39% 34 21
Daily 4.54 636 50% 50% 318 318
Rooms 124
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.46 57 56% 44% 32 25
PM Peak 0.59 73 51% 49% 37 36
Daily 7.99 991 50% 50% 495 496
1,000 SF 3.57
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.36 8 60% 40% 5 3
PM Peak 6.59 24 50% 50% 12 12
Daily 54.45 194 50% 50% 97 97
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
LU 221 - Multifamily Housing (Mid-Rise)
LU 310 - Hotel
LU 822 - Strip Retail Plaza (<40k)
Subtotal - Before Reductions
Trips Trips In Trips Out
117 49 68
152 83 69
1,821 910 911
Internal Capture (per City)
Trips Trips In Trips Out
8 5 3
24 12 12
194 97 97
10% Transit and Walking Reduction
Trips Trips In Trips Out
11 4 7
13 7 6
163 81 82
TOTAL
Trips Trips In Trips Out
1,464 732 732
98 40 58
115 64 51
Figure 10. Project Trip Distribution
April 2023
Commonwealth Ave
Santa Fe Ave
Lemon St
Harbor Blvd
Pomona Ave
20%
25%
15%
30%
15%
40%
20%
20%
15%
5%
10%
5%
15%
N
15%
15%
15%
20%
35%
25%
15%
10%
10%
5%
15%
0%
20%
20%
15%
0%
35%
20%
20%
10%
5%
20%
15%
20%
25%
40%
Parkwest
Project
15%
20%
25%
20%
30%
10%
10%
5%
5%
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/East Driveway
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/Lemon St
Santa Fe Ave/West Driveway
Commonwealth Ave/Lemon St
Santa Fe Ave/Pomona Ave
Figure 11. Project Traffic Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (veh/hr)
(xx) PM Peak Hour Traffic Volume (veh/hr)
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 23

2.6. FUTURE TRAFFIC VOLUMES WITH PROJECT

To estimate traffic volumes in a future year, traffic generated by the cumulative growth (including background growth and cumulative projects) and by the Project must be considered. Future volumes with the Project were calculated by adding the cumulative growth and the net site trips. Figures 12 and 13 show the traffic volumes with the proposed Project in 2026 and in 2030, respectively.

Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Santa Fe Ave/East Driveway
Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Commonwealth Ave/Pomona Ave
Santa Fe Ave/West Driveway
Figure 12. Opening Year (2026) With Project Traffic
Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (PCE/hr)
(xx) PM Peak Hour Traffic Volume (PCE/hr)
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis
Commonwealth Ave/Lemon St
Santa Fe Ave/East Driveway
Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/Lemon St
Santa Fe Ave/West Driveway
Santa Fe Ave/Pomona Ave
Figure 13. Horizon Year (2030) With Project Traffic
Volumes
April 2023
1 2
3 4
5 6
LEGEND
xx AM Peak Hour Traffic Volume (PCE/hr)
(xx) PM Peak Hour Traffic Volume (PCE/hr)
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 26

3. OPERATIONAL ANALYSIS – EXISTING CONDITIONS

As previously discussed, the study intersections were evaluated using the HCM methodology per the City’s TAPP. For existing conditions, the Synchro reports are included in Appendix D.

3.1. EXISTING CONDITIONS

Figure 14 shows the resulting LOS for the existing study intersections under existing conditions. Recall that LOS D is acceptable for facilities per the City’s TAPP. As seen in the figure, most intersections and movements currently operate at an acceptable LOS in both peak hours . The one exception is the worst minor street ( i.e., stop-controlled) movement at the intersection of Santa Fe Avenue and Lemon Street , which operates at LOS F in the AM peak hour and LOS E in the PM peak hour.

Commonwealth Ave/Lemon St
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Figure 14. Existing Level of Service
April 2023
1 2
3 4
5 6
LEGEND
X AM Peak Hour Level of Service
(X) PM Peak Hour Level of Service
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 28

4. OPERATIONAL ANALYSIS – OPENING YEAR (2026) CONDITIONS

4.1. OPENING YEAR CONDITIONS WITHOUT PROJECT

The same analysis approach used for existing conditions was used to evaluate opening year conditions. Appendix E includes the Synchro reports for opening year conditions.

Figure 15 shows the resulting LOS for the existing study intersections under cumulative conditions without the Project. As seen in the figure, all intersections are expected to operate at an acceptable LOS in both peak hours , except that the worst minor street movement at the intersection of Santa Fe Avenue and Lemon Street operates at LOS F in both peak hours.

4.2. OPENING YEAR CONDITIONS WITH PROJECT

The same analysis approach used for previous scenarios was used to evaluate cumulative conditions plus the Project. The Synchro reports are also included in Appendix E.

Figure 16 shows the resulting LOS for existing study intersections and two Project driveway intersections for opening year plus Project conditions. As seen in the figure, most existing study intersections and both Project driveway intersections are expected to operate at an acceptable LOS in both peak hours with the Project. The worst minor street movement at the intersection of Santa Fe Avenue and Lemon Street is expected to operate at LOS F in both peak hours, which matches conditions without the project.

Commonwealth Ave/Lemon St
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Figure 15. Opening Year Without Project Level of Service April 2023
1 2
3 4
5 6
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
LEGEND
X AM Peak Hour Level of Service
(X) PM Peak Hour Level of Service
Vehicle Movement
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/East Driveway
Santa Fe Ave/Pomona Ave
Santa Fe Ave/Lemon St
Commonwealth Ave/Lemon St
Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/West Driveway
Commonwealth Ave/Pomona Ave
Figure 16. Opening Year With Project Level of Service
April 2023
1 2
3 4
5 6
LEGEND
X AM Peak Hour Level of Service
(X) PM Peak Hour Level of Service
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 31

4.3. PROJECT EFFECT EVALUATION

Table 4 shows the LOS for cumulative and cumulative plus Project conditions as well as the change in delay for the six existing study intersections. Recall that a transportation effect occurs if the project results in degradation of overall intersection operation s from acceptable to unacceptable operations. Or the project causes the intersection operating at unacceptable operations to further degrade, specifically, for a signalized intersection the change is:
a. From LOS E to LOS F
b. An increase of at least 4 seconds for an LOS E intersection, or c. An increase of at least 2 seconds for an LOS F intersection.

As shown in the table, all signalized intersections and the intersection of Santa Fe Avenue and Pomona Avenue are expected to operate at an acceptable LOS with and without the Project. Therefore, no significant deficiencies are expected to occur at the mentioned intersections. The delay at the intersection of Santa Fe Avenue and Lemon Street will worsen with the implementation of the Project. The peak hour s ignal warr ant was evaluated for the intersection of Santa Fe Avenue and Lemon Street and is discussed in Section 7.

Table 4. Opening Year Conditions Analysis

Delay
(sec/veh)** LOS Delay
(sec/veh)** LOS
AM 31.7 C 32.0 C 0.3 No
PM 32.0 C 33.0 C 1.0 No
AM 29.0 C 28.9 C -0.1 No
PM 29.6 C 29.6 C 0.0 No
AM 38.7 D 40.5 D 1.8 No
PM 44.7 D 44.8 D 0.1 No
AM 23.7 C 23.7 C 0.0 No
PM 23.3 C 23.6 C 0.3 No
AM 8.2 A 8.4 A 0.2 No
PM 8.2 A 8.5 A 0.3 No
AM 70.4 F 76.7 F 6.3 Yes
PM 52.4 F 62.3 F 9.9 Yes
*S = signalized, U = unsignalized
**Delay for the worst movement at unsignalized intersections Santa Fe
Ave/Harbor Blvd D S
5 Commonwealth
Ave/Lemon St D S
4 2 Commonwealth
Ave/Pomona Ave D S
3 U6 Santa Fe
Ave/Lemon St D
Change
in
Delay
Effect on
Transp.?
1 Commonwealth
Ave/Harbor Blvd D S
Intersection Min.

LOS
Peak
Period
Control
Type*
Plus ProjectWithout Project
Santa Fe
Ave/Pomona Ave D U

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 32

5. OPERATIONAL ANALYSIS – HORIZON YEAR CONDITIONS

5.1. HORIZON YEAR CONDITIONS WITHOUT PROJECT

The same analysis approach used for existing conditions was used to evaluate opening year conditions. Appendix F includes the Synchro reports for horizon year conditions.

Figure 17 shows the resulting LOS for the existing study intersections under cumulative conditions without the Project. As seen in the figure, all intersections are expected to operate at an acceptable LOS in both peak hours with the exception of the worst minor street movement at the intersection of Santa Fe Avenue and Lemon Street , which is expected to operate at LOS F in both peak hours.

5.2. HORIZON YEAR CONDITIONS WITH PROJECT

The same analysis approach used for previous scenarios was used to evaluate cumulative conditions plus the Project. The Synchro reports are also included in Appendix F.

Figure 18 shows the resulting LOS for existing study intersections and two Project driveway intersections for cumulative plus Project conditions. As seen in the figure, except for the intersection of Santa Fe Avenue and Lemon Street, all existing study intersections and both Project driveway intersections are expected to operate at an acceptable LOS in both peak hours with the Project. The worst minor street movement at the intersection of Santa Fe Avenue and Lemon Street is expected to operate at LOS F in both peak hours as it will without the project.

Commonwealth Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Commonwealth Ave/Harbor Blvd
Santa Fe Ave/Lemon St
Commonwealth Ave/Pomona Ave
Figure 17. Horizon Year Without Project Level of Service April 2023
1 2
3 4
5 6
LEGEND
X AM Peak Hour Level of Service
(X) PM Peak Hour Level of Service
Vehicle Movement
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
Parkwest Project
Traffic Study and Level of Service Analysis
Santa Fe Ave/Pomona Ave
Santa Fe Ave/Lemon St
Santa Fe Ave/East Driveway
Commonwealth Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Pomona Ave
Santa Fe Ave/West Driveway
Figure 18. Horizon Year With Project Level of Service
April 2023
1 2
3 4
5 6
LEGEND
X AM Peak Hour Level of Service
(X) PM Peak Hour Level of Service
Vehicle Movement
8 7
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 6
Lemon St
Harbor Blvd
Pomona Ave
5 7
8 West Drwy
East Drwy
N
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 35

5.3. PROJECT EFFECT EVALUATION

Table 5 shows the LOS for cumulative and cumulative plus Project conditions as well as the change in delay for the six existing study intersections. As shown in the table, same as the opening year conditions, all signalized intersections and the intersection of Santa Fe Avenue and Pomona Avenue are expected to operate at an acceptable LOS with and without the Project. Therefore, no improvements are needed at those locations. The delay at the intersection of San ta Fe Avenue and Lemon Street will worsen with the implementation of the Project. The peak hour s ignal warrant was evaluated for the intersection of Santa Fe Avenue and Lemon Street and is discussed in Section 7.

Table 5. Horizon Year Conditions Analysis

Delay
(sec/veh)** LOS Delay
(sec/veh)** LOS
AM 34.9 C 35.3 D 0.4 No
PM 35.8 D 37.7 D 1.9 No
AM 25.9 C 25.9 C 0.0 No
PM 24.7 C 24.7 C 0.0 No
AM 39.4 D 39.4 D 0.0 No
PM 38.7 D 39.6 D 0.9 No
AM 22.8 C 23.2 C 0.4 No
PM 25.5 D 23.9 C -1.6 No
AM 8.2 A 8.4 A 0.2 No
PM 8.3 A 8.5 A 0.2 No
AM 93.0 F 104.0 F 11.0 Yes
PM 66.9 F 88.0 F 21.1 Yes
*S = signalized, U = unsignalized
**Delay for the worst movement at unsignalized intersections S
5 Santa Fe
Ave/Pomona Ave D U
4 Santa Fe
Ave/Harbor Blvd
1 Commonwealth
Ave/Harbor Blvd D S
Intersection Min.

LOS
Peak
Period
Control
Type*
Change
in Delay
Effect on
Transp.?
Plus ProjectWithout Project
2 Commonwealth
Ave/Pomona Ave D S
6 Santa Fe
Ave/Lemon St D U
3 Commonwealth
Ave/Lemon St D S
D

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 36

6. TURN LANE QUEUEING ANALYSIS

Figures 19 and 20 show the queue lengths for the opening year and horizon year with the Project, respectively. Note that only one queue length is shown; the longer queue from either the AM or the PM peak hour was selected . The figures also include the existing turn lane storage lengths. As shown in the figures, most of queues are expected to be fully contained within the existing storage lengths. The westbound right turn queue at the intersection of Commonwealth Avenue and Harbor Boulevard and the westbound left turn queue at the intersection of Commonwealth Avenue and Lemon Street in both the opening year and the horizon year are expected to slightly exceed the available storage. However, each will be able to be served within the existing taper and are not expected to interfere with through traffic. Therefore, no turn lane improvements are needed.

Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Lemon St
Santa Fe Ave/Harbor Blvd
Santa Fe Ave/Pomona Ave
Figure 19. Opening Year With Project Queues and Turn
Lane Storage
April 2023
1 2
Commonwealth Ave/Pomona Ave
6 Santa Fe Ave/Lemon St
3 4
5 LEGEND
Existing Travel Lanes
De-facto Right-turn Lanes
XXX' 95th Percentile Queue Length
[XXX'] Turn Lane Storage Length
* Trap Lane
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
219'
[295']
51'
[100']
193'
[255']
57'
[50']
42'
[115']
79'
[120']
37'
[135']
97'
[235']
39'
[250']
32'
[90']
26'
[40']
57'
[115']
21'
[110']
124'
[110']
85'
[100']
109'
[150']
52'
[110']
131'
[250']
7'
[80']
15'
[140']
8'
[50']
0'
[65']
15'
[70']
5'
[50']
8'
[120']
0'
[80']
[*]
[*]
Parkwest Project
Traffic Study and Level of Service Analysis
LEGEND
Existing Travel Lanes
De-facto Right-turn Lanes
XXX' 95th Percentile Queue Length
[XXX'] Turn Lane Storage Length
* Trap Lane
Commonwealth Ave/Harbor Blvd
Commonwealth Ave/Lemon St
Figure 20. Horizon Year With Project Queues and Turn
Lane Storage
April 2023
1 2
Commonwealth Ave/Pomona Ave
6 Santa Fe Ave/Lemon St
3 4
Santa Fe Ave/Harbor Blvd
5 Santa Fe Ave/Pomona Ave
N
1 2
3 Commonwealth Ave
Santa Fe Ave
4 5
6 Lemon St
Harbor Blvd
Pomona Ave
257'
[295']
57'
[100']
155'
[255']
51'
[50']
45'
[115']
91'
[120']
43'
[135']
97'
[235']
42'
[250']
35'
[90']
28'
[40']
53'
[115']
17'
[110']
125'
[110']
76'
[100']
120'
[150']
26'
[110']
113'
[250']
9'
[80']
15'
[140']
8'
[50']
0'
[65']
16'
[70']
6'
[50']
8'
[120']
0'
[80']
[*]
[*]
Parkwest Project
Traffic Study and Level of Service Analysis

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 39

7. TRAFFIC SIGNAL ANALYSIS

7.1. TRAFFIC SIGNAL WARRANT

Per the scope, the peak hour traffic signal warrant in the California Manual on Uniform Traffic Control Devices (CA MUTCD), 2014 Edition5. was evaluated for the intersection of Santa Fe Avenue and Lemon Street because of the increase in delay discussed in Sections 4 and 5. This warrant is intended for use at a location where traffic conditions for a minimum of one hour on an average day result in excessive delay f or vehicles on the minor street and can be satisfied if either Condition A or B is met. Per the City, the 85th percentile speed on Lemon Street exceeds 40 MPH, therefore, the 70% factor of the peak hour warrant was used.
• Condition A is met if all three of the following are true (70% factor):
o The total stopped time delay for traffic on one minor-street approach equals or exceeds four vehicle-hours for a one lane approach or five vehicle-hours for a two-lane approach.
o The volume on the same minor street appro ach equals or exceeds 75 veh/hr for one moving lane of traffic or 100 veh/hr for two moving lanes. o The total entering volume during the hour equals or exceeds 650 veh/hr for an intersection with three approaches or 800 veh/hr for an intersection with four or more approaches.
• Condition B is met if the plotted point falls above the applicable line in Figure 21 (Figure 4C-4 in the CA MUTCD).

Figure 21 shows the evaluation of Condition B at the intersection of Santa Fe Avenue and Lemon Street in the opening year and horizon year with the Project. As shown in the figure, the plotted points for the PM peak hour fall above the highlighted line. Therefore, the traffic signal warrant will be met for the intersection of Santa Fe Avenue and Lemon Street in the PM peak hour in the opening year and horizon year.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 40 Figure 21. Horizon Year With Project Traffic Signal Warrant

Additionally, a signal would permit buses to safely access the new layover area and transit improvements being constructed as part of the Project along the north and south sides of Santa Fe Avenue. A new signal would improve transit access to the area by redirecting existing transit service to Santa Fe Avenue as a route to access the Fullerton Transit Center. This shift in route would effectively reduce the number of turns required and would reduce transit delays that result from the current use of Commonwealth Avenue and Pomona Avenue for access.

7.2. PROTECTED LEFT TURN PHASE ASSESSMENT

The need for protected left turn phases for westbound and northbound left turn movements at the intersection of Pomona Avenue and Commonwealth Avenue were evaluated based on the guidance in the CA MUTCD per the Project scope. Per the guidance, protected left turn phases should be considered if the left turn volume is more than two vehicles per approach per cycle for a peak hour for pretimed signal or a background -cycle-controlled actuated signal or if there are 50 or more left turning vehicles per hour in one direction with the product of the tu rning and conflicting through traffic during the peak hour of 100,000 or more for a traffic-actuated signal.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 41 In the opening year with the Project, there will be 5 5 westbound left turning vehicles and 594 eastbound through vehicles per hour in the PM peak hour, the product of the turning and conflicting through traffic is less than 100,000. Northbound left turning volumes are less than 50 vehicles in both peak hours.

In the horizon year with the Project, there will be 5 8 westbound left turning vehicles and 630 eastbound through vehicles per hour in the peak hour, the product of the turning and conflicting through traffic is less than 100,000. Northbound left turning volumes are less than 50 vehicles in both peak hours. Therefore, protected left turn phases are not needed for westbound or northbound movements at the intersection of Pomona Avenue and Commonwealth Avenue.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 42

8. CEQA ANALYSIS

8.1. VEHICLE MILES TRAVELED

Per the City’s TAPP, projects located within a Transit Priority Area (TPA) with a Floor Area Ratio (FAR) of more than 0.75 and do not include more parking than what is required by code may be presumed to have a less than significant impact absent substantial evidence to the contrary.

The Project site is within one-half mile of the Fullerton Station (Metrolink/Amtrak) and the Fullerton Transit Center (OC Bus). In addition, per the screening provided by the City, the Project has an FAR over 0.75 and does not have more parking than what is required.

Therefore, no further study is required and it is assumed the Project has no VMT impact and no mitigation is required. The screening is included in Appendix G.

8.2. ACTIVE TRANSPORTATION AND PUBLIC TRANSIT ANALYSIS

As shown in the site plan in Figure 2, the Project includes the construction of a new accessible sidewalk/crosswalk that connects the Fullerton Transit Center (OC Bus) to the Fullerton Station (Metrolink/Amtrak) . A new bus stop is expected to be constructed on Santa Fe Avenue immediately west of Pom ona Avenue, replacing the existing bus stop east of Pomona Avenue along the northern boundary of the Project site. Per the City, to accommodate the displacement, a new bus layover zone will be provided with the Project on the north side of Santa Fe Avenue across from the project. Finally, a new sidewalk/crosswalk/pathway will be constructed to connect the existing Fullerton Transit Center to the Fullerton Station, providing a new accessible path between the Santa Fe Avenue/Pomona Avenue intersection and the Fullerton Station. Therefore, pedestrian and transit modes will be improved with the project. There are not expected to be any significant impacts to the existing bicycle facilities.

Additionally, the installation of a traffic signal at the intersection of Santa Fe Avenue and Lemon Street would enable buses to be rerouted, mitigating transit delays that result from the current use of Commonwealth Avenue and Pomona Avenue.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 43

9. IMPROVEMENT MEASURES

As discussed previously, the delay at the intersection of Santa Fe Avenue and Lemon Street will worsen with the construction of the Project in both opening year and horizon year. Per the City’s TAPP, the operation needs to be improved to acceptable conditions .

As mentioned in Section 7, the traffic signal is expected to be warranted by PM peak hour traffic volumes in both study years.

Table 6 shows the traffic conditions without the Project and with the Project plus the improvement measure, which is the installation of traffic signal at the intersection of Santa Fe Avenue and Lemon Street. The Synchro reports are included in Appendix H. As shown in the table, the overall LOS of the intersection of Santa Fe Avenue and Lemon Street is expected to increase to acceptable conditions.

Table 6. Traffic Conditions With Project and Improvement

Delay
(sec/veh)* LOS Delay
(sec/veh) LOS
AM 70.4 F 3.8 A -66.6 No
PM 52.4 F 3.9 A -48.5 No
AM 93.0 F 3.9 A -89.1 No
PM 66.9 F 3.9 A -63.0 No
*Delay for the worst movement at unsignalized intersections Plus Project &
Improvement Change
in Delay
Effect on
Transp.?
Opening Year
Horizon Year
Analysis Year Min. LOS Peak
Period
Without Project
D
D

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 44

10. CONCLUSION

This TIS provides an evaluation of the potential tra nsportation effects of the Parkwest Project, a proposed 6-story building that includes 140 multi-family residential units, a 124- room hotel and 3,570 square feet of retail. The Project is expected to generate 98 total net external trips in the AM peak hour , 115 net external trips in the PM peak hour , and 1,464 net external daily trips.

The operational analyses for existing (2022), opening year (2026) and horizon year (2030) conditions show that the existing signalized study intersections are expected to operate at an acceptable LOS in both peak hours with or without the Project. The worst minor street (i.e., stop-controlled) movement at the existing unsignalized intersection of Santa Fe Avenue and Pomona Avenue is expected to operate at an acceptable LOS in both peak hours with or without the Project, as are both unsignalized Project driveway intersections.

However, he worst minor street ( i.e., stop-controlled) movement at the unsignalized intersection of Santa Fe Avenue and Lemon Street is expected to operate at an unacceptable LOS in both peak hours with or without the Project. The increased delays with the project will require improvements in the form of a new traffic signal at the intersection. Peak hour volumes are expected to meet warrants for the signal in the opening year, and the construction of the signal will improve the LOS to an acceptable level.

Most of queues are expected to be fully contained within the existing storage lengths. The westbound right turn queue at the intersection of Commonwealth Avenue and Harbor Boulevard and the westbound left turn queue at the intersection of Commonwealth Avenue and Lemon Street in both the opening year and the horizon year are expected to exceed the existing storage. However, each is expected to be contained within the existing taper and are not expected to interfere with through traffic.

Protected left turn phases are not warranted for westbound and northbound movements at the intersection of Commonwealth Avenue and Pomona Avenue. However, the left turn movements are expected to operate at LOS D in both peak hours through the horizon year with or without the project.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 45 The Project will be located within one-half mile of the Fullerton Transit Center (OC Bus) and the Fullerton Station (Metrolink/Amtrak), will have an FAR greater than 0.75, and will not have more parking than what is required by the City. Therefore, t he Project is presumed to have a less than significant impact related to VMT and no further study or mitigation is required.

The Project includes the replacement of bus stops and reconfiguration of the Fullerton Transit Center and the Fullerton Station, which is expected to improve the transportation modes. Specifically, the project will add a new bus stop on the south side of Santa Fe Avenue west of Pomona Avenue to replace t he existing stop along the frontage of the project (east of Pomona Avenue) and will add a new bus layover area on the north side of Santa Fe Avenue across from the Project site. With the construction of the new bus stop/layover areas, transit access will be improved. In addition, the construction of a new sidewalk/crosswalk/pathway connecting the existing Fullerton Transit Center and the Fullerton Station will add a new accessible connection between the Pomona Avenue/Santa Fe Avenue intersection to the Fullerton Station. Therefore, pedestrian and transit modes will be improved with the project. There are not expected to be any impacts to the existing bicycle facilities with the Project.

April 2023 Traffic Study and Level of Service Analysis for the Parkwest Project Page 46

11. REFERENCES

1 Transportation Assessment Policies and Procedures. City of Fullerton, June, 2020. 2 The Fullerton Plan, 2030. City of Fullerton, adopted May, 2012. 3 Orange County Transportation Authority 2022 Long-Range Transportation Plan, OCTA, https://storymaps.arcgis.com/stories/e5a77c6886ac4649ab3bd5e4b4091599, accessed March 2023.
4 Trip Generation Manual, 11th Edition. Institute of Transportation Engineers (ITE), 2021. 5 California Manual on Uniform Traffic Control Devices (CA MUTCD). Caltrans, March, 2021.

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix A
Approved TIS Scope

Transportation Assessment
Psomas will prepare a Traffic Impact Analysis (TIA) for the Parkwest project, which will include construction of 6-story building with 140 multi-fam ily residential units, a 124-room hotel, 3,570 square feet of retail, and parking. Assuming intern al capture of all retail trips on-site (per City guidance) and a 10% transit and walking reduction d ue to the location of the project, Table 1 shows the estimated new trips expected to be generated with the project. The detailed estimated trip generation for the project are included as an attachment to this scope. All of the trip generation rates are taken from the ITE Trip Generation manual , 11 th Edition. Figure 1 on the next page
shows the distribution of project trips.

Table 1. Estimated Trip Generation – New Trips

The TIA will include analysis of the following eigh t intersections for existing conditions (where applicable), opening year (2026) without project conditions, opening year with project conditions, general plan (2030) development conditions, and gen eral plan development with project conditions.

• Commonwealth Avenue at Harbor Boulevard (existing, signalized) • Commonwealth Avenue at Pomona Avenue (existing, si gnalized) • Commonwealth Avenue at Lemon Street (existing, sig nalized) • Santa Fe Avenue at Harbor Boulevard (existing, sig nalized) • Santa Fe Avenue at Pomona Avenue (existing, unsign alized) • Santa Fe Avenue at Lemon Street (existing, unsigna lized) • Santa Fe Avenue at West Project Driveway (new, uns ignalized) • Santa Fe Avenue at East Project Driveway (new, uns ignalized)

Based on the project location and anticipated trip generation and distribution, it is not expected that analysis of Caltrans or OCTA (CMP) facilities will be required.

Period
AM Peak
PM Peak
Daily
TOTAL
Trips Trips In Trips Out
1,464 732 732
98 40 58
115 64 51
Commonwealth Ave
Santa Fe Ave
Lemon St
Harbor Blvd
Pomona Ave
20%
25%
15%
30%
15%
40%
20%
20%
15%
5%
10%
5%
15%
N
15%
15%
15%
20%
35%
25%
15%
10%
10%
5%
15%
0%
20%
20%
15%
0%
35%
20%
20%
10%
5%
20%
15%
20%
25%
40%
Figure 1. Trip Distribution
Parkwest
Project
15%
20%
25%
20%
30%
10%
10%
5%
5%
Traffic volume data will be collected for six exist ing intersections by National Data & Surveying Services (NDS) for Psomas from 7:00 AM to 9:00 AM a nd from 4:00 PM to 6:00 PM. A PCE adjustment to the underlying traffic volumes will be included to account for the high percentage of transit bus trips at the intersections due to the presence of the FTC and the Fullerton Station. The number of transit trips through the intersections will be estimated based on existing transit service routes/schedules.

Analysis will be completed using the Highway Capaci ty Manual Level of Service (LOS) methodology via Synchro consistent with the TAPP. This TIA will also include an assessment of turn lane queueing for all exclusive turn lanes at the signalized intersections and the unsignalized intersection of Santa Fe Avenue and Lemon Street. T he peak hour traffic signal warrant will be evaluated for the intersection of Santa Fe Avenue and Lemon Street. An assessment of protected left turns for westbound and northbound left turn m ovements (using PCEs to account for bus volumes) at the intersection of Pomona Avenue and C ommonwealth Avenue will be included based on the CAMUTCD guidance.

Opening year and general plan development without p roject traffic volumes will be estimated using a minimum of 0.5% per year growth rate, to be confirmed using OCTAM projections. The City will provide information for 18 related projects which will be combined with the ambient growth rate to calculate cumulative volumes in the opening year of the project.

A discussion of VMT will be provided, including doc umentation from the City which shows that the project was screened out from requiring a detailed VMT analysis. Existing and future bicycle and pedestrian access and circulation will also be discussed.

Psomas will provide one draft and one final traffic study, and the final study will be stamped by a registered engineer.

Estimated Trip Generation – Project
Units 140
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.37 52 23% 77% 12 40
PM Peak 0.39 55 61% 39% 34 21
Daily 4.54 636 50% 50% 318 318
Rooms 124
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.46 57 56% 44% 32 25
PM Peak 0.59 73 51% 49% 37 36
Daily 7.99 991 50% 50% 495 496
1,000 SF 3.57
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.36 8 60% 40% 5 3
PM Peak 6.59 24 50% 50% 12 12
Daily 54.45 194 50% 50% 97 97
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
Period
AM Peak
PM Peak
Daily
TOTAL
Trips Trips In Trips Out
1,464 732 732
98 40 58
115 64 51
LU 221 - Multifamily Housing (Mid-Rise)
Subtotal - Before Reductions
911
69 68 49
83 910
1,821
152
117
Trips Trips Out Trips In
LU 310 - Hotel
LU 822 - Strip Retail Plaza (<40k)
Internal Capture (per City)
97 12
35 12
97 194
24 8
Trips Trips In Trips Out
10% Transit and Walking Reduction
Trips Trips In Trips Out
11 4 7
13 7 6
163 81 82

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix B
Traffic Volume Data

National Data & Surveying ServicesIntersection Turning Movement Count Location: N/S Harbor Blvd & W/E Commonwealth Ave
City: Fullerton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 1 0 1 2 0 0 1 2 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 15 153 21 0 8 261 9 0 23 78 19 0 27 57 7 0 678
7:15 AM 10 165 31 0 15 282 14 0 28 130 16 0 27 52 8 0 778 7:30 AM 13 176 27 0 15 288 16 0 43 134 18 0 35 94 6 0 865 7:45 AM 12 215 30 0 14 279 11 0 60 188 25 0 20 120 9 0 983 8:00 AM 11 170 39 0 15 245 20 0 56 212 25 0 36 125 7 0 961 8:15 AM 11 215 41 0 11 180 10 0 68 178 26 0 34 110 8 0 892 8:30 AM 10 172 30 0 7 205 17 0 40 115 26 0 38 109 12 0 781 8:45 AM 24 211 22 0 10 208 20 0 40 103 15 0 23 78 7 0 761

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 106 1477 241 0 95 1948 117 0 358 1138 170 0 240 745 64 0 6699 APPROACH %'s : 5.81% 80.98% 13.21% 0.00% 4.40% 90.19% 5.42% 0.00% 21.49% 68.31% 10.20% 0.00% 22.88% 71.02% 6.10% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 47 776 137 0 55 992 57 0 227 712 94 0 125 449 30 0 3701 PEAK HR FACTOR : 0.904 0.902 0.835 0.000 0.917 0.861 0.713 0.000 0.835 0.840 0.904 0.000 0.868 0.898 0.833 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 0 0 1 2 1 0 1 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 26 189 25 0 11 220 28 0 43 106 23 0 31 95 17 0 814 4:15 PM 18 225 33 0 14 253 25 0 34 126 25 1 29 125 20 0 928 4:30 PM 24 233 28 0 11 276 22 0 37 91 24 0 31 135 14 0 926 4:45 PM 19 229 30 0 12 270 24 0 35 99 30 0 36 142 15 1 942 5:00 PM 21 226 30 0 12 233 27 0 44 137 35 0 44 161 20 0 990 5:15 PM 21 227 33 0 15 248 29 0 39 113 38 0 35 163 16 0 977 5:30 PM 29 249 35 0 20 232 29 0 38 122 31 0 42 142 24 0 993 5:45 PM 20 219 29 0 22 231 31 0 30 110 36 0 44 143 15 3 933

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 178 1797 243 0 117 1963 215 0 300 904 242 1 292 1106 141 4 7503 APPROACH %'s : 8.03% 81.02% 10.96% 0.00% 5.10% 85.53% 9.37% 0.00% 20.73% 62.47% 16.72% 0.07% 18.92% 71.68% 9.14% 0.26% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 90 931 128 0 59 983 109 0 156 471 134 0 157 608 75 1 3902 PEAK HR FACTOR : 0.776 0.935 0.914 0.000 0.738 0.910 0.940 0.000 0.886 0.859 0.882 0.000 0.892 0.933 0.781 0.250 Data - Totals
N/S Harbor Blvd N/S Harbor Blvd W/E Commonwealth Ave W/E Commonwealth Ave

0.899 0.865 0.881 0.899
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-010014-001
2/8/2023
04:45 PM - 05:45 PM

0.9820.918 0.940 0.881 0.934
07:30 AM - 08:30 AM

0.941
National Data & Surveying ServicesIntersection Turning Movement Count Location: N/S Pomona Ave & E Commonwealth Ave
City: Fullerton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 1 1 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 1 7 0 3 3 13 0 11 85 2 0 11 77 2 0 218
7:15 AM 3 4 8 0 8 3 19 0 29 150 1 0 6 75 7 1 314
7:30 AM 4 3 6 0 8 9 12 0 15 160 6 0 1 114 6 0 344
7:45 AM 1 2 11 0 3 4 10 0 13 211 3 0 4 137 7 1 407
8:00 AM 4 12 7 0 6 3 22 0 30 220 4 0 6 143 9 0 466
8:15 AM 7 22 17 0 18 14 27 0 53 172 7 0 12 113 7 0 469
8:30 AM 0 5 9 0 5 8 27 0 13 149 3 0 5 131 6 0 361
8:45 AM 3 2 9 0 1 3 11 0 11 119 5 0 8 104 6 0 282

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 25 51 74 0 52 47 141 0 175 1266 31 0 53 894 50 2 2861 APPROACH %'s : 16.67% 34.00% 49.33% 0.00% 21.67% 19.58% 58.75% 0.00% 11.89% 86.01% 2.11% 0.00% 5.31% 89.49% 5.01% 0.20% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 12 41 44 0 32 29 86 0 109 752 17 0 27 524 29 1 1703 PEAK HR FACTOR : 0.429 0.466 0.647 0.000 0.444 0.518 0.796 0.000 0.514 0.855 0.607 0.000 0.563 0.916 0.806 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 1 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 9 9 0 6 5 11 0 10 129 7 0 7 147 4 0 344
4:15 PM 9 6 7 1 14 1 15 0 12 150 8 0 9 148 5 1 386
4:30 PM 5 5 10 0 6 6 10 0 6 110 8 0 11 166 12 2 357
4:45 PM 5 7 10 0 9 6 17 0 12 132 7 0 11 195 8 0 419
5:00 PM 2 8 19 0 5 5 28 0 11 151 8 0 11 190 8 0 446
5:15 PM 3 4 5 0 10 3 17 0 16 126 8 1 8 160 13 0 374
5:30 PM 2 6 16 0 8 4 16 0 9 150 7 0 10 201 11 0 440
5:45 PM 8 5 12 0 9 4 14 0 12 127 9 0 10 166 11 0 387

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 50 88 1 67 34 128 0 88 1075 62 1 77 1373 72 3 3153 APPROACH %'s : 19.65% 28.90% 50.87% 0.58% 29.26% 14.85% 55.90% 0.00% 7.18% 87.68% 5.06% 0.08% 5.05% 90.03% 4.72% 0.20% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 12 25 50 0 32 18 78 0 48 559 30 1 40 746 40 0 1679 PEAK HR FACTOR : 0.600 0.781 0.658 0.000 0.800 0.750 0.696 0.000 0.750 0.925 0.938 0.250 0.909 0.928 0.769 0.000 Data - Totals
N/S Pomona Ave N/S Pomona Ave E Commonwealth Ave E Commonwealth Ave

0.527 0.623 0.864 0.919
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-010014-002
2/8/2023
04:45 PM - 05:45 PM

0.9410.750 0.842 0.938 0.930
07:45 AM - 08:45 AM

0.908
National Data & Surveying ServicesIntersection Turning Movement Count Location: Lemon St & E Commonwealth Ave
City: Fullerton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 1 0 1 2 0 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 20 114 19 0 4 70 7 0 14 88 13 0 18 67 8 0 442
7:15 AM 15 96 28 0 18 123 16 0 15 116 24 0 32 61 13 0 557 7:30 AM 14 125 47 0 15 150 11 0 12 135 14 0 36 95 10 0 664 7:45 AM 26 158 50 0 24 155 8 0 26 173 22 0 51 112 18 0 823 8:00 AM 25 162 56 0 16 165 24 0 26 176 25 0 38 108 17 0 838 8:15 AM 11 197 39 0 22 139 20 0 35 160 25 0 42 102 30 0 822 8:30 AM 19 122 32 0 19 156 20 0 18 110 31 0 50 112 21 0 710 8:45 AM 25 127 31 0 16 137 15 0 18 94 18 0 38 81 13 0 613

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 155 1101 302 0 134 1095 121 0 164 1052 172 0 305 738 130 0 5469 APPROACH %'s : 9.95% 70.67% 19.38% 0.00% 9.93% 81.11% 8.96% 0.00% 11.82% 75.79% 12.39% 0.00% 26.00% 62.92% 11.08% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 81 639 177 0 81 615 72 0 105 619 103 0 181 434 86 0 3193 PEAK HR FACTOR : 0.779 0.811 0.790 0.000 0.844 0.932 0.750 0.000 0.750 0.879 0.831 0.000 0.887 0.969 0.717 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 0 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 25 160 52 0 19 170 12 0 16 103 19 0 59 129 19 0 783 4:15 PM 21 125 39 0 14 142 13 0 9 134 32 0 59 137 13 0 738 4:30 PM 20 164 49 0 12 151 11 0 10 107 20 0 68 164 16 0 792 4:45 PM 30 138 47 0 17 150 18 0 18 99 28 0 71 159 17 0 792 5:00 PM 22 197 50 0 15 146 21 0 24 120 30 0 55 160 26 0 866 5:15 PM 28 167 43 0 15 185 17 0 14 115 21 0 61 139 21 0 826 5:30 PM 29 167 42 0 15 150 18 0 19 121 23 0 85 173 29 0 871 5:45 PM 25 145 43 0 11 153 7 0 17 105 22 0 56 159 25 0 768

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 200 1263 365 0 118 1247 117 0 127 904 195 0 514 1220 166 0 6436 APPROACH %'s : 10.94% 69.09% 19.97% 0.00% 7.96% 84.14% 7.89% 0.00% 10.36% 73.74% 15.91% 0.00% 27.05% 64.21% 8.74% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 109 669 182 0 62 631 74 0 75 455 102 0 272 631 93 0 3355 PEAK HR FACTOR : 0.908 0.849 0.910 0.000 0.912 0.853 0.881 0.000 0.781 0.940 0.850 0.000 0.800 0.912 0.802 0.000 Data - Totals
Lemon St Lemon St E Commonwealth Ave E Commonwealth Ave

0.908 0.937 0.911 0.958
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-010014-003
2/8/2023
04:45 PM - 05:45 PM

0.9630.892 0.884 0.908 0.868
07:45 AM - 08:45 AM

0.953
National Data & Surveying ServicesIntersection Turning Movement Count Location: S Harbor Blvd & W/E Santa Fe Ave
City: Fullerton Project ID:

Control: Signalized Date:

NS/EW Streets:
1 2 1 0 1 2 1 0 0.5 0.5 1 0 0.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 177 10 0 7 282 11 0 1 1 12 0 3 0 4 0 514
7:15 AM 7 208 6 0 3 325 4 0 3 4 4 0 4 0 0 0 568
7:30 AM 7 208 8 0 3 333 5 0 3 4 9 0 2 1 0 0 583
7:45 AM 4 263 7 0 1 316 3 0 1 4 11 0 5 1 1 0 617
8:00 AM 7 219 12 0 3 291 13 0 2 10 5 0 8 4 2 0 576
8:15 AM 5 253 20 0 8 232 3 0 2 9 16 0 13 2 1 0 564
8:30 AM 8 205 11 1 3 261 2 0 6 5 12 0 10 2 3 0 529
8:45 AM 11 252 5 1 1 245 3 0 2 1 6 0 2 1 1 0 531

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 55 1785 79 2 29 2285 44 0 20 38 75 0 47 11 12 0 4482 APPROACH %'s : 2.86% 92.92% 4.11% 0.10% 1.23% 96.90% 1.87% 0.00% 15.04% 28.57% 56.39% 0.00% 67.14% 15.71% 17.14% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 25 898 33 0 10 1265 25 0 9 22 29 0 19 6 3 0 2344 PEAK HR FACTOR : 0.893 0.854 0.688 0.000 0.833 0.950 0.481 0.000 0.750 0.550 0.659 0.000 0.594 0.375 0.375 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 1 0 1 2 1 0 0.5 0.5 1 0 0.5 0.5 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 9 244 9 0 9 260 8 0 7 3 7 0 14 4 4 0 578
4:15 PM 11 247 5 1 4 288 11 0 6 1 10 0 7 2 8 0 601
4:30 PM 9 272 12 0 4 322 9 0 8 4 9 0 9 5 5 0 668
4:45 PM 15 268 13 0 6 316 12 0 6 6 9 0 7 3 4 0 665
5:00 PM 12 279 13 0 8 293 13 0 7 6 12 0 8 3 5 0 659
5:15 PM 5 269 12 0 10 295 16 0 3 0 14 0 12 5 10 0 651
5:30 PM 10 279 8 0 10 283 12 0 13 3 12 0 10 3 6 0 649
5:45 PM 11 254 22 0 22 257 25 0 7 6 11 0 16 5 11 0 647

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 82 2112 94 1 73 2314 106 0 57 29 84 0 83 30 53 0 5118 APPROACH %'s : 3.58% 92.27% 4.11% 0.04% 2.93% 92.82% 4.25% 0.00% 33.53% 17.06% 49.41% 0.00% 50.00% 18.07% 31.93% 0.00% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 41 1088 50 0 28 1226 50 0 24 16 44 0 36 16 24 0 2643 PEAK HR FACTOR : 0.683 0.975 0.962 0.000 0.700 0.952 0.781 0.000 0.750 0.667 0.786 0.000 0.750 0.800 0.600 0.000 Data - Totals
S Harbor Blvd S Harbor Blvd W/E Santa Fe Ave W/E Santa Fe Ave

0.872 0.953 0.882 0.500
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
23-010014-004
2/8/2023
04:30 PM - 05:30 PM

0.9890.970 0.973 0.840 0.704
07:15 AM - 08:15 AM

0.950
National Data & Surveying ServicesIntersection Turning Movement Count Location: S Pomona Ave & E Santa Fe Ave
City: Fullerton Project ID:

Control: 4-Way Stop Date:

NS/EW Streets:

0.5 0.5 1 0 0.5 0.5 1 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 1 0 0 3 6 5 0 8 6 3 0 1 3 5 0 41
7:15 AM 1 1 2 0 2 2 4 0 9 2 4 0 1 2 2 0 32
7:30 AM 1 5 0 0 6 3 5 0 6 2 2 0 1 1 5 0 37
7:45 AM 1 3 0 0 3 1 6 0 7 3 1 0 1 3 2 0 31
8:00 AM 2 1 1 0 1 2 6 0 20 1 0 0 0 3 3 0 40
8:15 AM 2 4 0 0 8 3 20 0 34 5 0 0 1 5 6 0 88
8:30 AM 3 2 0 0 3 3 7 1 6 4 1 0 1 3 4 0 38
8:45 AM 2 0 0 0 3 4 5 0 6 3 0 0 1 2 2 0 28

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 12 17 3 0 29 24 58 1 96 26 11 0 7 22 29 0 335 APPROACH %'s : 37.50% 53.13% 9.38% 0.00% 25.89% 21.43% 51.79% 0.89% 72.18% 19.55% 8.27% 0.00% 12.07% 37.93% 50.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 8 10 1 0 15 9 39 1 67 13 2 0 3 14 15 0 197 PEAK HR FACTOR : 0.667 0.625 0.250 0.000 0.469 0.750 0.488 0.250 0.493 0.650 0.500 0.000 0.750 0.700 0.625 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0.5 0.5 1 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 2 1 0 2 3 13 0 8 3 0 0 2 8 3 0 47
4:15 PM 2 3 3 0 3 2 10 0 10 1 0 0 3 6 4 0 47
4:30 PM 2 2 1 0 5 2 19 0 8 3 0 0 3 9 4 0 58
4:45 PM 2 2 1 0 0 4 19 0 15 4 0 0 2 12 5 0 66
5:00 PM 3 7 2 0 6 1 12 0 12 9 1 0 2 9 5 0 69
5:15 PM 0 2 1 0 5 1 19 0 6 2 0 0 0 13 2 0 51
5:30 PM 0 10 1 0 5 4 14 0 9 7 0 0 0 7 3 0 60
5:45 PM 1 8 1 0 6 1 15 0 13 3 2 0 0 11 4 0 65

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 12 36 11 0 32 18 121 0 81 32 3 0 12 75 30 0 463 APPROACH %'s : 20.34% 61.02% 18.64% 0.00% 18.71% 10.53% 70.76% 0.00% 69.83% 27.59% 2.59% 0.00% 10.26% 64.10% 25.64% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 5 21 5 0 16 10 64 0 42 22 1 0 4 41 15 0 246 PEAK HR FACTOR : 0.417 0.525 0.625 0.000 0.667 0.625 0.842 0.000 0.700 0.611 0.250 0.000 0.500 0.788 0.750 0.000 23-010014-005
2/8/2023
04:45 PM - 05:45 PM

0.8910.646 0.900 0.739 0.789
07:45 AM - 08:45 AM

0.560
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.792 0.516 0.526 0.667
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
S Pomona Ave S Pomona Ave E Santa Fe Ave E Santa Fe Ave National Data & Surveying ServicesIntersection Turning Movement Count Location: Lemon St & E Santa Fe Ave
City: Fullerton Project ID:

Control: 2-Way Stop(EB/WB) Date:

NS/EW Streets:
1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 10 155 5 0 2 97 4 0 1 0 7 0 3 2 1 0 287
7:15 AM 6 136 5 0 0 168 7 0 0 0 8 0 3 0 1 0 334
7:30 AM 7 186 8 0 0 197 8 0 0 1 8 0 5 0 2 0 422
7:45 AM 8 239 15 1 2 221 3 0 0 0 4 0 5 0 3 0 501
8:00 AM 6 229 9 0 4 219 3 0 0 2 3 0 5 1 3 0 484
8:15 AM 6 251 13 0 2 212 5 0 1 0 10 0 2 0 2 0 504
8:30 AM 6 171 6 0 1 235 2 0 0 0 7 0 1 0 3 0 432
8:45 AM 4 186 5 0 1 189 3 1 1 0 8 0 5 0 3 0 406

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 53 1553 66 1 12 1538 35 1 3 3 55 0 29 3 18 0 3370 APPROACH %'s : 3.17% 92.83% 3.95% 0.06% 0.76% 96.97% 2.21% 0.06% 4.92% 4.92% 90.16% 0.00% 58.00% 6.00% 36.00% 0.00% PEAK HR : 07:45 AM 40 0 0 TOTAL
PEAK HR VOL : 26 890 43 1 9 887 13 0 1 2 24 0 13 1 11 0 1921 PEAK HR FACTOR : 0.813 0.886 0.717 0.250 0.563 0.944 0.650 0.000 0.250 0.250 0.600 0.000 0.650 0.250 0.917 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 11 228 10 0 0 248 6 0 2 0 6 0 3 0 3 0 517
4:15 PM 6 188 5 0 2 222 6 0 0 1 8 0 3 0 1 0 442
4:30 PM 9 224 11 0 1 237 7 0 3 1 9 0 6 0 4 0 512
4:45 PM 12 221 4 0 0 244 5 0 1 1 4 0 0 0 3 0 495
5:00 PM 6 261 7 0 2 218 5 0 3 0 18 0 2 0 3 0 525
5:15 PM 11 232 4 0 1 255 6 0 0 0 8 0 3 0 1 0 521
5:30 PM 4 231 7 0 0 261 3 1 2 0 15 0 2 0 1 0 527
5:45 PM 7 220 11 1 1 228 7 0 0 0 8 0 1 0 5 0 489

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 66 1805 59 1 7 1913 45 1 11 3 76 0 20 0 21 0 4028 APPROACH %'s : 3.42% 93.47% 3.06% 0.05% 0.36% 97.30% 2.29% 0.05% 12.22% 3.33% 84.44% 0.00% 48.78% 0.00% 51.22% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 33 945 22 0 3 978 19 1 6 1 45 0 7 0 8 0 2068 PEAK HR FACTOR : 0.688 0.905 0.786 0.000 0.375 0.937 0.792 0.250 0.500 0.250 0.625 0.000 0.583 0.000 0.667 0.000 23-010014-006
2/8/2023
04:45 PM - 05:45 PM

0.9810.912 0.944 0.619 0.750
07:45 AM - 08:45 AM

0.953
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.889 0.955 0.614 0.694
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Lemon St Lemon St E Santa Fe Ave E Santa Fe Ave

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix C
Existing Transit Routes and Schedules

Effective February 12, 2023 | Orange County Transportation Authority

Commonwealth
LEGEND

LEYENDA

MAP NOT TO SCALE
N
Brookhurst 35
Magnolia 33
State College 57
Placentia
Nutwood
123
123
Gilbert
Euclid 37
Pomona
Harbor 43, 543
Lemon 4743
43, 143
Bradford
Kraemer 129
Valencia
Lakeview
Lemon
Imp
erial
WB
EB
Rose 71
Cal State Fullerton
Fullerton College
METRO = Los Angeles Metro
Numbers on streets indicate transfers. Números en la calle indican transbordos.

Scheduled Departure Regular Routing
Route 026/121322

FULLERTON

TRANSPORTATION
CENTER
26, 43, 47, 143, 543

METROLINK / AMTRAK

FULLERTON

PARK-AND-RIDE AREA
25, 26, 30, 33, 35, 83,
529; METRO 460

BUENA PARK

FULLERTON

PLACENTIA

CAL STATE FULLERTON/

HOPE INTERNATIONAL

UNIVERSITY AREA
26, 57, 123
Valley View
Yorba Linda
Orangethorpe
30 Commonwealth
Chapman
123
26 Fullerton to Yorba Linda
via Commonwealth Ave / Yorba Linda Ave
Fullerton
Park-and-Ride
Commonwealth &
Brookhurst
Fullerton Transporta-
tion Center
Nutwood &
Commonwealth
Bradford &
Yorba Linda
Lemon & Lakeview
5:27 5:35 5:44 5:54 6:03 6:18
5:57 6:05 6:14 6:24 6:33 6:48
6:23 6:34 6:46 6:57 7:09 7:24
6:51 7:02
6:53 7:04 7:16 7:29 7:41 7:56
7:23 7:34 7:46 7:59 8:11 8:26
7:50 8:01 8:13 8:26 8:36 8:50
8:21 8:32 8:42 8:53 9:03 9:17
8:52 9:02 9:12 9:23 9:33 9:47
9:22 9:32 9:42 9:53 10:03 10:17
9:51 10:01 10:11 10:23 10:34 10:48
10:21 10:31 10:41 10:53 11:04 11:18
10:52 11:01 11:11 11:23 11:34 11:48
11:22 11:31 11:41 11:53 12:04 12:18
11:51 12:00 12:10 12:22 12:33 12:47
12:19 12:28 12:38 12:50 1:01 1:15
12:45 12:54 1:05 1:18 1:30 1:47
1:12 1:22 1:33 1:46 1:58 2:15
1:42 1:52 2:03 2:16 2:28 2:45
2:12 2:22 2:33 2:46 2:58 3:15
2:40 2:50 3:01 3:14 3:26 3:43
3:08 3:18 3:29 3:42 3:54 4:11
3:39 3:49 4:00 4:12 4:24 4:40
4:09 4:19 4:30 4:42 4:54 5:10
4:39 4:49 5:00 5:12 5:24 5:40
5:09 5:19 5:30 5:42 5:54 6:10
5:39 5:49 6:00 6:12 6:24 6:40
6:09 6:19 6:30 6:42 6:54 7:10
6:40 6:49 7:00 7:12 7:22 7:38
7:10 7:19 7:30 7:42 7:52 8:08
7:42 7:51 8:01 8:12 8:22 8:38
8:12 8:21 8:31 8:42 8:52 9:08
8:42 8:51 9:01 9:12 9:22 9:38
9:12 9:21 9:31 9:42 9:52 10:08
9:59 10:08 10:18 10:29 10:39 10:55
Monday-Friday
EASTBOUND To: Y orba Linda

SERVICE TO / SERVICIO A
Buena Park
- Buena Park High School
Fullerton
- Fullerton Park-and-Ride
- Fullerton College
- Cal State Fullerton
- Fullerton Union High School
- La Vista High School
- Ladera Vista Junior High School
- Troy High School
- Fullerton Transportation Center
(Metrolink/Amtrak)
- Fullerton Civic Center
- Crossroads Shopping Center
Placentia
- Valencia High School
- Kraemer Middle School
- El Dorado High School
Y orba Linda
- Yorba Linda Middle School
- Richard Nixon Library
- Yorba Linda Civic Center
- Bernardo Yorba Middle School
- Placentia-Yorba Linda Unified
School District
- Yorba Linda High School
S
Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023

26 Fullerton to Yorba Linda
via Commonwealth Ave / Yorba Linda Ave
Fullerton
Park-and-Ride
Commonwealth &
Brookhurst
Fullerton Transporta-
tion Center
Nutwood &
Commonwealth
Bradford &
Yorba Linda
Lemon & Lakeview
6:06 6:15 6:25 6:36 6:45 7:00
7:11 7:20 7:30 7:41 7:50 8:05
8:16 8:25 8:35 8:46 8:55 9:10
9:04 9:12 9:21 9:31 9:40 9:54
9:49 9:57 10:06 10:16 10:25 10:39
10:32 10:40 10:50 11:01 11:10 11:24
11:17 11:25 11:35 11:46 11:55 12:09
12:02 12:10 12:20 12:31 12:40 12:54
12:47 12:55 1:05 1:16 1:25 1:39
1:31 1:40 1:50 2:01 2:11 2:27
2:16 2:25 2:35 2:46 2:56 3:12
3:01 3:10 3:20 3:31 3:41 3:57
3:46 3:55 4:05 4:16 4:26 4:42
4:32 4:40 4:50 5:01 5:10 5:25
5:17 5:25 5:35 5:46 5:55 6:10
6:02 6:10 6:20 6:31 6:40 6:55
6:47 6:55 7:05 7:16 7:25 7:40
7:47 7:55 8:05 8:16 8:25 8:40
Lemon & Lakeview
Bradford &
Yorba Linda
Commonwealth &
Nutwood
Fullerton Transporta-
tion Center
Commonwealth &
Brookhurst
Fullerton
Park-and-Ride
6:09 6:25 6:34 6:47 6:55 7:03
7:09 7:25 7:34 7:47 7:55 8:03
7:54 8:10 8:19 8:32 8:40 8:48
8:39 8:55 9:04 9:17 9:25 9:33
9:24 9:40 9:49 10:02 10:10 10:18
10:07 10:24 10:34 10:47 10:56 11:05
10:52 11:09 11:19 11:32 11:41 11:50
11:37 11:54 12:04 12:17 12:26 12:35
12:22 12:39 12:49 1:02 1:11 1:20
1:08 1:24 1:34 1:48 1:57 2:06
1:53 2:09 2:19 2:33 2:42 2:51
2:38 2:54 3:04 3:18 3:27 3:36
3:23 3:39 3:49 4:03 4:12 4:21
4:10 4:25 4:34 4:46 4:54 5:03
4:55 5:10 5:19 5:31 5:39 5:48
5:40 5:55 6:04 6:16 6:24 6:33
6:40 6:55 7:04 7:16 7:24 7:33
7:50 8:05 8:14 8:26 8:34 8:43
Lemon & Lakeview
Bradford &
Yorba Linda
Commonwealth &
Nutwood
Fullerton Transporta-
tion Center
Commonwealth &
Brookhurst
Fullerton
Park-and-Ride
5:13 5:27 5:36 5:48 5:56 6:10
5:43 5:57 6:06 6:18 6:26 6:40
6:13 6:27 6:36 6:48 6:56 7:10
6:40 6:54 7:06 7:18 7:26 7:40
7:11 7:25 7:37 7:49 7:57 8:11
7:36 7:53 8:07 8:21 8:30 8:41
8:06 8:23 8:37 8:51 9:00 9:11
8:41 8:56 9:07 9:19 9:29 9:39
9:10 9:25 9:36 9:48 9:58 10:08
9:39 9:54 10:05 10:17 10:27 10:37
10:08 10:23 10:34 10:46 10:56 11:06
10:37 10:52 11:03 11:15 11:25 11:35
11:06 11:21 11:32 11:44 11:54 12:04
11:35 11:50 12:01 12:13 12:23 12:33
12:04 12:19 12:30 12:42 12:52 1:02
12:34 12:49 1:00 1:12 1:22 1:32
1:04 1:19 1:30 1:42 1:52 2:02
1:32 1:47 1:58 2:10 2:20 2:30
2:00 2:15 2:26 2:38 2:48 2:58
2:25 2:41 2:54 3:08 3:19 3:29
2:55 3:11 3:24 3:38 3:49 3:59
3:25 3:41 3:54 4:08 4:19 4:29
3:53 4:09 4:22 4:36 4:47 4:57
4:21 4:37 4:50 5:04 5:15 5:25
4:50 5:06 5:19 5:33 5:44 5:54
5:23 5:38 5:49 6:01 6:10 6:20
5:53 6:08 6:19 6:31 6:40 6:50
6:23 6:38 6:49 7:01 7:10 7:20
6:53 7:08 7:19 7:31 7:40 7:50
7:26 7:40 7:49 8:01 8:10 8:18
7:56 8:10 8:19 8:31 8:40 8:48
8:26 8:40 8:49 9:01 9:10 9:18
8:56 9:10 9:19 9:31 9:40 9:48
9:26 9:40 9:49 10:01 10:10 10:18
10:18 10:31 10:39 10:50 10:57 11:06
Saturday, Sunday & Holiday
EASTBOUND To: Y orba Linda
Saturday, Sunday & Holiday
WESTBOUND To: Fullerton
Monday-Friday
WESTBOUND To: Fullerton
Effective February 12, 2023 | Orange County Transportation Authority Numbers on streets indicate transfers. Números en la calle indican transbordos.

Scheduled Departure Regular RoutingLEGEND

LEYENDA
METRO = Los Angeles Metro | RTA = Riverside Transit Agency MAP NOT TO SCALE N
Harbor
Disneyland 83; L.A. METRO 460; RTA 200, ART
Anaheim
Convention
Center

ANAHEIM
GARDEN
GROVE

FOUNTAIN
VALLEY
COSTA
MESA

SANTA ANA
Commonwealth 26
Chapman 123
Orangethorpe 30
Santa Fe
La Palma 38
Lincoln 42
Ball 46, 83, ART
East Shuttle Area
Katella 50, 83; RTA 200, ART
Chapman 54, ART
Garden Grove 56
Woodbury
Westminster 60, 560
First 64
McFadden 66
Edinger 70
Warner 72
MacArthur 76
Adams 178
Wilson 47 47, 55
Bernard
Early AM / Late PM
Southbound
Northbound
stop only19th 35, 55
18th
Sun/f_lower
Pomona
Lemon

FULLERTON
Kaiser Permanente
Harbor Learning Center
North Court
Fullerton College

FULLERTON

TRANSPORTATION
CENTER
26, 43, 47, 143, 543
Metrolink/Amtrak

TRIANGLE SQUARE
35, 43, 55, 71
W. Valley View
Berkeley
Brea
143
Harbor 143
OCTA Lost and Found
Southbound
stop only
Newport
71 Route 043/010423
NB
NB
Monday-Friday
NORTHBOUND To: Fullerton
43 Fullerton to Costa Mesa
via Harbor Blvd

S = Operates on days Los Amigos High School is in session/ Opera los días que Los Amigos High School está en sesión. 19th & Newport Harbor & Bernard
Harbor & Adams
Harbor & MacArthur
Harbor &
Westminster
Harbor & Katella
Harbor & Lincoln
Harbor &
Orangethorpe
Fullerton Transporta-
tion Center
Berkely &
West Valley View
4:02 4:03 4:12 4:17 4:29 4:42 4:50 4:57 5:00 5:07
4:26 4:27 4:36 4:41 4:53 5:06 5:14 5:21 5:24 5:31
4:47 4:56 5:01 5:13 5:26 5:34 5:41 5:44 5:51
5:11 5:20 5:25 5:37 5:50 5:58 6:05 6:08 6:15
5:34 5:44 5:49 6:03 6:19 6:27 6:35 6:39 6:48
6:00 6:10 6:15 6:29 6:45 6:53 7:01 7:05 7:14
6:21 6:31 6:37 6:53 7:12 7:24 7:33 7:37 7:47
6:45 6:55 7:01 7:17 7:36 7:48 7:57 8:01 8:11
7:09 7:19 7:25 7:41 8:00 8:12 8:21 8:25 8:35
7:29 7:41 7:49 8:05 8:26 8:38 8:47 8:51 9:01
7:53 8:05 8:13 8:29 8:50 9:02 9:11 9:15 9:25
8:17 8:29 8:37 8:53 9:14 9:26 9:35 9:39 9:49
8:41 8:53 9:01 9:17 9:38 9:50 9:59 10:03 10:13
9:05 9:17 9:25 9:41 10:02 10:14 10:23 10:27 10:37
9:29 9:41 9:49 10:05 10:26 10:38 10:47 10:51 11:01
9:45 9:59 10:09 10:29 10:51 11:03 11:13 11:17 11:27
10:12 10:23 10:33 10:53 11:15 11:27 11:37 11:41 11:51
10:36 10:47 10:57 11:17 11:39 11:51 12:01 12:05 12:15
11:00 11:11 11:21 11:41 12:03 12:15 12:25 12:29 12:39
11:24 11:35 11:45 12:05 12:27 12:39 12:49 12:53 1:03
11:48 11:59 12:09 12:29 12:51 1:03 1:13 1:17 1:27
12:12 12:23 12:33 12:53 1:15 1:27 1:37 1:41 1:51
12:35 12:47 12:57 1:17 1:39 1:51 2:01 2:05 2:15
12:59 1:11 1:21 1:41 2:03 2:15 2:25 2:29 2:39
1:23 1:35 1:45 2:05 2:27 2:39 2:49 2:53 3:03
1:47 2:00 2:09 2:29 2:54 3:06 3:17 3:21 3:32
2:11 2:24 2:33 2:53 3:18 3:30 3:41 3:45 3:56
2:35 2:48 2:57 3:17 3:42 3:54 4:05 4:09 4:20
3:19 3:39 4:04 4:16 4:27 4:31
2:59 3:12 3:21 3:41 4:06 4:18 4:29 4:33 4:44
3:17 3:29 3:43 4:05 4:28 4:40 4:50 4:54 5:06
3:41 3:53 4:07 4:29 4:52 5:04 5:14 5:18 5:30
4:05 4:17 4:31 4:53 5:16 5:28 5:38 5:42 5:54
4:29 4:41 4:55 5:17 5:40 5:52 6:02 6:06 6:18
4:53 5:05 5:19 5:41 6:04 6:16 6:26 6:30 6:42
5:23 5:36 5:45 6:05 6:30 6:42 6:53 6:57 7:08
5:47 6:00 6:09 6:29 6:54 7:06 7:17 7:21 7:32
6:11 6:24 6:33 6:53 7:18 7:30 7:41 7:45 7:56
6:39 6:52 7:00 7:17 7:38 7:49 7:58 8:02 8:11
7:02 7:15 7:23 7:40 8:01 8:12 8:21 8:25 8:34
7:26 7:39 7:47 8:04 8:25 8:36 8:45 8:49 8:58
7:51 8:04 8:12 8:29 8:50 9:01 9:10 9:14 9:23
8:15 8:28 8:36 8:53 9:14 9:25 9:34 9:38 9:47
8:39 8:52 9:00 9:17 9:38 9:49 9:58 10:02 10:11
9:03 9:16 9:24 9:41 10:02 10:13 10:22 10:26 10:35
9:27 9:40 9:48 10:05 10:26 10:37 10:46 10:50 10:59
9:57 10:09 10:16 10:30 10:48 10:59 11:07 11:11 11:19
10:26 10:27 10:39 10:46 11:00 11:18 11:27 11:34 11:38 11:45 11:26 11:27 11:39 11:46 12:00 12:18 12:27 12:34 12:38 12:45 12:26 12:27 12:39 12:46 1:00 1:18 1:27 1:34 1:38 1:45
S
Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023

43 Fullerton to Costa Mesa
via Harbor Blvd
19th & Newport
Harbor & Bernard
Harbor & Adams
Harbor & MacArthur
Harbor &
Westminster
Harbor & Katella
Harbor & Lincoln
Harbor &
Orangethorpe
Fullerton Transporta-
tion Center
Berkely &
West Valley View
4:30 4:31 4:40 4:45 4:57 5:10 5:18 5:25 5:28 5:35
5:01 5:10 5:15 5:27 5:40 5:48 5:55 5:58 6:05
5:43 5:57 6:13 6:21 6:29 6:33 6:42
5:58 6:08 6:13 6:27 6:43 6:51 6:59 7:03 7:12
6:26 6:42 6:59 7:09 7:18 7:22 7:31
6:25 6:35 6:41 6:57 7:14 7:24 7:33 7:37 7:46
6:56 7:12 7:29 7:39 7:48 7:52 8:01
6:55 7:05 7:11 7:27 7:44 7:54 8:03 8:07 8:16
7:28 7:44 8:01 8:11 8:20 8:24 8:33
7:27 7:37 7:43 7:59 8:16 8:26 8:35 8:39 8:48
7:58 8:14 8:35 8:47 8:56 9:00 9:10
7:53 8:05 8:13 8:29 8:50 9:02 9:11 9:15 9:25
8:28 8:44 9:05 9:17 9:26 9:30 9:40
8:23 8:35 8:43 8:59 9:20 9:32 9:41 9:45 9:55
8:58 9:14 9:35 9:47 9:56 10:00 10:10
8:53 9:05 9:13 9:29 9:50 10:02 10:11 10:15 10:25
9:28 9:44 10:05 10:17 10:26 10:30 10:40
9:23 9:35 9:43 9:59 10:20 10:32 10:41 10:45 10:55
9:58 10:14 10:35 10:47 10:56 11:00 11:10
9:45 9:59 10:09 10:29 10:51 11:03 11:13 11:17 11:27
10:24 10:44 11:06 11:18 11:28 11:32 11:42
10:15 10:29 10:39 10:59 11:21 11:33 11:43 11:47 11:57
10:54 11:14 11:36 11:48 11:58 12:02 12:12
10:45 10:59 11:09 11:29 11:51 12:03 12:13 12:17 12:27
11:24 11:44 12:06 12:18 12:28 12:32 12:42
11:15 11:29 11:39 11:59 12:21 12:33 12:43 12:47 12:57
11:54 12:14 12:36 12:48 12:58 1:02 1:12
11:45 11:59 12:09 12:29 12:51 1:03 1:13 1:17 1:27
12:24 12:44 1:06 1:18 1:28 1:32 1:42
12:15 12:29 12:39 12:59 1:21 1:33 1:43 1:47 1:57
12:54 1:14 1:36 1:48 1:58 2:02 2:12
12:45 12:59 1:09 1:29 1:51 2:03 2:13 2:17 2:27
1:24 1:44 2:06 2:18 2:28 2:32 2:42
Berkely &
West Valley View
Fullerton Transporta-
tion Center
Harbor &
Orangethorpe
Harbor & Lincoln
Harbor & Katella
Harbor &
Westminster
Harbor & MacArthur
Harbor & Adams
Newport & 18th
19th & Newport
3:47 3:53 3:57 4:04 4:13 4:25 4:38 4:44 4:53
4:10 4:16 4:20 4:27 4:36 4:48 5:01 5:07 5:16
4:36 4:42 4:46 4:53 5:02 5:14 5:27 5:33 5:42
5:03 5:09 5:13 5:20 5:29 5:41 5:54 6:00 6:09
5:27 5:33 5:37 5:44 5:53 6:05 6:18 6:24 6:33
5:51 5:57 6:01 6:08 6:17 6:29 6:42 6:48 6:57
6:06 6:12 6:17 6:24 6:36 6:53 7:09 7:17 7:27
6:30 6:36 6:41 6:48 7:00 7:17 7:33 7:41 7:51
6:53 6:59 7:04 7:11 7:24 7:41 7:59 8:10 8:21
7:17 7:23 7:28 7:35 7:48 8:05 8:23 8:34 8:45
7:41 7:47 7:52 7:59 8:12 8:29 8:47 8:58 9:09
7:56 8:02 8:08 8:16 8:30 8:49 9:05 9:14 9:27
8:20 8:26 8:32 8:40 8:54 9:13 9:29 9:38 9:51
8:46 8:52 8:58 9:06 9:20 9:41 9:59 10:09 10:22
9:10 9:16 9:22 9:30 9:44 10:05 10:23 10:33 10:46
9:34 9:40 9:46 9:54 10:08 10:29 10:47 10:57 11:10
9:58 10:04 10:10 10:18 10:32 10:53 11:11 11:21 11:34
10:22 10:28 10:34 10:42 10:56 11:17 11:35 11:45 11:58
10:46 10:52 10:58 11:06 11:20 11:41 11:59 12:09 12:22
11:03 11:11 11:18 11:27 11:42 12:05 12:25 12:35 12:49
11:27 11:35 11:42 11:51 12:06 12:29 12:49 12:59 1:13
11:51 11:59 12:06 12:15 12:30 12:53 1:13 1:23 1:37
12:15 12:23 12:30 12:39 12:54 1:17 1:37 1:47 2:01
12:39 12:47 12:54 1:03 1:18 1:41 2:01 2:11 2:25
1:03 1:11 1:18 1:27 1:42 2:05 2:25 2:35 2:49
1:27 1:35 1:42 1:51 2:06 2:29 2:49 2:59 3:13
1:51 1:59 2:06 2:15 2:30 2:53 3:13 3:23 3:37
2:15 2:23 2:30 2:39 2:54 3:17 3:37 3:47 4:01
2:39 2:47 2:54 3:03 3:18 3:41 4:01 4:11 4:25
3:03 3:11 3:18 3:27 3:42 4:05 4:25 4:35 4:49
3:27 3:35 3:42 3:51 4:06 4:29 4:49 4:59 5:13
3:51 3:59 4:06 4:15 4:30 4:53 5:13 5:23 5:37
4:18 4:26 4:33 4:42 4:56 5:16 5:33 5:41 5:53
4:43 4:51 4:58 5:07 5:21 5:41 5:58 6:06 6:18
5:07 5:15 5:22 5:31 5:45 6:05 6:22 6:30 6:42
5:35 5:42 5:48 5:56 6:10 6:29 6:44 6:53 7:05
5:59 6:06 6:12 6:20 6:34 6:53 7:08 7:17 7:29
6:23 6:30 6:36 6:44 6:58 7:17 7:32 7:41 7:53
6:47 6:54 7:00 7:08 7:22 7:41 7:56 8:05 8:17
7:11 7:18 7:24 7:32 7:46 8:05 8:20 8:29 8:41
7:35 7:42 7:48 7:56 8:10 8:29 8:44 8:53 9:05
8:01 8:08 8:14 8:22 8:36 8:53 9:07 9:15 9:26
8:25 8:32 8:38 8:46 9:00 9:17 9:31 9:39 ••••• 9:47
8:49 8:56 9:02 9:10 9:24 9:41 9:55 10:03 ••••• 10:11
9:13 9:20 9:26 9:34 9:48 10:05 10:19 10:27 ••••• 10:35
9:38 9:45 9:51 9:59 10:13 10:30 10:44 10:52 ••••• 11:00 10:08 10:15 10:21 10:29 10:43 11:00 11:14 11:22 ••••• 11:30 11:15 11:21 11:27 11:34 11:47 12:00 12:13 12:21 ••••• 12:29 12:15 12:21 12:27 12:34 12:47 1:00 1:13 1:21 ••••• 1:29 Saturday, Sunday & Holiday
NORTHBOUND To: Fullerton
Monday-Friday
SOUTHBOUND To: Costa Mesa
Effective February 12, 2023 | Orange County Transportation Authority Berkely &
West Valley View
Fullerton Transporta-
tion Center
Harbor &
Orangethorpe
Harbor & Lincoln
Harbor & Katella
Harbor &
Westminster
Harbor & MacArthur
Harbor & Adams
Newport & 18th
19th & Newport
3:59 4:05 4:09 4:16 4:25 4:37 4:50 4:56 5:05
4:29 4:35 4:39 4:46 4:55 5:07 5:20 5:26 5:35
4:59 5:05 5:09 5:16 5:25 5:37 5:50 5:56 6:05
5:29 5:35 5:39 5:46 5:55 6:07 6:20 6:26 6:35
5:44 5:50 5:54 6:01 6:10 6:22 6:35
5:50 5:56 6:01 6:08 6:20 6:37 6:53 7:01 7:11
6:04 6:10 6:15 6:22 6:34 6:51 7:07
6:20 6:26 6:31 6:38 6:50 7:07 7:23 7:31 7:41
6:34 6:40 6:45 6:52 7:04 7:21 7:37
6:49 6:55 7:00 7:07 7:19 7:36 7:52 8:00 8:10
7:04 7:10 7:15 7:22 7:34 7:51 8:07
7:19 7:25 7:30 7:37 7:49 8:06 8:22 8:30 8:40
7:34 7:40 7:45 7:52 8:04 8:21 8:37
7:49 7:55 8:00 8:07 8:19 8:36 8:52 9:00 9:10
8:04 8:10 8:15 8:22 8:34 8:51 9:07
8:13 8:19 8:25 8:33 8:47 9:06 9:22 9:31 9:44
8:28 8:34 8:40 8:48 9:02 9:21 9:37
8:41 8:47 8:53 9:01 9:15 9:36 9:54 10:04 10:17
8:56 9:02 9:08 9:16 9:30 9:51 10:09
9:11 9:17 9:23 9:31 9:45 10:06 10:24 10:34 10:47
9:26 9:32 9:38 9:46 10:00 10:21 10:39
9:41 9:47 9:53 10:01 10:15 10:36 10:54 11:04 11:17
9:56 10:02 10:08 10:16 10:30 10:51 11:09
10:11 10:17 10:23 10:31 10:45 11:06 11:24 11:34 11:47
10:26 10:32 10:38 10:46 11:00 11:21 11:39
10:41 10:47 10:53 11:01 11:15 11:36 11:54 12:04 12:17
10:49 10:57 11:04 11:13 11:28 11:51 12:11
11:04 11:12 11:19 11:28 11:43 12:06 12:26 12:36 12:50
11:19 11:27 11:34 11:43 11:58 12:21 12:41
11:34 11:42 11:49 11:58 12:13 12:36 12:56 1:06 1:20
11:49 11:57 12:04 12:13 12:28 12:51 1:11
12:04 12:12 12:19 12:28 12:43 1:06 1:26 1:36 1:50
12:19 12:27 12:34 12:43 12:58 1:21 1:41
Saturday, Sunday & Holiday
SOUTHBOUND To: Costa Mesa

43 Fullerton to Costa Mesa
via Harbor Blvd
19th & Newport
Harbor & Bernard
Harbor & Adams
Harbor & MacArthur
Harbor &
Westminster
Harbor & Katella
Harbor & Lincoln
Harbor &
Orangethorpe
Fullerton Transporta-
tion Center
Berkely &
West Valley View
1:15 1:29 1:39 1:59 2:21 2:33 2:43 2:47 2:57
1:54 2:14 2:36 2:48 2:58 3:02 3:12
1:45 1:59 2:09 2:29 2:51 3:03 3:13 3:17 3:27
2:24 2:44 3:06 3:18 3:28 3:32 3:42
2:15 2:29 2:39 2:59 3:21 3:33 3:43 3:47 3:57
2:54 3:14 3:36 3:48 3:58 4:02 4:12
2:45 2:59 3:09 3:29 3:51 4:03 4:13 4:17 4:27
3:24 3:44 4:06 4:18 4:28 4:32 4:42
3:15 3:29 3:39 3:59 4:21 4:33 4:43 4:47 4:57
3:54 4:14 4:36 4:48 4:58 5:02 5:12
3:49 4:02 4:11 4:29 4:50 5:02 5:12 5:16 5:26
4:26 4:44 5:05 5:17 5:27 5:31 5:41
4:19 4:32 4:41 4:59 5:20 5:32 5:42 5:46 5:56
4:56 5:14 5:35 5:47 5:57 6:01 6:11
4:49 5:02 5:11 5:29 5:50 6:02 6:12 6:16 6:26
5:26 5:44 6:05 6:17 6:27 6:31 6:41
5:19 5:32 5:41 5:59 6:20 6:32 6:42 6:46 6:56
5:56 6:14 6:35 6:47 6:57 7:01 7:11
5:47 6:00 6:09 6:27 6:48 7:00 7:10 7:14 7:24
6:40 6:57 7:18 7:29 7:38 7:42 7:51
6:49 7:02 7:10 7:27 7:48 7:59 8:08 8:12 8:21
7:19 7:32 7:40 7:57 8:18 8:29 8:38 8:42 8:51
7:49 8:02 8:10 8:27 8:48 8:59 9:08 9:12 9:21
8:21 8:34 8:42 8:59 9:20 9:31 9:40 9:44 9:53
8:51 9:04 9:12 9:29 9:50 10:01 10:10 10:14 10:23
9:22 9:35 9:43 10:00 10:21 10:32 10:41 10:45 10:54
9:57 10:09 10:16 10:30 10:48 10:59 11:07 11:11 11:19
10:26 10:27 10:39 10:46 11:00 11:18 11:27 11:34 11:38 11:45 11:26 11:27 11:39 11:46 12:00 12:18 12:27 12:34 12:38 12:45 12:26 12:27 12:39 12:46 1:00 1:18 1:27 1:34 1:38 1:45
Saturday, Sunday & Holiday
NORTHBOUND To: Fullerton(cont)
Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023

Berkely &
West Valley View
Fullerton Transporta-
tion Center
Harbor &
Orangethorpe
Harbor & Lincoln
Harbor & Katella
Harbor &
Westminster
Harbor & MacArthur
Harbor & Adams
Newport & 18th
19th & Newport
12:34 12:42 12:49 12:58 1:13 1:36 1:56 2:06 2:20
12:49 12:57 1:04 1:13 1:28 1:51 2:11
1:04 1:12 1:19 1:28 1:43 2:06 2:26 2:36 2:50
1:19 1:27 1:34 1:43 1:58 2:21 2:41
1:34 1:42 1:49 1:58 2:13 2:36 2:56 3:06 3:20
1:49 1:57 2:04 2:13 2:28 2:51 3:11
2:04 2:12 2:19 2:28 2:43 3:06 3:26 3:36 3:50
2:19 2:27 2:34 2:43 2:58 3:21 3:41
2:34 2:42 2:49 2:58 3:13 3:36 3:56 4:06 4:20
2:49 2:57 3:04 3:13 3:28 3:51 4:11
3:04 3:12 3:19 3:28 3:43 4:06 4:26 4:36 4:50
3:19 3:27 3:34 3:43 3:58 4:21 4:41
3:34 3:42 3:49 3:58 4:13 4:36 4:56 5:06 5:20
3:49 3:57 4:04 4:13 4:28 4:51 5:11
4:04 4:12 4:19 4:28 4:43 5:06 5:26 5:36 5:50
4:23 4:31 4:38 4:47 5:01 5:21 5:38
4:38 4:46 4:53 5:02 5:16 5:36 5:53 6:01 6:13
4:53 5:01 5:08 5:17 5:31 5:51 6:08
5:08 5:16 5:23 5:32 5:46 6:06 6:23 6:31 6:43
5:27 5:34 5:40 5:48 6:02 6:21 6:36
5:42 5:49 5:55 6:03 6:17 6:36 6:51 7:00 7:12
6:07 6:14 6:20 6:28 6:42 7:01 7:16
6:32 6:39 6:45 6:53 7:07 7:26 7:41 7:50 8:02
7:02 7:09 7:15 7:23 7:37 7:56 8:11 8:20 8:32
7:39 7:46 7:52 8:00 8:14 8:31 8:45 8:53 9:04
8:09 8:16 8:22 8:30 8:44 9:01 9:15 9:23 9:34
8:39 8:46 8:52 9:00 9:14 9:31 9:45 9:53 ••••• 10:01
9:09 9:16 9:22 9:30 9:44 10:01 10:15 10:23 ••••• 10:31
9:39 9:46 9:52 10:00 10:14 10:31 10:45 10:53 ••••• 11:01 10:08 10:15 10:21 10:29 10:43 11:00 11:14 11:22 ••••• 11:30 11:20 11:26 11:32 11:39 11:52 12:05 12:18 12:26 ••••• 12:34 12:15 12:21 12:27 12:34 12:47 1:00 1:13 1:21 ••••• 1:29 Saturday, Sunday & Holiday
SOUTHBOUND To: Costa Mesa(cont)
43 Fullerton to Costa Mesa
via Harbor Blvd
Effective February 12, 2023 | Orange County Transportation Authority Numbers on streets indicate transfers. Números en la calle indican transbordos.

Scheduled DepartureR egular Routing
LEGEND

LEYENDA

MAP NOT TO SCALE
N
Route 047/120222
23rd
Commonwealth 26
Santa Fe
NB
Orangethorpe 30
La Palma 38
Lincoln 42
Ball 46
Haster
Lewis
Lemon
Chapman 54
Katella 50, 83; ART
Anaheim Civic Center

FULLERTON

ANAHEIM

ORANGE COAST

COLLEGE
47, 55, 178
Pomona
Garden Grove 56 Memory 56
Metropolitan
UCI Medical Center
ORANGE

GARDEN GROVE
State
College
57 The CityDrive
Harbor
43 Fairview
Westminster 60, 560
First 64
17th
McFadden 66
Edinger 70
Warner 72, 150
Adams 178
Sun/f_lower 150
Fair 178
Arlington
PCH 1
MacArthur 76
Segerstrom
Superi
or Balboa
28th
32nd
17th 55
Wilson 55
Hospital Road 71
Hoag Hospital
Orange County
Fairgrounds

NEWPORT BEACH
BALBOA

SANTA ANA

COSTA MESA
Baker 55
Victoria 35
19th 55

FULLERTON

TRANSPORTATION CENTER
26, 43, 47, 143, 543

METROLINK / AMTRAK
OCTA ADA Certi/f_ication Center

THE OUTLETS

AT ORANGE AREA
47, 57
47 Placentia
Newport
Anaheim
SB
SB
Only

47 Fullerton to Balboa
via Anaheim Blvd / Fairview St
Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023

47 Fullerton to Balboa
via Anaheim Blvd / Fairview St
Fullerton Transporta-
tion Center
Lemon & Freedom
Anaheim & Lincoln
Haster & Katella
The Outlets
At Orange
Fairview &
Westminster
Fairview &
Segerstrom
Fairview & Arlington
Harbor & Wilson
Balboa & 23rd
4:45 4:59 5:07 5:13 5:32
4:41 4:43 4:49 4:56 5:03 5:13 5:27 5:35 5:41 6:00
5:11 5:13 5:19 5:26 5:33 5:43 5:58 6:07 6:13 6:32
5:32 5:34 5:40 5:47 5:54 6:04 6:19 6:28 6:34 6:55
5:45 5:47 5:55 6:05 6:14 6:26 6:42 6:52 6:59 7:21
6:00 6:02 6:10 6:20 6:29 6:41 6:57 7:07 7:14 7:36
6:14 6:16 6:24 6:34 6:44 6:56 7:17 7:28 7:35 7:57
7:07 7:28 7:39
6:29 6:31 6:39 6:49 6:59 7:11 7:32 7:43 7:50 8:12
6:40 6:42 6:50 7:01 7:12 7:24 7:45 7:56 8:03 8:25
7:34 7:55 8:06
6:57 6:59 7:07 7:18 7:29 7:41 8:02 8:13 8:20 8:42
7:53 8:14 8:25
7:12 7:14 7:22 7:33 7:44 7:56 8:17 8:28 8:35 8:57
7:24 7:27 7:37 7:48 7:59 8:12 8:29 8:40 8:48 9:08
7:39 7:42 7:52 8:03 8:14 8:27 8:44 8:55 9:03 9:23
8:40 8:57 9:08
7:59 8:02 8:12 8:23 8:34 8:47 9:04 9:15 9:23 9:43
8:19 8:22 8:32 8:43 8:54 9:07 9:24 9:35 9:43 10:03
8:40 8:43 8:53 9:04 9:14 9:27 9:42 9:53 10:01 10:23
9:01 9:03 9:13 9:24 9:34 9:46 10:01 10:12 10:21 10:43
9:21 9:23 9:33 9:44 9:54 10:06 10:21 10:32 10:41 11:03
9:41 9:43 9:53 10:04 10:14 10:26 10:41 10:52 11:01 11:23 10:01 10:03 10:13 10:24 10:34 10:46 11:01 11:12 11:21 11:43 10:20 10:22 10:32 10:44 10:54 11:06 11:21 11:32 11:41 12:03 10:39 10:41 10:52 11:04 11:14 11:26 11:41 11:52 12:01 12:23 10:59 11:01 11:12 11:24 11:34 11:46 12:01 12:12 12:21 12:43 11:20 11:22 11:33 11:45 11:55 12:07 12:22 12:33 12:42 1:04 11:38 11:41 11:52 12:04 12:15 12:29 12:45 12:57 1:05 1:30 11:58 12:01 12:12 12:24 12:35 12:49 1:05 1:17 1:25 1:50 12:19 12:22 12:33 12:45 12:56 1:10 1:26 1:38 1:46 2:11
12:38 12:40 12:52 1:04 1:16 1:30 1:47 1:59 2:08 2:31
12:58 1:00 1:12 1:24 1:36 1:50 2:07 2:19 2:28 2:51
1:18 1:20 1:32 1:44 1:56 2:10 2:27 2:39 2:48 3:11
1:38 1:40 1:52 2:04 2:16 2:30 2:47 2:59 3:08 3:31
1:58 2:00 2:12 2:24 2:36 2:50 3:07 3:19 3:28 3:51
2:18 2:20 2:32 2:44 2:56 3:10 3:27 3:39 3:48 4:11
2:37 2:39 2:52 3:05 3:17 3:31 3:48 4:01 4:10 4:33
2:57 2:59 3:12 3:25 3:38 3:52 4:09 4:22 4:31 4:54
3:17 3:19 3:32 3:45 3:58 4:12 4:29 4:42 4:51 5:14
3:37 3:39 3:52 4:05 4:18 4:32 4:49 5:02 5:10 5:33
3:58 4:00 4:13 4:26 4:39 4:53 5:10 5:23 5:31 5:54
4:19 4:21 4:34 4:47 5:00 5:14 5:31 5:44 5:52 6:13
4:38 4:40 4:53 5:07 5:20 5:34 5:51 6:03 6:11 6:32
4:58 5:00 5:13 5:27 5:40 5:54 6:11 6:23 6:31 6:52
5:25 5:27 5:39 5:52 6:04 6:18 6:34 6:46 6:54 7:15
5:49 5:51 6:03 6:16 6:28 6:42 6:58 7:10 7:18 7:39
6:19 6:21 6:33 6:46 6:58 7:10 7:24 7:35 7:42 8:03
6:49 6:51 7:03 7:16 7:28 7:40 7:54 8:05 8:12 8:33
7:19 7:21 7:33 7:46 7:58 8:10 8:24 8:35 8:42 9:03
7:54 7:56 8:06 8:18 8:28 8:38 8:50 9:00 9:06 9:27
8:49 8:51 9:01 9:13 9:23 9:33 9:45 9:55 10:01 10:22
10:01 10:03 10:11 10:21 10:31 10:41 10:52 11:01 11:07 11:28 S = Operates on days Godinez HS is in session/Opera los dias que Godinez HS está en sesión
M = Operates on days Godinez High School has a late start on Mondays/ Opera los días en que Godinez High School comienza tarde los lunes.

T = Operates Tuesday - Friday on days Godinez High School is in session/Opera de martes a viernes en los días en que Godinez High School está en sesión.

Monday-Friday
SOUTHBOUND To: Balboa
Balboa & 23rd
Wilson & Harbor
Fairview & Arlington
Fairview &
Segerstrom
Fairview &
Westminster
The Outlets
At Orange
Anaheim & Katella
Anaheim & Lincoln
Lemon &
Orangethorpe
Fullerton Transpor-
tation Center
3:57 4:12 4:16 4:25 4:37 4:45 4:54 5:03 5:10 5:17
4:21 4:36 4:40 4:49 5:01 5:09 5:18 5:27 5:34 5:41
4:46 5:01 5:05 5:14 5:26 5:34 5:43 5:52 5:59 6:06
5:08 5:24 5:28 5:37 5:51 5:59 6:09 6:19 6:26 6:33
5:22 5:40 5:44 5:55 6:10 6:21 6:32 6:42 6:50 6:57
5:45 6:03 6:07 6:18 6:33 6:44 6:55 7:05 7:13 7:20
6:04 6:22 6:26 6:37 6:52 7:04 7:16 7:27 7:35 7:42
6:24 6:42 6:46 6:57 7:12 7:24 7:36 7:47 7:55 8:02
6:34 6:55 7:01 7:13 7:31 7:44 7:57 8:08 8:16 8:23
6:54 7:15 7:21 7:33 7:51 8:04 8:17 8:28 8:36 8:43
7:16 7:37 7:43 7:55 8:12 8:24 8:35 8:46 8:53 9:00
7:36 7:57 8:03 8:15 8:32 8:44 8:55 9:06 9:13 9:20
8:00 8:21 8:27 8:38 8:54 9:04 9:16 9:28 9:35 9:42
8:20 8:41 8:47 8:58 9:14 9:24 9:36 9:48 9:55 10:02
8:40 9:01 9:07 9:18 9:34 9:44 9:56 10:08 10:15 10:22
9:00 9:21 9:27 9:38 9:54 10:04 10:16 10:28 10:35 10:42
9:20 9:40 9:46 9:57 10:13 10:23 10:35 10:47 10:54 11:01 9:38 9:58 10:04 10:15 10:32 10:42 10:54 11:06 11:15 11:22 9:57 10:17 10:23 10:34 10:51 11:01 11:13 11:25 11:34 11:41 10:16 10:37 10:43 10:55 11:11 11:21 11:34 11:47 11:56 12:03 10:35 10:56 11:02 11:14 11:30 11:40 11:53 12:06 12:15 12:22 10:55 11:16 11:22 11:34 11:50 12:00 12:13 12:26 12:35 12:42 11:15 11:36 11:42 11:54 12:10 12:20 12:33 12:46 12:54 1:01 11:31 11:52 11:58 12:11 12:29 12:40 12:53 1:06 1:14 1:21 11:52 12:13 12:19 12:32 12:49 1:00 1:13 1:26 1:34 1:41
12:12 12:33 12:39 12:52 1:09 1:20 1:33 1:46 1:54 2:01
12:27 12:48 12:54 1:07 1:27 1:39 1:53 2:06 2:15 2:22
12:47 1:08 1:14 1:27 1:47 1:59 2:13 2:26 2:35 2:42
1:07 1:28 1:34 1:47 2:07 2:19 2:33 2:46 2:55 3:02
1:27 1:48 1:54 2:07 2:27 2:39 2:53 3:06 3:15 3:22
1:47 2:09 2:15 2:28 2:48 3:00 3:14 3:27 3:36 3:43
2:05 2:28 2:34 2:48 3:08 3:20 3:34 3:47 3:56 4:03
2:16 2:40 2:47 3:01 3:27 3:40 3:55 4:07 4:16 4:23
2:33 2:57 3:04 3:18 3:44 3:57 4:12 4:24 4:33 4:40
3:07 3:22 3:48
2:47 3:11 3:18 3:33 3:59 4:12 4:27 4:39 4:48 4:55
3:21 3:36 4:02
3:02 3:26 3:33 3:48 4:14 4:27 4:42 4:54 5:03 5:10
3:19 3:42 3:49 4:04 4:31 4:44 4:59 5:11 5:20 5:27
3:41 4:04 4:10 4:25 4:49 5:01 5:16 5:28 5:37 5:44
4:01 4:24 4:30 4:45 5:09 5:21 5:36 5:48 5:57 6:04
4:21 4:44 4:50 5:05 5:29 5:41 5:56 6:08 6:16 6:23
4:41 5:04 5:10 5:25 5:49 6:01 6:16 6:28 6:36 6:43
5:02 5:26 5:32 5:46 6:09 6:21 6:35 6:47 6:55 7:02
5:29 5:52 5:58 6:11 6:31 6:42 6:56 7:08 7:15 7:21
5:51 6:14 6:20 6:33 6:50 7:00 7:14 7:26 7:33 7:39
6:19 6:42 6:48 7:01 7:18 7:28 7:42 7:54 8:01 8:07
6:49 7:11 7:17 7:30 7:47 7:57 8:11 8:21 8:28 8:34
7:14 7:38 7:44 7:58 8:17 8:27 8:40 8:50 8:57 9:03
7:56 8:17 8:23 8:34 8:48 8:57 9:08 9:18 9:24 9:30
8:41 9:02 9:08 9:19 9:33 9:42 9:53 10:03 10:09 10:15
9:29 9:48 9:54 10:04 10:18 10:27 10:38 10:48 10:54 11:00 10:32 10:51 10:56 11:06 11:18 11:27 11:37 11:46 11:52 11:58 S
T
T
T
M
S
Monday-Friday
NORTHBOUND To: Fullerton
Effective February 12, 2023 | Orange County Transportation Authority Fullerton Transporta-
tion Center
Lemon & Freedom
Anaheim & Lincoln
Haster & Katella
The Outlets
At Orange
Fairview &
Westminster
Fairview &
Segerstrom
Fairview & Arlington
Harbor & Wilson
Balboa & 23rd
4:55 4:57 5:03 5:11 5:18 5:27 5:41 5:49 5:56 6:13
5:34 5:36 5:42 5:50 5:57 6:06 6:20 6:28 6:35 6:52
6:00 6:02 6:10 6:18 6:27 6:37 6:51 6:59 7:06 7:23
6:30 6:32 6:40 6:48 6:57 7:07 7:21 7:29 7:36 7:53
6:56 6:59 7:07 7:18 7:27 7:38 7:53 8:03 8:10 8:27
7:26 7:29 7:37 7:48 7:57 8:08 8:23 8:33 8:40 8:57
7:53 7:56 8:06 8:17 8:27 8:39 8:54 9:05 9:13 9:33
8:23 8:26 8:36 8:47 8:57 9:09 9:24 9:35 9:43 10:03
8:54 8:57 9:06 9:17 9:27 9:38 9:53 10:04 10:12 10:32
9:24 9:27 9:36 9:47 9:57 10:08 10:23 10:34 10:42 11:02
9:54 9:57 10:06 10:17 10:27 10:38 10:53 11:04 11:12 11:32 10:23 10:26 10:35 10:47 10:57 11:09 11:23 11:34 11:43 12:04 10:43 10:46 10:55 11:07 11:17 11:29 11:43 11:54 12:03 12:24 11:03 11:06 11:15 11:27 11:37 11:49 12:03 12:14 12:23 12:44 11:23 11:26 11:35 11:47 11:57 12:09 12:23 12:34 12:43 1:04 11:43 11:46 11:55 12:07 12:17 12:29 12:43 12:54 1:03 1:24 12:04 12:07 12:16 12:28 12:38 12:50 1:04 1:15 1:24 1:45 12:24 12:28 12:37 12:48 12:58 1:10 1:24 1:35 1:42 2:02
12:44 12:48 12:57 1:08 1:18 1:30 1:44 1:55 2:02 2:22
1:02 1:05 1:16 1:28 1:38 1:51 2:05 2:16 2:24 2:45
1:22 1:25 1:36 1:48 1:58 2:11 2:25 2:36 2:44 3:05
1:42 1:45 1:56 2:08 2:18 2:31 2:45 2:56 3:04 3:25
2:02 2:05 2:16 2:28 2:38 2:51 3:05 3:16 3:24 3:45
2:32 2:35 2:46 2:58 3:08 3:21 3:35 3:46 3:54 4:15
3:02 3:05 3:16 3:28 3:38 3:51 4:05 4:16 4:24 4:45
3:32 3:35 3:46 3:58 4:08 4:21 4:35 4:46 4:54 5:15
4:02 4:05 4:15 4:27 4:38 4:50 5:04 5:14 5:22 5:42
4:32 4:35 4:45 4:57 5:08 5:20 5:34 5:44 5:52 6:12
5:02 5:05 5:15 5:27 5:38 5:50 6:04 6:14 6:22 6:42
5:32 5:35 5:45 5:57 6:08 6:20 6:34 6:44 6:52 7:12
6:05 6:08 6:17 6:28 6:39 6:50 7:04 7:14 7:21 7:40
6:35 6:38 6:47 6:58 7:09 7:20 7:34 7:44 7:51 8:10
7:05 7:08 7:17 7:28 7:39 7:50 8:04 8:14 8:21 8:40
7:37 7:39 7:48 7:59 8:09 8:20 8:32 8:40 8:48 9:06
8:20 8:22 8:30 8:41 8:51 9:02 9:15 9:23 9:30 9:46
9:00 9:02 9:10 9:21 9:31 9:42 9:55 10:03 10:10 10:26
Saturday, Sunday & Holiday
SOUTHBOUND To: Balboa
Balboa & 23rd
Wilson & Harbor
Fairview & Arlington
Fairview &
Segerstrom
Fairview &
Westminster
The Outlets
At Orange
Anaheim & Katella
Anaheim & Lincoln
Lemon &
Orangethorpe
Fullerton Transpor-
tation Center
5:05 5:20 5:25 5:33 5:47 5:54 6:04 6:13 6:18 6:22
5:50 6:05 6:10 6:18 6:32 6:39 6:49 6:58 7:03 7:07
6:14 6:29 6:33 6:42 6:57 7:05 7:15 7:26 7:32 7:37
6:38 6:54 6:59 7:09 7:23 7:32 7:42 7:55 8:02 8:07
7:08 7:24 7:29 7:39 7:53 8:02 8:12 8:25 8:32 8:37
7:33 7:52 7:57 8:08 8:23 8:32 8:43 8:55 9:01 9:06
8:03 8:22 8:27 8:38 8:53 9:02 9:13 9:25 9:31 9:36
8:29 8:48 8:55 9:06 9:22 9:31 9:43 9:55 10:02 10:07
8:49 9:08 9:15 9:26 9:42 9:51 10:03 10:15 10:22 10:27
9:09 9:28 9:35 9:46 10:02 10:11 10:23 10:35 10:42 10:47 9:29 9:48 9:55 10:06 10:22 10:31 10:43 10:55 11:02 11:07 9:49 10:08 10:15 10:26 10:42 10:51 11:03 11:15 11:22 11:27 10:06 10:27 10:34 10:46 11:01 11:11 11:25 11:38 11:45 11:50 10:26 10:47 10:54 11:06 11:21 11:31 11:45 11:58 12:05 12:10 10:46 11:07 11:14 11:26 11:41 11:51 12:05 12:18 12:25 12:30 11:04 11:25 11:32 11:44 12:00 12:11 12:24 12:37 12:45 12:50 11:24 11:45 11:52 12:04 12:20 12:31 12:44 12:57 1:05 1:10 11:44 12:05 12:12 12:24 12:40 12:51 1:04 1:17 1:25 1:30 12:04 12:25 12:32 12:44 1:00 1:11 1:24 1:37 1:45 1:50
12:30 12:51 12:58 1:10 1:26 1:37 1:50 2:03 2:11 2:16
1:00 1:21 1:28 1:40 1:56 2:07 2:20 2:33 2:41 2:46
1:30 1:51 1:58 2:10 2:26 2:37 2:50 3:03 3:11 3:16
2:00 2:21 2:28 2:40 2:56 3:07 3:20 3:33 3:41 3:46
2:30 2:51 2:58 3:10 3:26 3:37 3:50 4:03 4:11 4:16
3:00 3:21 3:28 3:40 3:56 4:07 4:20 4:33 4:41 4:46
3:30 3:51 3:58 4:10 4:26 4:37 4:50 5:03 5:11 5:16
4:00 4:21 4:28 4:40 4:56 5:07 5:20 5:33 5:41 5:46
4:30 4:51 4:58 5:09 5:26 5:37 5:48 6:01 6:09 6:13
5:00 5:21 5:28 5:39 5:56 6:07 6:18 6:31 6:39 6:43
5:33 5:54 6:00 6:11 6:26 6:37 6:48 7:00 7:06 7:10
6:05 6:26 6:32 6:43 6:58 7:07 7:19 7:30 7:36 7:40
6:37 6:57 7:03 7:13 7:28 7:37 7:48 7:58 8:04 8:07
7:07 7:27 7:33 7:43 7:58 8:07 8:18 8:28 8:34 8:37
7:37 7:57 8:03 8:13 8:28 8:37 8:48 8:58 9:04 9:07
8:07 8:27 8:33 8:43 8:58 9:07 9:18 9:28 9:34 9:37
8:37 8:57 9:03 9:13 9:28 9:37 9:48 9:58 10:04 10:07
9:27 9:46 9:52 10:01 10:16 10:25 10:35 10:44 10:50 10:54 Saturday, Sunday & Holiday
NORTHBOUND To: Fullerton

47 Fullerton to Balboa
via Anaheim Blvd / Fairview St
Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023

LEGEND

LEYENDA
Numbers on streets indicate transfers. Números en la calle indican transbordos.

Scheduled Departure Regular Routing
Route 143/121322

MAP NOT TO SCALE
N

BREA MALL AREA
57, 129, 143; FT: 286

LA HABRA
BREA
EB
Only
WB
Only
METRO = Los Angeles Metro | NT = Norwalk Transit |
FT = Foothill Transit

FULLERTON
Brea
12 9
La Habra 129
FT 285
Idaho 129
Beach 29
Euclid 37
HarborHarbor
State College 57
Randolph
Imperial
Bastanchury
Birch 129
St. Jude
Hospital
La Habra
Square
43 North Court
Fullerton College
WB
EB
Commonwealth 26
Santa Fe
Chapman 123
Berkeley
Pomona
Lemon 47

FULLERTON

TRANSPORTATION
CENTER
26, 43, 47, 143, 543
Metrolink/Amtrak
Whittier Blvd
143
La Habra to Brea
via Whittier Blvd / Harbor Blvd / Brea Blvd / Birch St
Beach & La Habra
Harbor & Imperial
Fullerton Transporta-
tion Center
Brea Mall Layover
Zone
4:49 5:03 5:15 5:38
5:35 5:51 6:03 6:26
6:21 6:37 6:49 7:12
7:06 7:26 7:41 8:04
7:52 8:12 8:27 8:50
8:39 8:55 9:09 9:33
9:25 9:41 9:55 10:19
10:11 10:27 10:41 11:05
10:57 11:13 11:27 11:51
11:43 11:59 12:13 12:37
12:29 12:45 12:59 1:23
1:15 1:31 1:45 2:09
2:01 2:17 2:31 2:55
2:47 3:05 3:20 3:42
3:33 3:51 4:06 4:28
4:19 4:37 4:52 5:14
5:06 5:24 5:39 6:01
5:52 6:07 6:21 6:41
6:38 6:53 7:04 7:29
7:23 7:38 7:49 8:14
8:09 8:21 8:32 8:53
8:55 9:07 9:18 9:39
9:41 9:53 10:04 10:25
Brea Mall Layover
Zone
Fullerton Transporta-
tion Center
Harbor & Imperial
Beach & La Habra
5:17 5:40 5:51 6:12
6:00 6:26 6:40 6:57
6:46 7:12 7:26 7:43
7:33 7:59 8:13 8:30
8:19 8:45 8:59 9:16
9:05 9:31 9:45 10:02
9:51 10:17 10:31 10:48
10:37 11:03 11:17 11:34
11:20 11:47 12:02 12:20
12:06 12:33 12:48 1:06
12:52 1:19 1:34 1:52
1:38 2:05 2:20 2:38
2:24 2:51 3:06 3:24
3:10 3:37 3:52 4:10
3:57 4:24 4:39 4:57
4:43 5:10 5:25 5:43
5:29 5:56 6:11 6:29
6:20 6:44 6:58 7:14
7:06 7:30 7:44 8:00
7:52 8:16 8:30 8:46
8:42 9:05 9:17 9:32
9:33 9:55 10:06 10:18
10:19 10:41 10:52 11:04
Monday-Friday
EASTBOUND To: Brea
Monday-Friday
WESTBOUND To: La Habra
Effective February 12, 2023 | Orange County Transportation Authority

143
La Habra to Brea
via Whittier Blvd / Harbor Blvd / Brea Blvd / Birch StBeach & La Habra Harbor & Imperial
Fullerton Transporta-
tion Center
Brea Mall Layover
Zone
7:19 7:35 7:49 8:13
8:24 8:40 8:54 9:18
9:29 9:45 9:59 10:23
10:34 10:50 11:04 11:28
11:39 11:55 12:09 12:33
12:44 1:00 1:14 1:38
1:49 2:05 2:19 2:43
2:54 3:10 3:24 3:48
3:59 4:15 4:29 4:53
5:04 5:20 5:34 5:58
6:09 6:25 6:39 7:03
Brea Mall Layover
Zone
Fullerton Transporta-
tion Center
Harbor & Imperial
Beach & La Habra
6:18 6:41 6:57 7:14
7:23 7:46 8:02 8:19
8:28 8:51 9:07 9:24
9:33 9:56 10:12 10:29
10:38 11:01 11:17 11:34
11:43 12:06 12:22 12:39
12:48 1:11 1:27 1:44
1:53 2:16 2:32 2:49
2:58 3:21 3:37 3:54
4:03 4:26 4:42 4:59
5:08 5:31 5:47 6:04
6:13 6:36 6:52 7:09
7:21 7:43 7:58 8:14
Sunday & Holiday
EASTBOUND To: Brea
Sunday & Holiday
WESTBOUND To: La Habra
Beach & La Habra
Harbor & Imperial
Fullerton Transporta-
tion Center
Brea Mall Layover
Zone
6:11 6:27 6:41 7:05
7:18 7:34 7:48 8:12
8:23 8:39 8:53 9:17
9:30 9:46 10:00 10:24
10:35 10:51 11:05 11:29
11:42 11:58 12:12 12:36
12:47 1:03 1:17 1:41
1:54 2:10 2:24 2:48
2:59 3:15 3:29 3:53
4:06 4:22 4:36 5:00
5:11 5:27 5:41 6:05
6:18 6:34 6:48 7:12
7:23 7:38 7:51 8:14
Brea Mall Layover
Zone
Fullerton Transporta-
tion Center
Harbor & Imperial
Beach & La Habra
6:15 6:38 6:54 7:11
7:20 7:43 7:59 8:16
8:27 8:50 9:06 9:23
9:32 9:55 10:11 10:28
10:39 11:02 11:18 11:35
11:44 12:07 12:23 12:40
12:51 1:14 1:30 1:47
1:56 2:19 2:35 2:52
3:03 3:26 3:42 3:59
4:08 4:31 4:47 5:04
5:15 5:38 5:54 6:11
6:20 6:43 6:59 7:16
7:27 7:49 8:04 8:20
8:32 8:54 9:09 9:25
Saturday
EASTBOUND To: Brea
Saturday
WESTBOUND To: La Habra
Effective February 12, 2023 | Orange County Transportation Authority Numbers on streets indicate transfers. Números en la calle indican transbordos.

Scheduled Departure Regular RoutingLEGEND

LEYENDA
METRO = Los Angeles Metro

MAP NOT TO SCALE
N
Harbor 43
Disneyland
L.A. METRO 460
Anaheim
Convention
Center

ANAHEIM
GARDEN
GROVE
SANTA
ANA
COSTA
MESA
Commonwealth 26
Chapman 123
Orangethorpe 30
Santa Fe
La Palma 38
Lincoln 42
Ball 46, 83
East Shuttle Area 43, 83; RTA 200, ART
Katella 50, 83; RTA 200, ART
Chapman 54
Garden Grove 56
Westminster 60, 560
First 64
McFadden 66
Edinger 70
Warner 72
MacArthur 76
Pomona
Lemon

FULLERTON
Kaiser Permanente
Harbor Learning Center
Fullerton
College

FULLERTON

TRANSPORTATION
CENTER
26, 43, 47, 143, 543
Metrolink/Amtrak
Harbor 143
Route 543/121322
Route 543 is a limited-stop route,
making stops only at time check points
and other designated stops .

NB
SB
Harbor & MacArthur
Harbor & Edinger
Harbor &
Westminster
Harbor & Katella
Harbor & Lincoln
Fullerton Transpor-
tation Center
5:17 5:21 5:29 5:42 5:52 6:03
5:41 5:45 5:53 6:06 6:16 6:27
6:05 6:09 6:17 6:30 6:40 6:51
6:29 6:33 6:41 6:54 7:04 7:15
6:53 6:57 7:05 7:18 7:28 7:39
7:17 7:21 7:29 7:42 7:52 8:03
7:41 7:45 7:53 8:06 8:16 8:28
8:04 8:09 8:17 8:31 8:42 8:56
8:28 8:33 8:41 8:55 9:06 9:20
8:52 8:57 9:05 9:19 9:30 9:44
9:16 9:21 9:29 9:43 9:54 10:08
9:40 9:45 9:53 10:07 10:18 10:32
10:04 10:09 10:17 10:31 10:42 10:56
10:28 10:33 10:41 10:55 11:06 11:20
10:52 10:57 11:05 11:19 11:30 11:44
11:16 11:21 11:29 11:43 11:54 12:08
11:37 11:43 11:53 12:09 12:20 12:34
12:01 12:07 12:17 12:33 12:44 12:58
12:25 12:31 12:41 12:57 1:08 1:22
12:49 12:55 1:05 1:21 1:32 1:46
1:13 1:19 1:29 1:45 1:56 2:10
1:37 1:43 1:53 2:09 2:20 2:34
2:01 2:07 2:17 2:33 2:44 2:58
2:25 2:31 2:41 2:57 3:08 3:22
2:49 2:55 3:05 3:21 3:32 3:46
3:13 3:19 3:29 3:45 3:56 4:10
3:37 3:43 3:53 4:09 4:20 4:34
4:01 4:07 4:17 4:33 4:44 4:58
4:25 4:31 4:41 4:57 5:08 5:22
4:50 4:55 5:05 5:22 5:32 5:45
5:14 5:19 5:29 5:46 5:56 6:09
5:38 5:43 5:53 6:10 6:20 6:33
6:02 6:07 6:17 6:34 6:44 6:57
6:26 6:31 6:41 6:58 7:08 7:21
Monday-Friday
NORTHBOUND To:

Fullerton Transportation Center
543
Fullerton Transportation Center to Santa Ana
via Harbor Blvd

Build an ebusbook at ocbus.com/ebusbook | Effective February 12, 2023 543
Fullerton Transportation Center to Santa Ana
via Harbor Blvd

Fullerton Transporta-
tion Center
Harbor & Lincoln
Harbor & Katella
Harbor &
Westminster
Harbor & Edinger
MacArthur & Harbor
5:15 5:26 5:40 5:53 6:01 6:06
5:39 5:50 6:04 6:17 6:25 6:30
6:03 6:14 6:28 6:41 6:49 6:54
6:27 6:38 6:52 7:05 7:13 7:18
6:51 7:02 7:16 7:29 7:37 7:42
7:15 7:26 7:40 7:53 8:01 8:06
7:39 7:50 8:04 8:17 8:25 8:30
8:03 8:14 8:28 8:41 8:49 8:54
8:27 8:38 8:52 9:05 9:13 9:18
8:51 9:02 9:16 9:29 9:37 9:42
9:15 9:26 9:40 9:53 10:01 10:06
9:39 9:50 10:04 10:17 10:25 10:30
10:03 10:14 10:28 10:41 10:49 10:54
10:27 10:38 10:52 11:05 11:13 11:18
10:51 11:02 11:16 11:29 11:37 11:42
11:14 11:29 11:40 11:53 12:01 12:06
11:38 11:53 12:04 12:17 12:25 12:30
12:02 12:17 12:28 12:41 12:49 12:54
12:26 12:41 12:52 1:05 1:13 1:18
12:50 1:05 1:16 1:29 1:37 1:42
1:13 1:26 1:38 1:53 2:01 2:06
1:37 1:50 2:02 2:17 2:25 2:30
2:01 2:14 2:26 2:41 2:49 2:54
2:25 2:38 2:50 3:05 3:13 3:18
2:49 3:02 3:14 3:29 3:37 3:42
3:13 3:25 3:39 3:53 4:01 4:06
3:37 3:49 4:03 4:17 4:25 4:30
4:01 4:13 4:27 4:41 4:49 4:54
4:28 4:39 4:52 5:05 5:13 5:19
4:52 5:03 5:16 5:29 5:37 5:43
5:16 5:27 5:40 5:53 6:01 6:07
5:40 5:51 6:04 6:17 6:25 6:31
6:04 6:15 6:28 6:41 6:49 6:55
6:28 6:39 6:52 7:05 7:13 7:19
Monday-Friday
SOUTHBOUND To:

Santa Ana

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix D
Synchro Reports – Existing Conditions

Queues
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 247 776 102 139 490 34 51 843 155 62 1140 v/c Ratio 0.77 0.87 0.20 0.64 0.66 0.08 0.26 0.60 0.22 0.24 0.76 Control Delay 38.0 44.0 3.2 34.8 37.5 0.4 17.0 19.7 4.3 14.1 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 Total Delay 38.0 44.0 3.2 34.8 37.5 0.4 17.0 20.1 4.3 14.1 27.4 Queue Length 50th (ft) 99 221 0 52 135 0 15 207 22 17 306 Queue Length 95th (ft) #183 #318 21 #107 188 0 22 151 7 38 #401 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 323 913 512 217 756 447 199 1441 730 265 1494 Starvation Cap Reductn 0 0 0 0 0 0 0 201 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.85 0.20 0.64 0.65 0.08 0.26 0.68 0.21 0.23 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 714 94 128 451 31 47 776 143 57 992 57 Future Volume (veh/h) 227 714 94 128 451 31 47 776 143 57 992 57 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 247 776 102 139 490 34 51 843 155 62 1078 62 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 347 872 389 232 714 318 219 1480 660 336 1435 83 Arrive On Green 0.12 0.25 0.25 0.08 0.20 0.20 0.08 0.83 0.83 0.04 0.42 0.42 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3415 196 Grp Volume(v), veh/h 247 776 102 139 490 34 51 843 155 62 561 579 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1835 Q Serve(g_s), s 10.3 19.0 4.7 5.8 11.5 1.6 1.5 6.8 1.8 1.9 24.1 24.1 Cycle Q Clear(g_c), s 10.3 19.0 4.7 5.8 11.5 1.6 1.5 6.8 1.8 1.9 24.1 24.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 347 872 389 232 714 318 219 1480 660 336 747 771 V/C Ratio(X) 0.71 0.89 0.26 0.60 0.69 0.11 0.23 0.57 0.23 0.18 0.75 0.75 Avail Cap(c_a), veh/h 347 908 405 232 750 335 273 1480 660 384 747 771 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.91 0.91 0.91 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.6 32.8 27.4 27.1 33.3 29.4 16.5 5.0 4.5 13.9 22.1 22.1 Incr Delay (d2), s/veh 6.7 10.6 0.4 3.8 2.3 0.1 0.5 1.5 0.8 0.3 4.3 4.2 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 4.6 9.2 1.8 2.5 5.1 0.6 0.6 1.8 0.7 0.7 10.4 10.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.3 43.4 27.7 30.9 35.6 29.5 17.0 6.4 5.3 14.2 26.4 26.3 LnGrp LOS C D C C D C B A A B C C
Approach Vol, veh/h 1125 663 1049 1202
Approach Delay, s/veh 39.3 34.3 6.8 25.7
Approach LOS D C A C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.4 42.5 12.0 27.1 8.1 42.8 16.0 23.1 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s6.5 34.0 7.0 23.0 6.5 34.0 11.0 19.0 Max Q Clear Time (g_c+I1), s3.9 8.8 7.8 21.0 3.5 26.1 12.3 13.5 Green Ext Time (p_c), s 0.0 7.1 0.0 1.1 0.0 4.4 0.0 1.6 Intersection Summary
HCM 6th Ctrl Delay 26.0
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 121 862 36 583 24 42 55 148
v/c Ratio 0.53 0.65 0.28 0.44 0.04 0.04 0.07 0.17
Control Delay 29.4 25.1 23.5 20.9 14.8 14.4 4.9 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.4 25.1 23.5 20.9 14.8 14.4 4.9 10.6
Queue Length 50th (ft) 55 214 15 128 7 12 0 29
Queue Length 95th (ft) 93 221 34 138 25 35 23 79
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 480 2764 267 2760 622 960 842 854
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.31 0.13 0.21 0.04 0.04 0.07 0.17 Intersection Summary
HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 763 30 33 507 29 22 39 51 35 30 71 Future Volume (veh/h) 111 763 30 33 507 29 22 39 51 35 30 71 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 121 829 33 36 551 32 24 42 55 38 33 77 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 269 1275 51 179 1249 72 733 985 834 233 211 430 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.53 0.53 0.53 0.53 0.53 0.53 Sat Flow, veh/h 788 3484 139 608 3414 198 1216 1870 1585 351 402 816 Grp Volume(v), veh/h 121 423 439 36 286 297 24 42 55 148 0 0 Grp Sat Flow(s),veh/h/ln 788 1777 1845 608 1777 1835 1216 1870 1585 1569 0 0 Q Serve(g_s), s 12.8 18.4 18.4 4.9 11.3 11.4 0.0 1.0 1.6 0.0 0.0 0.0 Cycle Q Clear(g_c), s 24.1 18.4 18.4 23.3 11.3 11.4 0.7 1.0 1.6 4.2 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.11 1.00 1.00 0.26 0.52
Lane Grp Cap(c), veh/h 269 650 675 179 650 672 733 985 834 875 0 0 V/C Ratio(X) 0.45 0.65 0.65 0.20 0.44 0.44 0.03 0.04 0.07 0.17 0.00 0.00 Avail Cap(c_a), veh/h 600 1395 1449 434 1395 1440 733 985 834 875 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) 0.61 0.61 0.61 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 31.4 24.5 24.5 34.2 22.3 22.3 10.6 10.7 10.8 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.7 0.7 0.4 0.4 0.4 0.1 0.1 0.2 0.4 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 2.4 7.6 7.9 0.7 4.7 4.8 0.2 0.4 0.6 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 25.2 25.2 34.6 22.6 22.6 10.7 10.7 11.0 11.8 0.0 0.0 LnGrp LOS C C C C C C B B B B A A
Approach Vol, veh/h 983 619 121 148
Approach Delay, s/veh 26.0 23.3 10.8 11.8
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 54.0 39.0 54.0 39.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 73.0 10.0 73.0
Max Q Clear Time (g_c+I1), s 3.6 26.1 6.2 25.3
Green Ext Time (p_c), s 0.2 7.9 0.2 4.5
Intersection Summary
HCM 6th Ctrl Delay 23.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 113 702 97 182 455 82 87 698 209 84 735 v/c Ratio 0.40 0.76 0.19 0.55 0.65 0.19 0.31 0.53 0.30 0.29 0.56 Control Delay 38.8 36.7 2.7 44.7 37.4 2.0 21.6 25.3 7.3 20.5 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 36.7 2.7 44.7 37.4 2.0 21.6 25.3 7.3 20.5 25.5 Queue Length 50th (ft) 56 188 0 51 126 0 28 174 16 27 185 Queue Length 95th (ft) 116 252 17 84 163 8 56 234 66 54 245 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 280 991 543 354 983 540 288 1329 699 302 1320 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.71 0.18 0.51 0.46 0.15 0.30 0.53 0.30 0.28 0.56 Intersection Summary
HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 646 89 167 419 75 80 642 192 77 609 67 Future Volume (veh/h) 104 646 89 167 419 75 80 642 192 77 609 67 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 113 702 97 182 455 82 87 698 209 84 662 73 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 246 848 378 254 613 274 480 890 397 481 811 89 Arrive On Green 0.15 0.24 0.24 0.08 0.17 0.17 0.21 0.25 0.25 0.21 0.25 0.25 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3228 356 Grp Volume(v), veh/h 113 702 97 182 455 82 87 698 209 84 364 371 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1806 Q Serve(g_s), s 5.5 16.9 4.5 5.0 10.9 4.1 0.0 16.5 10.2 0.0 17.4 17.4 Cycle Q Clear(g_c), s 5.5 16.9 4.5 5.0 10.9 4.1 0.0 16.5 10.2 0.0 17.4 17.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 246 848 378 254 613 274 480 890 397 481 447 454 V/C Ratio(X) 0.46 0.83 0.26 0.72 0.74 0.30 0.18 0.78 0.53 0.17 0.82 0.82 Avail Cap(c_a), veh/h 246 987 440 354 987 440 480 1145 511 481 573 582 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) 0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 32.5 27.8 40.4 35.3 32.5 26.7 31.5 29.1 26.4 31.7 31.7 Incr Delay (d2), s/veh 1.0 4.0 0.3 4.2 1.8 0.6 0.2 6.9 4.9 0.2 15.1 15.0 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 2.3 7.5 1.7 2.1 4.8 1.6 1.5 7.7 4.4 1.4 9.1 9.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.2 36.6 28.1 44.6 37.1 33.1 26.9 38.3 34.0 26.5 46.8 46.7 LnGrp LOS D D C D D C C D C C D D
Approach Vol, veh/h 912 719 994 819
Approach Delay, s/veh 35.6 38.6 36.4 44.7
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.8 27.5 12.2 26.5 23.7 27.6 18.1 20.5 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s6.5 29.0 10.0 25.0 6.5 29.0 10.0 25.0 Max Q Clear Time (g_c+I1), s2.0 18.5 7.0 18.9 2.0 19.4 7.5 12.9 Green Ext Time (p_c), s 0.1 4.1 0.2 2.6 0.1 3.2 0.1 2.6 Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 38 45 43 4 25 1028 51 16 1277 26
v/c Ratio 0.25 0.20 0.34 0.02 0.07 0.38 0.04 0.04 0.48 0.02 Control Delay 41.1 4.2 45.2 0.2 3.0 5.5 0.8 1.9 4.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0
Total Delay 41.1 4.2 45.2 0.2 3.0 5.5 0.8 1.9 4.6 0.0
Queue Length 50th (ft) 21 0 23 0 1 63 0 2 168 0
Queue Length 95th (ft) 49 10 55 0 8 223 7 m1 66 m0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 378 417 308 417 344 2689 1223 453 2654 1208 Starvation Cap Reductn 0 0 0 0 0 0 0 0 901 0
Spillback Cap Reductn 0 0 0 0 0 61 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.11 0.14 0.01 0.07 0.39 0.04 0.04 0.73 0.02 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 27 41 31 8 4 23 946 47 15 1175 24 Future Volume (veh/h) 8 27 41 31 8 4 23 946 47 15 1175 24 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 9 29 45 34 9 4 25 1028 51 16 1277 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 49 125 352 72 11 352 387 1323 590 530 1575 703 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.17 0.37 0.37 0.24 0.44 0.44 Sat Flow, veh/h 0 563 1585 0 50 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 38 0 45 43 0 4 25 1028 51 16 1277 26 Grp Sat Flow(s),veh/h/ln 563 0 1585 50 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.0 0.0 0.0 0.2 0.0 23.0 1.9 0.0 28.1 0.8 Cycle Q Clear(g_c), s 20.0 0.0 2.0 20.0 0.0 0.2 0.0 23.0 1.9 0.0 28.1 0.8 Prop In Lane 0.24 1.00 0.79 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 175 0 352 83 0 352 387 1323 590 530 1575 703 V/C Ratio(X) 0.22 0.00 0.13 0.52 0.00 0.01 0.06 0.78 0.09 0.03 0.81 0.04 Avail Cap(c_a), veh/h 175 0 352 83 0 352 387 1974 881 530 1974 881 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 1.00 1.00 0.64 0.64 0.64 Uniform Delay (d), s/veh 28.9 0.0 28.0 40.0 0.0 27.3 28.6 25.0 18.3 20.7 21.8 14.2 Incr Delay (d2), s/veh 0.6 0.0 0.2 5.7 0.0 0.0 0.1 4.5 0.3 0.0 3.0 0.1 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 0.7 0.0 0.8 1.1 0.0 0.1 0.4 10.1 0.7 0.2 11.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.5 0.0 28.2 45.6 0.0 27.3 28.7 29.5 18.6 20.7 24.8 14.2 LnGrp LOS C A C D A C C C B C C B
Approach Vol, veh/h 83 47 1104 1319
Approach Delay, s/veh 28.8 44.1 29.0 24.5
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s26.5 38.5 25.0 20.1 44.9 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 50.0 20.0 5.0 50.0 20.0
Max Q Clear Time (g_c+I1), s2.0 25.0 22.0 2.0 30.1 22.0 Green Ext Time (p_c), s 0.0 8.5 0.0 0.0 9.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.0
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

Intersection
Intersection Delay, s/veh7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 73 11 3 3 12 16 6 13 1 22 9 50
Future Vol, veh/h 73 11 3 3 12 16 6 13 1 22 9 50
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 79 12 3 3 13 17 7 14 1 24 10 54
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 7.9 7.2 7.9 7.5

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 32% 0% 84% 10% 71% 0%
Vol Thru, % 68% 0% 13% 39% 29% 0%
Vol Right, % 0%100% 3% 52% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 19 1 87 31 31 50
LT Vol 6 0 73 3 22 0
Through Vol 13 0 11 12 9 0
RT Vol 0 1 3 16 0 50
Lane Flow Rate 21 1 95 34 34 54
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.028 0.001 0.113 0.037 0.048 0.061
Departure Headway (Hd) 4.965 4.105 4.289 4.001 5.126 4.069 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 712 858 825 900 692 870
Service Time 2.758 1.897 2.371 2.001 2.903 1.845
HCM Lane V/C Ratio 0.029 0.001 0.115 0.038 0.049 0.062
HCM Control Delay 7.9 6.9 7.9 7.2 8.2 7.1
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.4 0.1 0.2 0.2
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/14/2023
Existing AM 11:12 am 02/08/2023 Baseline Synchro 11 Report

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 1 3 28 17 1 10 27 909 45 8 849 19
Future Vol, veh/h 1 3 28 17 1 10 27 909 45 8 849 19
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 3 30 18 1 11 29 988 49 9 923 21

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1505 2047 472 1527 2008 494 944 0 0 1037 0 0 Stage 1 952 952 - 1046 1046 - - - - - - -
Stage 2 553 1095 - 481 962 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 84 55 538 80 59 521 722 - - 666 - -
Stage 1 279 336 - 244 304 - - - - - - -
Stage 2 485 288 - 535 332 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver78 52 538 69 56 521 722 - - 666 - -
Mov Cap-2 Maneuver78 52 - 69 56 - - - - - - -
Stage 1 268 331 - 234 292 - - - - - - -
Stage 2 454 276 - 493 327 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s20.9 56.7 0.3 0.1

HCM LOS C F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 722 - - 261 99 666 - -
HCM Lane V/C Ratio 0.041 - - 0.133 0.307 0.013 - -
HCM Control Delay (s) 10.2 - - 20.9 56.7 10.5 - -
HCM Lane LOS B - - C F B - -
HCM 95th %tile Q(veh) 0.1 - - 0.5 1.2 0 - -
Queues
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 170 514 146 174 663 83 98 1012 146 66 1186 v/c Ratio 0.81 0.62 0.30 0.70 0.82 0.18 0.52 0.66 0.19 0.29 0.78 Control Delay 54.6 34.5 7.1 29.0 31.6 7.6 27.2 16.9 2.8 14.1 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 54.6 34.5 7.1 29.0 31.6 7.6 27.2 17.1 2.8 14.1 26.8 Queue Length 50th (ft) 67 136 1 72 207 19 14 246 30 17 304 Queue Length 95th (ft) #161 188 47 #139 267 46 #68 78 7 38 392 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 209 865 495 249 865 491 187 1542 768 226 1528 Starvation Cap Reductn 0 0 0 0 0 0 0 121 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.81 0.59 0.29 0.70 0.77 0.17 0.52 0.71 0.19 0.29 0.78 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 156 473 134 160 610 76 90 931 134 61 983 109 Future Volume (veh/h) 156 473 134 160 610 76 90 931 134 61 983 109 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 170 514 146 174 663 83 98 1012 146 66 1068 118 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 219 794 354 260 794 354 240 1594 711 330 1428 158 Arrive On Green 0.07 0.22 0.22 0.02 0.07 0.07 0.10 0.90 0.90 0.04 0.44 0.44 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3227 356 Grp Volume(v), veh/h 170 514 146 174 663 83 98 1012 146 66 588 598 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1806 Q Serve(g_s), s 6.0 11.8 7.1 6.0 16.6 4.4 2.8 6.1 1.0 1.9 24.8 24.9 Cycle Q Clear(g_c), s 6.0 11.8 7.1 6.0 16.6 4.4 2.8 6.1 1.0 1.9 24.8 24.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 219 794 354 260 794 354 240 1594 711 330 786 799 V/C Ratio(X) 0.78 0.65 0.41 0.67 0.84 0.23 0.41 0.64 0.21 0.20 0.75 0.75 Avail Cap(c_a), veh/h 219 869 387 260 869 387 258 1594 711 358 786 799 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.73 0.73 0.73 0.88 0.88 0.88 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 31.7 29.9 29.5 40.0 34.4 15.7 2.9 2.6 12.5 20.9 20.9 Incr Delay (d2), s/veh 16.0 1.5 0.8 4.8 4.9 0.2 1.0 1.7 0.6 0.3 4.0 3.9 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 3.8 5.1 2.7 1.1 8.4 1.8 1.0 1.5 0.4 0.7 10.6 10.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.4 33.2 30.7 34.3 45.0 34.7 16.7 4.6 3.2 12.8 24.8 24.8 LnGrp LOS D C C C D C B A A B C C
Approach Vol, veh/h 830 920 1256 1252
Approach Delay, s/veh 35.3 42.0 5.4 24.2
Approach LOS D D A C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.5 45.4 11.0 25.1 9.1 44.8 11.0 25.1 Change Period (Y+Rc), s 4.5 5.0 5.0 5.0 4.5 5.0 5.0 5.0 Max Green Setting (Gmax), s5.5 37.0 6.0 22.0 5.5 37.0 6.0 22.0 Max Q Clear Time (g_c+I1), s3.9 8.1 8.0 13.8 4.8 26.9 8.0 18.6 Green Ext Time (p_c), s 0.0 9.2 0.0 2.5 0.0 5.5 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 52 651 54 854 20 27 64 140
v/c Ratio 0.41 0.49 0.27 0.65 0.03 0.03 0.08 0.16
Control Delay 37.8 29.7 34.2 39.2 14.2 13.9 4.6 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.8 29.7 34.2 39.2 14.2 13.9 4.6 8.2
Queue Length 50th (ft) 30 192 0 259 5 7 0 19
Queue Length 95th (ft) m53 210 m37 m260 21 25 23 62
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 266 2731 416 2735 634 964 850 864
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.24 0.13 0.31 0.03 0.03 0.08 0.16 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 559 40 50 746 40 18 25 59 32 18 78 Future Volume (veh/h) 48 559 40 50 746 40 18 25 59 32 18 78 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 52 608 43 54 811 43 20 27 64 35 20 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 1302 92 242 1327 70 710 939 796 217 140 475 Arrive On Green 0.13 0.13 0.13 0.13 0.13 0.13 0.50 0.50 0.50 0.50 0.50 0.50 Sat Flow, veh/h 612 3367 238 740 3432 182 1221 1870 1585 333 278 945 Grp Volume(v), veh/h 52 321 330 54 420 434 20 27 64 140 0 0 Grp Sat Flow(s),veh/h/ln 612 1777 1828 740 1777 1838 1221 1870 1585 1556 0 0 Q Serve(g_s), s 7.4 15.1 15.1 6.2 20.1 20.1 0.0 0.7 1.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 27.6 15.1 15.1 21.3 20.1 20.1 0.6 0.7 1.9 4.1 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.10 1.00 1.00 0.25 0.61
Lane Grp Cap(c), veh/h 180 687 707 242 687 710 710 939 796 832 0 0 V/C Ratio(X) 0.29 0.47 0.47 0.22 0.61 0.61 0.03 0.03 0.08 0.17 0.00 0.00 Avail Cap(c_a), veh/h 419 1382 1421 531 1382 1429 710 939 796 832 0 0 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.54 0.54 0.54 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 30.7 30.7 40.6 32.9 32.9 11.3 11.3 11.6 12.2 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.4 0.4 0.2 0.5 0.5 0.1 0.1 0.2 0.4 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 1.3 7.2 7.4 1.2 9.6 9.9 0.2 0.3 0.7 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 31.1 31.1 40.8 33.3 33.3 11.4 11.4 11.8 12.6 0.0 0.0 LnGrp LOS D C C D C C B B B B A A
Approach Vol, veh/h 703 908 111 140
Approach Delay, s/veh 32.2 33.8 11.6 12.6
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 50.2 39.8 50.2 39.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 70.0 10.0 70.0
Max Q Clear Time (g_c+I1), s 3.9 29.6 6.1 23.3
Green Ext Time (p_c), s 0.2 5.2 0.2 7.2
Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 87 497 113 296 688 101 123 727 198 67 771 v/c Ratio 0.43 0.71 0.26 0.59 0.83 0.21 0.48 0.53 0.28 0.26 0.61 Control Delay 40.1 22.4 6.5 40.3 43.1 3.0 28.5 24.8 7.4 20.0 26.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.1 22.4 6.5 40.3 43.1 3.0 28.5 24.8 7.4 20.0 26.5 Queue Length 50th (ft) 53 155 28 80 187 0 40 179 17 21 191 Queue Length 95th (ft) 97 206 55 122 #296 18 75 241 65 46 254 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 279 786 464 529 838 485 257 1366 706 262 1268 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.63 0.24 0.56 0.82 0.21 0.48 0.53 0.28 0.26 0.61 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 457 104 272 633 93 113 669 182 62 631 78 Future Volume (veh/h) 80 457 104 272 633 93 113 669 182 62 631 78 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 87 497 113 296 688 101 123 727 198 67 686 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 137 640 285 375 769 343 484 924 412 491 837 104 Arrive On Green 0.03 0.06 0.06 0.12 0.22 0.22 0.22 0.26 0.26 0.22 0.26 0.26 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3182 394 Grp Volume(v), veh/h 87 497 113 296 688 101 123 727 198 67 383 388 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1799 Q Serve(g_s), s 4.6 12.4 6.2 8.1 16.9 4.8 0.0 17.1 9.5 0.0 18.2 18.2 Cycle Q Clear(g_c), s 4.6 12.4 6.2 8.1 16.9 4.8 0.0 17.1 9.5 0.0 18.2 18.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 137 640 285 375 769 343 484 924 412 491 467 473 V/C Ratio(X) 0.63 0.78 0.40 0.79 0.89 0.29 0.25 0.79 0.48 0.14 0.82 0.82 Avail Cap(c_a), veh/h 281 790 352 530 790 352 484 1185 528 491 592 600 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 40.5 37.6 38.6 34.3 29.5 26.8 31.0 28.2 25.5 31.2 31.2 Incr Delay (d2), s/veh 4.3 3.5 0.8 5.2 12.5 0.5 0.3 6.7 4.0 0.1 14.8 14.7 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 2.1 6.2 2.5 3.4 8.5 1.8 2.1 8.0 4.0 1.1 9.5 9.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 44.1 38.4 43.9 46.8 30.0 27.1 37.7 32.1 25.6 45.9 45.9 LnGrp LOS D D D D D C C D C C D D
Approach Vol, veh/h 697 1085 1048 838
Approach Delay, s/veh 43.5 44.4 35.4 44.3
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s24.8 28.4 15.6 21.2 24.5 28.7 12.3 24.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 30.0 15.0 20.0 5.0 30.0 15.0 20.0 Max Q Clear Time (g_c+I1), s2.0 19.1 10.1 14.4 2.0 20.2 6.6 18.9 Green Ext Time (p_c), s 0.0 4.3 0.5 1.8 0.1 3.4 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 48 51 58 27 46 1193 50 37 1293 58 v/c Ratio 0.34 0.22 0.42 0.12 0.15 0.48 0.04 0.10 0.51 0.05 Control Delay 43.3 5.2 46.3 1.0 4.5 8.5 0.8 2.1 5.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0
Total Delay 43.3 5.2 46.3 1.0 4.5 8.5 0.8 2.1 5.3 0.1
Queue Length 50th (ft) 26 0 32 0 4 162 0 3 120 1
Queue Length 95th (ft) 58 14 67 0 13 274 6 m3 95 m0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 316 417 310 417 315 2481 1135 382 2547 1163 Starvation Cap Reductn 0 0 0 0 0 0 0 0 623 0
Spillback Cap Reductn 0 0 0 2 0 111 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.12 0.19 0.07 0.15 0.50 0.04 0.10 0.67 0.05 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 15 47 40 14 25 42 1098 46 34 1190 53 Future Volume (veh/h) 29 15 47 40 14 25 42 1098 46 34 1190 53 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 32 16 51 43 15 27 46 1193 50 37 1293 58 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 67 21 352 70 14 352 395 1496 667 455 1594 711 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.16 0.42 0.42 0.19 0.45 0.45 Sat Flow, veh/h 0 94 1585 0 65 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 48 0 51 58 0 27 46 1193 50 37 1293 58 Grp Sat Flow(s),veh/h/ln 94 0 1585 65 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.3 0.0 0.0 1.2 0.0 26.3 1.7 0.0 28.4 1.9 Cycle Q Clear(g_c), s 20.0 0.0 2.3 20.0 0.0 1.2 0.0 26.3 1.7 0.0 28.4 1.9 Prop In Lane 0.67 1.00 0.74 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 87 0 352 84 0 352 395 1496 667 455 1594 711 V/C Ratio(X) 0.55 0.00 0.14 0.69 0.00 0.08 0.12 0.80 0.07 0.08 0.81 0.08 Avail Cap(c_a), veh/h 87 0 352 84 0 352 395 1974 881 455 1974 881 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 1.00 1.00 0.62 0.62 0.62 Uniform Delay (d), s/veh 36.6 0.0 28.1 40.1 0.0 27.7 27.4 22.7 15.6 22.9 21.5 14.2 Incr Delay (d2), s/veh 7.1 0.0 0.2 21.1 0.0 0.1 0.1 4.5 0.2 0.0 2.9 0.1 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 1.2 0.0 0.9 1.8 0.0 0.5 0.8 11.4 0.6 0.6 11.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.6 0.0 28.3 61.2 0.0 27.8 27.5 27.2 15.8 22.9 24.4 14.4 LnGrp LOS D A C E A C C C B C C B
Approach Vol, veh/h 99 85 1289 1388
Approach Delay, s/veh 35.7 50.6 26.8 24.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s22.1 42.9 25.0 19.6 45.4 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 50.0 20.0 5.0 50.0 20.0
Max Q Clear Time (g_c+I1), s2.0 28.3 22.0 2.0 30.4 22.0 Green Ext Time (p_c), s 0.0 9.6 0.0 0.0 10.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 22 1 4 41 15 5 21 5 20 10 77
Future Vol, veh/h 48 22 1 4 41 15 5 21 5 20 10 77
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 52 24 1 4 45 16 5 23 5 22 11 84
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8 7.6 7.8 7.6

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 19% 0% 68% 7% 67% 0%
Vol Thru, % 81% 0% 31% 68% 33% 0%
Vol Right, % 0%100% 1% 25% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 26 5 71 60 30 77
LT Vol 5 0 48 4 20 0
Through Vol 21 0 22 41 10 0
RT Vol 0 5 1 15 0 77
Lane Flow Rate 28 5 77 65 33 84
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.04 0.006 0.096 0.077 0.047 0.098
Departure Headway (Hd) 5.052 4.252 4.474 4.227 5.237 4.2 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 711 844 804 850 688 859
Service Time 2.766 1.966 2.484 2.238 2.937 1.9
HCM Lane V/C Ratio 0.039 0.006 0.096 0.076 0.048 0.098
HCM Control Delay 8 7 8 7.6 8.2 7.4
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.3 0.2 0.1 0.3
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/14/2023
Existing PM 3:25 pm 02/22/2023 Synchro 11 Report

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 6 1 47 7 0 8 33 949 22 3 978 19
Future Vol, veh/h 6 1 47 7 0 8 33 949 22 3 978 19
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 1 51 8 0 9 36 1032 24 3 1063 21

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1668 2208 542 1642 2194 516 1084 0 0 1056 0 0 Stage 1 1080 1080 - 1104 1104 - - - - - - -
Stage 2 588 1128 - 538 1090 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 63 44 485 66 45 504 639 - - 655 - -
Stage 1 233 293 - 225 285 - - - - - - -
Stage 2 462 278 - 495 289 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver59 41 485 55 42 504 639 - - 655 - -
Mov Cap-2 Maneuver59 41 - 55 42 - - - - - - -
Stage 1 220 292 - 212 269 - - - - - - -
Stage 2 428 262 - 439 288 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s24.6 45.5 0.4 0

HCM LOS C E

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 639 - - 242 105 655 - -
HCM Lane V/C Ratio 0.056 - - 0.243 0.155 0.005 - -
HCM Control Delay (s) 11 - - 24.6 45.5 10.5 - -
HCM Lane LOS B - - C E B - -
HCM 95th %tile Q(veh) 0.2 - - 0.9 0.5 0 - -

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix E
Synchro Reports – Opening Year Conditions

Queues
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 261 817 110 146 515 35 53 889 163 66 1201 v/c Ratio 0.84 0.86 0.21 0.78 0.70 0.07 0.28 0.63 0.22 0.28 0.80 Control Delay 46.3 41.4 3.1 46.7 32.9 1.8 15.9 24.7 2.0 15.0 29.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 0.0 Total Delay 46.3 41.4 3.1 46.7 32.9 1.8 15.9 27.2 2.0 15.0 29.0 Queue Length 50th (ft) 105 228 0 49 155 0 15 216 0 19 331 Queue Length 95th (ft) #216 #310 22 #125 218 8 34 283 22 40 #465 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 310 983 544 188 747 496 189 1423 760 240 1496 Starvation Cap Reductn 0 0 0 0 0 0 0 390 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.84 0.83 0.20 0.78 0.69 0.07 0.28 0.86 0.21 0.28 0.80 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 752 101 134 474 32 49 818 150 61 1045 60 Future Volume (veh/h) 240 752 101 134 474 32 49 818 150 61 1045 60 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 261 817 110 146 515 35 53 889 163 66 1136 65 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 329 931 415 197 694 309 206 1476 659 268 1433 82 Arrive On Green 0.12 0.26 0.26 0.02 0.06 0.06 0.04 0.42 0.42 0.04 0.42 0.42 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3417 195 Grp Volume(v), veh/h 261 817 110 146 515 35 53 889 163 66 590 611 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1835 Q Serve(g_s), s 10.9 19.8 5.0 5.0 12.8 1.9 1.6 17.6 6.0 2.0 26.0 26.0 Cycle Q Clear(g_c), s 10.9 19.8 5.0 5.0 12.8 1.9 1.6 17.6 6.0 2.0 26.0 26.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 329 931 415 197 694 309 206 1476 659 268 745 770 V/C Ratio(X) 0.79 0.88 0.27 0.74 0.74 0.11 0.26 0.60 0.25 0.25 0.79 0.79 Avail Cap(c_a), veh/h 329 987 440 197 750 335 250 1476 659 305 745 770 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.91 0.91 0.91 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 31.8 26.3 32.8 39.9 34.8 17.9 20.5 17.1 15.6 22.7 22.7 Incr Delay (d2), s/veh 12.5 8.8 0.3 12.6 3.4 0.1 0.6 1.7 0.8 0.5 5.8 5.7 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 5.3 9.4 1.9 1.6 6.4 0.7 0.6 7.3 2.3 0.8 11.5 11.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 40.6 26.7 45.4 43.2 34.9 18.5 22.2 18.0 16.1 28.5 28.4 LnGrp LOS D D C D D C B C B B C C
Approach Vol, veh/h 1188 696 1105 1267
Approach Delay, s/veh 38.6 43.3 21.4 27.8
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.0 42.4 10.0 28.6 8.7 42.8 16.0 22.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 34.0 5.0 25.0 6.0 34.0 11.0 19.0 Max Q Clear Time (g_c+I1), s4.0 19.6 7.0 21.8 3.6 28.0 12.9 14.8 Green Ext Time (p_c), s 0.0 5.9 0.0 1.7 0.0 3.7 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 31.7
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 126 908 38 611 25 45 58 154
v/c Ratio 0.52 0.64 0.28 0.43 0.04 0.05 0.07 0.19
Control Delay 40.4 37.0 36.4 34.5 16.2 15.8 5.4 11.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.4 37.0 36.4 34.5 16.2 15.8 5.4 11.7
Queue Length 50th (ft) 74 281 18 147 7 13 0 31
Queue Length 95th (ft) m98 m338 m36 167 26 39 24 85
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 470 2739 259 2735 580 905 799 806
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.33 0.15 0.22 0.04 0.05 0.07 0.19 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 804 31 35 532 30 23 41 53 37 31 74 Future Volume (veh/h) 116 804 31 35 532 30 23 41 53 37 31 74 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 126 874 34 38 578 33 25 45 58 40 34 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 290 1490 58 192 1461 83 649 863 731 210 188 376 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 768 3487 136 582 3417 195 1211 1870 1585 347 407 815 Grp Volume(v), veh/h 126 445 463 38 300 311 25 45 58 154 0 0 Grp Sat Flow(s),veh/h/ln 768 1777 1846 582 1777 1835 1211 1870 1585 1568 0 0 Q Serve(g_s), s 14.2 21.1 21.1 5.6 13.8 13.9 0.0 1.2 1.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 28.1 21.1 21.1 26.7 13.8 13.9 0.9 1.2 1.8 4.8 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.11 1.00 1.00 0.26 0.52
Lane Grp Cap(c), veh/h 290 759 789 192 759 784 649 863 731 774 0 0 V/C Ratio(X) 0.43 0.59 0.59 0.20 0.40 0.40 0.04 0.05 0.08 0.20 0.00 0.00 Avail Cap(c_a), veh/h 559 1382 1436 396 1382 1427 649 863 731 774 0 0 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.62 0.75 0.75 0.75 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 40.9 31.2 31.2 43.7 28.1 28.1 13.3 13.4 13.5 14.3 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.4 0.4 0.4 0.3 0.2 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 10.1 10.5 0.9 6.6 6.8 0.3 0.5 0.7 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 31.7 31.6 44.1 28.3 28.3 13.4 13.5 13.8 14.9 0.0 0.0 LnGrp LOS D C C D C C B B B B A A
Approach Vol, veh/h 1034 649 128 154
Approach Delay, s/veh 32.8 29.3 13.6 14.9
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.5 43.5 46.5 43.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 70.0 10.0 70.0
Max Q Clear Time (g_c+I1), s 3.8 30.1 6.8 28.7
Green Ext Time (p_c), s 0.2 8.4 0.2 4.7
Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 118 741 102 191 478 85 91 742 223 88 773 v/c Ratio 0.42 0.79 0.19 0.57 0.66 0.19 0.36 0.57 0.32 0.33 0.60 Control Delay 34.5 22.3 3.5 45.3 37.2 1.8 24.3 26.4 8.3 23.0 26.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 22.3 3.5 45.3 37.2 1.8 24.3 26.4 8.3 23.0 26.7 Queue Length 50th (ft) 71 235 13 53 133 0 31 193 22 30 203 Queue Length 95th (ft) #130 298 29 88 169 8 58 251 75 57 261 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 278 992 548 356 983 544 260 1312 692 268 1300 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.75 0.19 0.54 0.49 0.16 0.35 0.57 0.32 0.33 0.59 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 682 94 176 440 78 84 683 205 81 641 70 Future Volume (veh/h) 109 682 94 176 440 78 84 683 205 81 641 70 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 118 741 102 191 478 85 91 742 223 88 697 76 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 254 878 392 263 638 284 434 931 415 431 844 92 Arrive On Green 0.15 0.25 0.25 0.08 0.18 0.18 0.19 0.26 0.26 0.19 0.26 0.26 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3232 352 Grp Volume(v), veh/h 118 741 102 191 478 85 91 742 223 88 383 390 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1807 Q Serve(g_s), s 5.7 17.9 4.7 5.3 11.5 4.2 0.0 17.5 10.9 0.0 18.3 18.3 Cycle Q Clear(g_c), s 5.7 17.9 4.7 5.3 11.5 4.2 0.0 17.5 10.9 0.0 18.3 18.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 254 878 392 263 638 284 434 931 415 431 464 472 V/C Ratio(X) 0.47 0.84 0.26 0.73 0.75 0.30 0.21 0.80 0.54 0.20 0.83 0.83 Avail Cap(c_a), veh/h 254 987 440 354 987 440 434 1145 511 431 573 582 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) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 32.2 27.3 40.3 35.0 32.0 28.7 31.0 28.5 28.6 31.3 31.3 Incr Delay (d2), s/veh 1.0 4.9 0.3 4.9 1.8 0.6 0.2 7.1 4.9 0.2 15.4 15.2 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 2.4 8.1 1.8 2.2 5.0 1.6 1.6 8.2 4.6 1.6 9.6 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.0 37.1 27.5 45.2 36.8 32.6 28.9 38.0 33.4 28.8 46.7 46.6 LnGrp LOS D D C D D C C D C C D D
Approach Vol, veh/h 961 754 1056 861
Approach Delay, s/veh 35.9 38.5 36.3 44.8
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.8 28.6 12.4 27.2 21.8 28.5 18.5 21.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 29.0 10.0 25.0 6.0 29.0 10.0 25.0 Max Q Clear Time (g_c+I1), s2.0 19.5 7.3 19.9 2.0 20.3 7.7 13.5 Green Ext Time (p_c), s 0.1 4.0 0.2 2.4 0.1 3.2 0.1 2.7 Intersection Summary
HCM 6th Ctrl Delay 38.7
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 39 47 44 4 26 1084 53 17 1348 27
v/c Ratio 0.23 0.20 0.32 0.02 0.08 0.41 0.04 0.04 0.53 0.02 Control Delay 35.7 3.1 39.2 0.2 3.3 5.6 0.7 3.9 7.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.8 0.0
Total Delay 35.7 3.1 39.2 0.2 3.3 5.6 0.7 3.9 8.9 0.0
Queue Length 50th (ft) 18 0 21 0 1 67 0 1 93 0
Queue Length 95th (ft) 45 7 50 0 8 216 5 6 257 0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 384 429 311 429 318 2624 1198 416 2562 1172 Starvation Cap Reductn 0 0 0 0 0 0 0 0 993 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.11 0.14 0.01 0.08 0.41 0.04 0.04 0.86 0.02 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 28 43 32 8 4 24 997 49 16 1240 25 Future Volume (veh/h) 8 28 43 32 8 4 24 997 49 16 1240 25 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 9 30 47 35 9 4 26 1084 53 17 1348 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 55 141 357 81 12 357 332 1391 620 468 1626 725 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.13 0.39 0.39 0.20 0.46 0.46 Sat Flow, veh/h 0 628 1585 1 54 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 39 0 47 44 0 4 26 1084 53 17 1348 27 Grp Sat Flow(s),veh/h/ln 628 0 1585 54 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 1.9 0.0 0.0 0.2 0.0 21.4 1.7 0.0 26.5 0.8 Cycle Q Clear(g_c), s 18.0 0.0 1.9 18.0 0.0 0.2 0.0 21.4 1.7 0.0 26.5 0.8 Prop In Lane 0.23 1.00 0.80 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 197 0 357 93 0 357 332 1391 620 468 1626 725 V/C Ratio(X) 0.20 0.00 0.13 0.47 0.00 0.01 0.08 0.78 0.09 0.04 0.83 0.04 Avail Cap(c_a), veh/h 197 0 357 93 0 357 332 1866 832 468 1866 832 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 1.00 1.00 0.57 0.57 0.57 Uniform Delay (d), s/veh 25.4 0.0 24.8 35.2 0.0 24.1 28.2 21.3 15.3 20.6 19.0 12.0 Incr Delay (d2), s/veh 0.5 0.0 0.2 3.7 0.0 0.0 0.1 4.4 0.3 0.0 2.9 0.1 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 0.6 0.0 0.7 0.9 0.0 0.1 0.4 9.1 0.6 0.2 10.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 0.0 24.9 38.9 0.0 24.1 28.3 25.7 15.6 20.6 21.9 12.0 LnGrp LOS C A C D A C C C B C C B
Approach Vol, veh/h 86 48 1163 1392
Approach Delay, s/veh 25.4 37.6 25.3 21.7
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s20.7 36.3 23.0 15.4 41.6 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 42.0 18.0 5.0 42.0 18.0
Max Q Clear Time (g_c+I1), s2.0 23.4 20.0 2.0 28.5 20.0 Green Ext Time (p_c), s 0.0 7.9 0.0 0.0 8.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 76 12 3 3 13 17 6 14 1 23 9 52
Future Vol, veh/h 76 12 3 3 13 17 6 14 1 23 9 52
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 83 13 3 3 14 18 7 15 1 25 10 57
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8 7.2 7.9 7.5

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 30% 0% 84% 9% 72% 0%
Vol Thru, % 70% 0% 13% 39% 28% 0%
Vol Right, % 0%100% 3% 52% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 20 1 91 33 32 52
LT Vol 6 0 76 3 23 0
Through Vol 14 0 12 13 9 0
RT Vol 0 1 3 17 0 52
Lane Flow Rate 22 1 99 36 35 57
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.03 0.001 0.118 0.04 0.05 0.064
Departure Headway (Hd) 4.971 4.119 4.299 4.018 5.143 4.081 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 710 854 822 896 689 866
Service Time 2.77 1.916 2.386 2.018 2.925 1.862
HCM Lane V/C Ratio 0.031 0.001 0.12 0.04 0.051 0.066
HCM Control Delay 7.9 6.9 8 7.2 8.2 7.1
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.4 0.1 0.2 0.2
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/14/2023
Opening Year AM 11:03 am 03/08/2023 Synchro 11 Report

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 1 3 29 18 1 10 28 951 47 8 889 20
Future Vol, veh/h 1 3 29 18 1 10 28 951 47 8 889 20
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 3 32 20 1 11 30 1034 51 9 966 22

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1573 2140 494 1597 2100 517 988 0 0 1085 0 0 Stage 1 995 995 - 1094 1094 - - - - - - -
Stage 2 578 1145 - 503 1006 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 74 48 521 71 51 503 695 - - 639 - -
Stage 1 262 321 - 228 288 - - - - - - -
Stage 2 468 272 - 519 317 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver68 45 521 60 48 503 695 - - 639 - -
Mov Cap-2 Maneuver68 45 - 60 48 - - - - - - -
Stage 1 251 317 - 218 276 - - - - - - -
Stage 2 436 260 - 476 313 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s22.5 70.4 0.3 0.1

HCM LOS C F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 695 - - 241 85 639 - -
HCM Lane V/C Ratio 0.044 - - 0.149 0.371 0.014 - -
HCM Control Delay (s) 10.4 - - 22.5 70.4 10.7 - -
HCM Lane LOS B - - C F B - -
HCM 95th %tile Q(veh) 0.1 - - 0.5 1.5 0 - -
Queues
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 183 541 154 182 699 99 102 1097 152 76 1266 v/c Ratio 0.82 0.63 0.31 0.74 0.86 0.21 0.58 0.72 0.20 0.41 0.84 Control Delay 53.8 34.3 7.7 35.1 38.1 9.6 26.9 25.1 4.1 17.7 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.8 0.0 0.0 0.0 Total Delay 53.8 34.3 7.7 35.1 38.1 9.6 26.9 41.9 4.1 17.7 29.6 Queue Length 50th (ft) 73 144 4 84 218 25 28 273 2 20 336 Queue Length 95th (ft) #173 199 51 #186 #290 58 #72 352 37 42 #449 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 222 865 496 245 825 480 175 1521 763 187 1508 Starvation Cap Reductn 0 0 0 0 0 0 0 436 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.63 0.31 0.74 0.85 0.21 0.58 1.01 0.20 0.41 0.84 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 498 142 167 643 91 94 1009 140 70 1049 116 Future Volume (veh/h) 168 498 142 167 643 91 94 1009 140 70 1049 116 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 183 541 154 182 699 99 102 1097 152 76 1140 126 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 231 840 375 263 801 357 212 1519 677 232 1365 151 Arrive On Green 0.08 0.24 0.24 0.02 0.07 0.07 0.05 0.43 0.43 0.05 0.42 0.42 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3227 356 Grp Volume(v), veh/h 183 541 154 182 699 99 102 1097 152 76 627 639 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1806 Q Serve(g_s), s 7.0 12.3 7.4 6.0 17.5 5.3 3.0 23.0 5.5 2.2 28.3 28.4 Cycle Q Clear(g_c), s 7.0 12.3 7.4 6.0 17.5 5.3 3.0 23.0 5.5 2.2 28.3 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 231 840 375 263 801 357 212 1519 677 232 752 764 V/C Ratio(X) 0.79 0.64 0.41 0.69 0.87 0.28 0.48 0.72 0.22 0.33 0.83 0.84 Avail Cap(c_a), veh/h 231 869 387 263 829 370 218 1519 677 246 752 764 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 30.9 29.1 29.9 40.4 34.7 19.2 21.3 16.3 16.7 23.1 23.2 Incr Delay (d2), s/veh 16.9 1.6 0.7 5.6 7.6 0.3 1.4 2.5 0.6 0.8 8.0 8.1 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 4.1 5.4 2.8 1.4 9.1 2.1 1.2 9.6 2.0 0.9 12.9 13.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 32.5 29.8 35.6 48.0 35.0 20.6 23.9 17.0 17.5 31.2 31.3 LnGrp LOS D C C D D D C C B B C C
Approach Vol, veh/h 878 980 1351 1342
Approach Delay, s/veh 34.6 44.4 22.9 30.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 43.5 11.0 26.3 9.6 43.1 12.0 25.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 37.0 6.0 22.0 5.0 37.0 7.0 21.0 Max Q Clear Time (g_c+I1), s4.2 25.0 8.0 14.3 5.0 30.4 9.0 19.5 Green Ext Time (p_c), s 0.0 6.4 0.0 2.5 0.0 4.2 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 32.0
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 54 692 57 912 21 28 67 146
v/c Ratio 0.41 0.48 0.27 0.64 0.04 0.03 0.08 0.18
Control Delay 35.6 27.6 31.6 36.5 16.2 15.8 5.1 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.6 27.6 31.6 36.5 16.2 15.8 5.1 10.0
Queue Length 50th (ft) 30 201 28 266 6 8 0 23
Queue Length 95th (ft) m55 251 m31 m228 23 28 26 72
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 275 2925 435 2930 587 905 803 813
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.24 0.13 0.31 0.04 0.03 0.08 0.18 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 594 42 52 797 42 19 26 62 33 19 82 Future Volume (veh/h) 50 594 42 52 797 42 19 26 62 33 19 82 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 54 646 46 57 866 46 21 28 67 36 21 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 182 1393 99 249 1421 75 670 888 753 204 135 451 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 580 3365 239 712 3432 182 1216 1870 1585 325 283 949 Grp Volume(v), veh/h 54 341 351 57 448 464 21 28 67 146 0 0 Grp Sat Flow(s),veh/h/ln 580 1777 1827 712 1777 1838 1216 1870 1585 1557 0 0 Q Serve(g_s), s 8.1 15.9 15.9 6.8 21.4 21.4 0.0 0.7 2.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 29.5 15.9 15.9 22.8 21.4 21.4 0.7 0.7 2.1 4.5 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.10 1.00 1.00 0.25 0.61
Lane Grp Cap(c), veh/h 182 736 756 249 736 761 670 888 753 789 0 0 V/C Ratio(X) 0.30 0.46 0.46 0.23 0.61 0.61 0.03 0.03 0.09 0.18 0.00 0.00 Avail Cap(c_a), veh/h 425 1481 1523 547 1481 1531 670 888 753 789 0 0 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.37 0.37 0.37 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.9 29.6 29.7 40.1 32.0 32.0 12.6 12.6 13.0 13.6 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.4 0.4 0.2 0.3 0.3 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 7.6 7.8 1.3 10.2 10.5 0.2 0.3 0.8 1.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 30.0 30.0 40.3 32.3 32.3 12.7 12.7 13.2 14.1 0.0 0.0 LnGrp LOS D C C D C C B B B B A A
Approach Vol, veh/h 746 969 116 146
Approach Delay, s/veh 31.2 32.8 13.0 14.1
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.7 42.3 47.7 42.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 4.1 31.5 6.5 24.8
Green Ext Time (p_c), s 0.0 5.7 0.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 91 526 122 311 732 105 135 764 208 71 812 v/c Ratio 0.38 0.73 0.28 0.60 0.92 0.22 0.57 0.58 0.31 0.29 0.67 Control Delay 36.8 23.8 6.5 40.0 53.4 3.4 36.0 26.5 9.4 22.9 28.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.8 23.8 6.5 40.0 53.4 3.4 36.0 26.5 9.4 22.9 28.5 Queue Length 50th (ft) 54 163 32 86 215 0 44 189 24 22 201 Queue Length 95th (ft) 99 219 54 122 #326 21 #107 269 81 51 286 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 372 786 464 702 792 467 236 1315 679 243 1215 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.67 0.26 0.44 0.92 0.22 0.57 0.58 0.31 0.29 0.67 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 484 112 286 673 97 124 703 191 65 665 82 Future Volume (veh/h) 84 484 112 286 673 97 124 703 191 65 665 82 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 91 526 122 311 732 105 135 764 208 71 723 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 152 665 297 399 790 352 452 900 402 464 822 101 Arrive On Green 0.03 0.06 0.06 0.13 0.22 0.22 0.21 0.25 0.25 0.21 0.26 0.26 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3185 392 Grp Volume(v), veh/h 91 526 122 311 732 105 135 764 208 71 403 409 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1800 Q Serve(g_s), s 4.8 13.1 6.7 8.5 18.2 5.0 0.3 18.4 10.2 0.0 19.6 19.6 Cycle Q Clear(g_c), s 4.8 13.1 6.7 8.5 18.2 5.0 0.3 18.4 10.2 0.0 19.6 19.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 152 665 297 399 790 352 452 900 402 464 459 465 V/C Ratio(X) 0.60 0.79 0.41 0.78 0.93 0.30 0.30 0.85 0.52 0.15 0.88 0.88 Avail Cap(c_a), veh/h 375 790 352 707 790 352 452 987 440 464 494 500 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 40.5 37.4 38.2 34.3 29.2 28.0 32.0 28.9 27.1 32.0 32.0 Incr Delay (d2), s/veh 3.3 4.2 0.8 3.3 16.9 0.5 0.4 9.8 4.7 0.2 20.6 20.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 6.6 2.8 3.5 9.5 1.9 2.3 8.9 4.3 1.2 10.8 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 44.6 38.3 41.5 51.2 29.6 28.4 41.8 33.6 27.3 52.7 52.6 LnGrp LOS D D D D D C C D C C D D
Approach Vol, veh/h 739 1148 1107 883
Approach Delay, s/veh 43.7 46.6 38.6 50.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s24.1 27.8 16.3 21.8 23.6 28.2 13.1 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 25.0 20.0 20.0 5.0 25.0 20.0 20.0 Max Q Clear Time (g_c+I1), s2.0 20.4 10.5 15.1 2.3 21.6 6.8 20.2 Green Ext Time (p_c), s 0.0 2.4 0.8 1.7 0.1 1.6 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 44.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Queues
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 50 53 62 28 48 1289 52 39 1377 60 v/c Ratio 0.32 0.21 0.41 0.11 0.16 0.54 0.05 0.11 0.56 0.05 Control Delay 37.3 4.7 40.2 0.9 5.1 9.0 0.7 4.1 8.8 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0
Total Delay 37.3 4.7 40.2 0.9 5.1 9.0 0.7 4.1 9.9 0.9
Queue Length 50th (ft) 24 0 29 0 4 180 0 3 187 0
Queue Length 95th (ft) 54 14 63 0 13 256 6 11 284 8
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 319 425 313 425 294 2400 1102 341 2441 1119 Starvation Cap Reductn 0 0 0 0 0 0 0 0 766 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.12 0.20 0.07 0.16 0.54 0.05 0.11 0.82 0.05 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 16 49 42 15 26 44 1186 48 36 1267 55 Future Volume (veh/h) 30 16 49 42 15 26 44 1186 48 36 1267 55 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 33 17 53 46 16 28 48 1289 52 39 1377 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 75 24 357 78 16 357 345 1580 705 391 1651 737 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.13 0.44 0.44 0.15 0.46 0.46 Sat Flow, veh/h 0 107 1585 0 72 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 50 0 53 62 0 28 48 1289 52 39 1377 60 Grp Sat Flow(s),veh/h/ln 107 0 1585 72 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.1 0.0 0.0 1.1 0.0 25.3 1.5 0.0 27.1 1.7 Cycle Q Clear(g_c), s 18.0 0.0 2.1 18.0 0.0 1.1 0.0 25.3 1.5 0.0 27.1 1.7 Prop In Lane 0.66 1.00 0.74 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 99 0 357 95 0 357 345 1580 705 391 1651 737 V/C Ratio(X) 0.51 0.00 0.15 0.66 0.00 0.08 0.14 0.82 0.07 0.10 0.83 0.08 Avail Cap(c_a), veh/h 99 0 357 95 0 357 345 1866 832 391 1866 832 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 1.00 1.00 0.54 0.54 0.54 Uniform Delay (d), s/veh 31.6 0.0 24.9 35.4 0.0 24.5 27.0 19.4 12.8 23.2 18.7 11.9 Incr Delay (d2), s/veh 4.1 0.0 0.2 15.1 0.0 0.1 0.2 4.8 0.2 0.1 2.8 0.1 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 1.1 0.0 0.8 1.6 0.0 0.4 0.8 10.6 0.5 0.6 10.8 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 0.0 25.0 50.5 0.0 24.5 27.2 24.1 13.0 23.3 21.6 12.0 LnGrp LOS D A C D A C C C B C C B
Approach Vol, veh/h 103 90 1389 1476
Approach Delay, s/veh 30.2 42.4 23.8 21.2
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s16.4 40.6 23.0 14.8 42.2 23.0
Change Period (Y+Rc), s 4.5 5.0 5.0 4.5 5.0 5.0
Max Green Setting (Gmax), s5.5 42.0 18.0 5.5 42.0 18.0
Max Q Clear Time (g_c+I1), s2.0 27.3 20.0 2.0 29.1 20.0 Green Ext Time (p_c), s 0.0 8.3 0.0 0.0 8.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 23 1 4 43 16 5 22 5 21 10 81
Future Vol, veh/h 50 23 1 4 43 16 5 22 5 21 10 81
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 54 25 1 4 47 17 5 24 5 23 11 88
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8 7.6 7.8 7.6

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 19% 0% 68% 6% 68% 0%
Vol Thru, % 81% 0% 31% 68% 32% 0%
Vol Right, % 0%100% 1% 25% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 27 5 74 63 31 81
LT Vol 5 0 50 4 21 0
Through Vol 22 0 23 43 10 0
RT Vol 0 5 1 16 0 81
Lane Flow Rate 29 5 80 68 34 88
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.041 0.006 0.1 0.081 0.049 0.103
Departure Headway (Hd) 5.071 4.275 4.493 4.244 5.259 4.216 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 709 840 800 848 685 855
Service Time 2.783 1.987 2.503 2.253 2.959 1.916
HCM Lane V/C Ratio 0.041 0.006 0.1 0.08 0.05 0.103
HCM Control Delay 8 7 8 7.6 8.2 7.4
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.3 0.3 0.2 0.3
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/14/2023
Opening Year PM 11:23 am 03/08/2023 Synchro 11 Report

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 6 1 49 7 0 8 35 993 23 3 1023 20
Future Vol, veh/h 6 1 49 7 0 8 35 993 23 3 1023 20
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 1 53 8 0 9 38 1079 25 3 1112 22

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1745 2309 567 1718 2295 540 1134 0 0 1104 0 0 Stage 1 1129 1129 - 1155 1155 - - - - - - -
Stage 2 616 1180 - 563 1140 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 55 38 467 58 38 486 612 - - 628 - -
Stage 1 217 277 - 209 269 - - - - - - -
Stage 2 445 262 - 478 274 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver51 35 467 48 35 486 612 - - 628 - -
Mov Cap-2 Maneuver51 35 - 48 35 - - - - - - -
Stage 1 204 276 - 196 252 - - - - - - -
Stage 2 410 246 - 420 273 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s27.1 52.4 0.4 0

HCM LOS D F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 612 - - 223 92 628 - -
HCM Lane V/C Ratio 0.062 - - 0.273 0.177 0.005 - -
HCM Control Delay (s) 11.3 - - 27.1 52.4 10.8 - -
HCM Lane LOS B - - D F B - -
HCM 95th %tile Q(veh) 0.2 - - 1.1 0.6 0 - -
Queues
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 261 824 110 146 522 35 57 899 163 66 1207 v/c Ratio 0.86 0.86 0.21 0.79 0.70 0.07 0.30 0.63 0.21 0.28 0.85 Control Delay 48.4 41.9 3.1 49.4 34.8 1.8 16.2 24.8 2.0 15.0 32.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 0.0 Total Delay 48.4 41.9 3.1 49.4 34.8 1.8 16.2 27.4 2.0 15.0 32.6 Queue Length 50th (ft) 105 231 0 72 157 0 16 220 0 19 334 Queue Length 95th (ft) #219 #326 22 #133 221 9 36 287 22 40 #468 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 305 983 544 185 747 496 189 1422 759 239 1415 Starvation Cap Reductn 0 0 0 0 0 0 0 389 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.86 0.84 0.20 0.79 0.70 0.07 0.30 0.87 0.21 0.28 0.85 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 758 101 134 480 32 52 827 150 61 1051 60 Future Volume (veh/h) 240 758 101 134 480 32 52 827 150 61 1051 60 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 261 824 110 146 522 35 57 899 163 66 1142 65 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 328 935 417 197 698 311 206 1472 657 264 1425 81 Arrive On Green 0.12 0.26 0.26 0.02 0.06 0.06 0.04 0.41 0.41 0.04 0.42 0.42 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3418 194 Grp Volume(v), veh/h 261 824 110 146 522 35 57 899 163 66 593 614 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1835 Q Serve(g_s), s 10.9 20.0 4.9 5.0 13.0 1.9 1.7 17.9 6.0 2.0 26.3 26.4 Cycle Q Clear(g_c), s 10.9 20.0 4.9 5.0 13.0 1.9 1.7 17.9 6.0 2.0 26.3 26.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 328 935 417 197 698 311 206 1472 657 264 741 765 V/C Ratio(X) 0.80 0.88 0.26 0.74 0.75 0.11 0.28 0.61 0.25 0.25 0.80 0.80 Avail Cap(c_a), veh/h 328 987 440 197 750 335 247 1472 657 301 741 765 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.90 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 31.8 26.3 32.7 39.9 34.7 18.1 20.7 17.2 15.7 23.0 23.0 Incr Delay (d2), s/veh 12.7 9.1 0.3 12.9 3.6 0.1 0.7 1.7 0.8 0.5 6.3 6.1 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 5.3 9.5 1.9 1.6 6.5 0.7 0.7 7.4 2.3 0.8 11.7 12.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.6 40.9 26.6 45.7 43.5 34.8 18.8 22.4 18.0 16.2 29.3 29.1 LnGrp LOS D D C D D C B C B B C C
Approach Vol, veh/h 1195 703 1119 1273
Approach Delay, s/veh 38.8 43.5 21.6 28.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.0 42.3 10.0 28.7 8.8 42.5 16.0 22.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 34.0 5.0 25.0 6.0 34.0 11.0 19.0 Max Q Clear Time (g_c+I1), s4.0 19.9 7.0 22.0 3.7 28.4 12.9 15.0 Green Ext Time (p_c), s 0.0 5.9 0.0 1.7 0.0 3.6 0.0 1.3 Intersection Summary
HCM 6th Ctrl Delay 32.0
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 126 914 40 611 32 48 58 156
v/c Ratio 0.50 0.63 0.29 0.42 0.06 0.05 0.07 0.20
Control Delay 36.3 33.6 35.2 33.9 16.9 16.4 5.6 12.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.3 33.6 35.2 33.9 16.9 16.4 5.6 12.6
Queue Length 50th (ft) 74 281 19 148 9 14 0 34
Queue Length 95th (ft) m97 m335 m39 187 32 42 25 90
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 509 2932 280 2930 568 890 787 793
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.31 0.14 0.21 0.06 0.05 0.07 0.20 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 804 37 37 532 30 29 44 53 37 33 74 Future Volume (veh/h) 116 804 37 37 532 30 29 44 53 37 33 74 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 126 874 40 40 578 33 32 48 58 40 36 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 292 1486 68 192 1468 84 644 859 728 207 195 370 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 768 3460 158 579 3417 195 1209 1870 1585 341 424 806 Grp Volume(v), veh/h 126 449 465 40 300 311 32 48 58 156 0 0 Grp Sat Flow(s),veh/h/ln 768 1777 1842 579 1777 1835 1209 1870 1585 1571 0 0 Q Serve(g_s), s 14.2 21.3 21.3 6.0 13.8 13.9 0.0 1.3 1.8 0.0 0.0 0.0 Cycle Q Clear(g_c), s 28.1 21.3 21.3 27.2 13.8 13.9 1.2 1.3 1.8 4.9 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.11 1.00 1.00 0.26 0.51
Lane Grp Cap(c), veh/h 292 763 791 192 763 788 644 859 728 772 0 0 V/C Ratio(X) 0.43 0.59 0.59 0.21 0.39 0.39 0.05 0.06 0.08 0.20 0.00 0.00 Avail Cap(c_a), veh/h 602 1481 1535 425 1481 1529 644 859 728 772 0 0 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 0.75 0.75 0.75 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 40.7 31.2 31.2 43.9 28.0 28.0 13.5 13.5 13.7 14.5 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.4 0.4 0.4 0.2 0.2 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 10.1 10.5 0.9 6.6 6.8 0.4 0.6 0.7 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 31.6 31.6 44.3 28.2 28.2 13.6 13.6 13.9 15.1 0.0 0.0 LnGrp LOS D C C D C C B B B B A A
Approach Vol, veh/h 1040 651 138 156
Approach Delay, s/veh 32.8 29.2 13.7 15.1
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.3 43.7 46.3 43.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 3.8 30.1 6.9 29.2
Green Ext Time (p_c), s 0.0 8.6 0.0 4.8
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 118 741 102 196 480 85 91 749 233 88 777 v/c Ratio 0.42 0.81 0.20 0.56 0.67 0.19 0.36 0.58 0.34 0.34 0.61 Control Delay 37.7 25.1 5.4 44.1 37.2 1.8 24.7 26.6 8.4 23.3 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 25.1 5.4 44.1 37.2 1.8 24.7 26.6 8.4 23.3 26.8 Queue Length 50th (ft) 71 234 20 54 133 0 31 196 24 30 203 Queue Length 95th (ft) #131 299 45 89 170 8 58 254 78 57 262 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 280 960 535 386 943 528 255 1308 695 265 1295 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.77 0.19 0.51 0.51 0.16 0.36 0.57 0.34 0.33 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 109 682 94 180 442 78 84 689 214 81 645 70 Future Volume (veh/h) 109 682 94 180 442 78 84 689 214 81 645 70 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 118 741 102 196 480 85 91 749 233 88 701 76 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 258 878 392 269 635 283 428 938 418 423 847 92 Arrive On Green 0.05 0.08 0.08 0.08 0.18 0.18 0.18 0.26 0.26 0.18 0.26 0.26 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3234 350 Grp Volume(v), veh/h 118 741 102 196 480 85 91 749 233 88 385 392 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1807 Q Serve(g_s), s 6.1 18.5 5.4 5.4 11.5 4.2 0.0 17.7 11.4 0.0 18.4 18.4 Cycle Q Clear(g_c), s 6.1 18.5 5.4 5.4 11.5 4.2 0.0 17.7 11.4 0.0 18.4 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 258 878 392 269 635 283 428 938 418 423 466 474 V/C Ratio(X) 0.46 0.84 0.26 0.73 0.76 0.30 0.21 0.80 0.56 0.21 0.83 0.83 Avail Cap(c_a), veh/h 258 948 423 389 948 423 428 1145 511 423 573 582 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 39.6 33.6 40.2 35.1 32.1 28.9 30.9 28.6 28.9 31.3 31.3 Incr Delay (d2), s/veh 1.0 5.2 0.3 3.9 1.9 0.6 0.2 7.1 5.3 0.2 15.4 15.3 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 2.7 9.4 2.2 2.2 5.1 1.6 1.6 8.3 4.8 1.6 9.6 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.1 44.8 33.9 44.0 37.0 32.7 29.1 38.0 33.9 29.1 46.7 46.6 LnGrp LOS D D C D D C C D C C D D
Approach Vol, veh/h 961 761 1073 865
Approach Delay, s/veh 43.1 38.4 36.3 44.9
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s21.4 28.7 12.6 27.2 21.6 28.6 18.8 21.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 29.0 11.0 24.0 6.0 29.0 11.0 24.0 Max Q Clear Time (g_c+I1), s2.0 19.7 7.4 20.5 2.0 20.4 8.1 13.5 Green Ext Time (p_c), s 0.1 4.1 0.2 1.7 0.1 3.2 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 40.5
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 39 47 57 17 26 1084 62 24 1348 27 v/c Ratio 0.21 0.18 0.39 0.07 0.08 0.44 0.06 0.06 0.53 0.02 Control Delay 34.1 2.9 40.0 0.5 4.0 8.0 1.0 3.1 7.5 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0
Total Delay 34.1 2.9 40.0 0.5 4.0 8.0 1.0 3.1 9.4 0.0
Queue Length 50th (ft) 18 0 27 0 1 71 0 2 99 0
Queue Length 95th (ft) 44 7 60 0 9 221 8 8 272 0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 384 429 306 429 306 2444 1122 434 2530 1158 Starvation Cap Reductn 0 0 0 0 0 0 0 0 967 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.11 0.19 0.04 0.08 0.44 0.06 0.06 0.86 0.02 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 28 43 44 8 16 24 997 57 22 1240 25 Future Volume (veh/h) 8 28 43 44 8 16 24 997 57 22 1240 25 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 9 30 47 48 9 17 26 1084 62 24 1348 27 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 55 141 357 83 9 357 332 1392 621 467 1626 725 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.13 0.39 0.39 0.20 0.46 0.46 Sat Flow, veh/h 0 627 1585 0 39 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 39 0 47 57 0 17 26 1084 62 24 1348 27 Grp Sat Flow(s),veh/h/ln 627 0 1585 39 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 1.9 0.0 0.0 0.7 0.0 21.4 2.0 0.0 26.5 0.8 Cycle Q Clear(g_c), s 18.0 0.0 1.9 18.0 0.0 0.7 0.0 21.4 2.0 0.0 26.5 0.8 Prop In Lane 0.23 1.00 0.84 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 197 0 357 92 0 357 332 1392 621 467 1626 725 V/C Ratio(X) 0.20 0.00 0.13 0.62 0.00 0.05 0.08 0.78 0.10 0.05 0.83 0.04 Avail Cap(c_a), veh/h 197 0 357 92 0 357 332 1866 832 467 1866 832 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 1.00 1.00 0.50 0.50 0.50 Uniform Delay (d), s/veh 25.4 0.0 24.8 37.3 0.0 24.3 28.2 21.3 15.4 20.9 19.0 12.0 Incr Delay (d2), s/veh 0.5 0.0 0.2 12.3 0.0 0.1 0.1 4.4 0.3 0.0 2.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.7 1.4 0.0 0.3 0.4 9.1 0.7 0.3 10.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 0.0 24.9 49.5 0.0 24.3 28.3 25.7 15.7 21.0 21.5 12.0 LnGrp LOS C A C D A C C C B C C B
Approach Vol, veh/h 86 74 1172 1399
Approach Delay, s/veh 25.4 43.7 25.2 21.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s20.7 36.3 23.0 15.4 41.6 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 42.0 18.0 5.0 42.0 18.0
Max Q Clear Time (g_c+I1), s2.0 23.4 20.0 2.0 28.5 20.0 Green Ext Time (p_c), s 0.0 8.0 0.0 0.0 8.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 76 29 3 3 36 26 6 14 1 25 9 52
Future Vol, veh/h 76 29 3 3 36 26 6 14 1 25 9 52
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 83 32 3 3 39 28 7 15 1 27 10 57
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.2 7.5 8.1 7.7

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 30% 0% 70% 5% 74% 0%
Vol Thru, % 70% 0% 27% 55% 26% 0%
Vol Right, % 0%100% 3% 40% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 20 1 108 65 34 52
LT Vol 6 0 76 3 25 0
Through Vol 14 0 29 36 9 0
RT Vol 0 1 3 26 0 52
Lane Flow Rate 22 1 117 71 37 57
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.031 0.001 0.144 0.081 0.055 0.067
Departure Headway (Hd) 5.194 4.34 4.41 4.111 5.351 4.278 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 692 827 817 875 672 839
Service Time 2.909 2.055 2.417 2.118 3.064 1.992
HCM Lane V/C Ratio 0.032 0.001 0.143 0.081 0.055 0.068
HCM Control Delay 8.1 7.1 8.2 7.5 8.4 7.3
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.5 0.3 0.2 0.2
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

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 16 3 41 18 1 10 36 951 47 8 889 28
Future Vol, veh/h 16 3 41 18 1 10 36 951 47 8 889 28
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 17 3 45 20 1 11 39 1034 51 9 966 30

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1595 2162 498 1615 2126 517 996 0 0 1085 0 0 Stage 1 999 999 - 1112 1112 - - - - - - -
Stage 2 596 1163 - 503 1014 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 72 47 518 69 49 503 690 - - 639 - -
Stage 1 261 319 - 223 282 - - - - - - -
Stage 2 457 267 - 519 314 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver66 44 518 56 46 503 690 - - 639 - -
Mov Cap-2 Maneuver66 44 - 56 46 - - - - - - -
Stage 1 246 315 - 210 266 - - - - - - -
Stage 2 420 252 - 463 310 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s44.5 76.7 0.4 0.1

HCM LOS E F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 690 - - 154 80 639 - -
HCM Lane V/C Ratio 0.057 - - 0.423 0.394 0.014 - -
HCM Control Delay (s) 10.5 - - 44.5 76.7 10.7 - -
HCM Lane LOS B - - E F B - -
HCM 95th %tile Q(veh) 0.2 - - 1.9 1.6 0 - -
HCM 6th TWSC
7: West Driveway & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 2.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 38 16 10 44 20 17
Future Vol, veh/h 38 16 10 44 20 17
Conflicting Peds, #/hr 0 0 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 41 17 11 48 22 18

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 58 0 120 50
Stage 1 - - - - 50 -
Stage 2 - - - - 70 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1546 - 876 1018
Stage 1 - - - - 972 -
Stage 2 - - - - 953 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1546 - 870 1018
Mov Cap-2 Maneuver - - - - 870 -
Stage 1 - - - - 972 -
Stage 2 - - - - 946 -

Approach EB WB NB
HCM Control Delay, s 0 1.4 9

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 932 - - 1546 -
HCM Lane V/C Ratio 0.043 - - 0.007 -
HCM Control Delay (s) 9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
8: East Driveway & Santa Fe Ave 04/04/2023
Opening Year AM with Project 11:03 am 03/08/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 1.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 50 8 6 59 12 9
Future Vol, veh/h 50 8 6 59 12 9
Conflicting Peds, #/hr 0 0 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 54 9 7 64 13 10

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 63 0 137 59
Stage 1 - - - - 59 -
Stage 2 - - - - 78 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1540 - 856 1007
Stage 1 - - - - 964 -
Stage 2 - - - - 945 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1540 - 852 1007
Mov Cap-2 Maneuver - - - - 852 -
Stage 1 - - - - 964 -
Stage 2 - - - - 940 -

Approach EB WB NB
HCM Control Delay, s 0 0.7 9

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 912 - - 1540 -
HCM Lane V/C Ratio 0.025 - - 0.004 -
HCM Control Delay (s) 9 - - 7.3 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Queues
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 183 552 154 182 704 99 105 1105 152 76 1277 v/c Ratio 0.79 0.65 0.31 0.76 0.90 0.21 0.60 0.73 0.20 0.41 0.85 Control Delay 46.8 34.8 7.7 37.2 42.8 10.0 28.1 25.2 4.1 17.9 30.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.5 0.0 0.0 0.0 Total Delay 46.8 34.8 7.7 37.2 42.8 10.0 28.1 42.7 4.1 17.9 30.0 Queue Length 50th (ft) 73 148 4 83 219 24 29 276 2 20 341 Queue Length 95th (ft) #162 203 51 #194 #305 57 #79 355 37 42 #477 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 233 865 496 240 786 464 175 1524 764 185 1511 Starvation Cap Reductn 0 0 0 0 0 0 0 434 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.79 0.64 0.31 0.76 0.90 0.21 0.60 1.01 0.20 0.41 0.85 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 168 508 142 167 648 91 97 1017 140 70 1059 116 Future Volume (veh/h) 168 508 142 167 648 91 97 1017 140 70 1059 116 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 183 552 154 182 704 99 105 1105 152 76 1151 126 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 245 863 385 265 784 350 207 1496 667 227 1340 146 Arrive On Green 0.09 0.24 0.24 0.02 0.07 0.07 0.05 0.42 0.42 0.05 0.41 0.41 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3231 353 Grp Volume(v), veh/h 183 552 154 182 704 99 105 1105 152 76 632 645 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1807 Q Serve(g_s), s 7.6 12.5 7.3 6.0 17.7 5.3 3.2 23.5 5.5 2.3 29.1 29.2 Cycle Q Clear(g_c), s 7.6 12.5 7.3 6.0 17.7 5.3 3.2 23.5 5.5 2.3 29.1 29.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 245 863 385 265 784 350 207 1496 667 227 737 750 V/C Ratio(X) 0.75 0.64 0.40 0.69 0.90 0.28 0.51 0.74 0.23 0.34 0.86 0.86 Avail Cap(c_a), veh/h 245 869 387 265 790 352 211 1496 667 241 737 750 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 0.81 0.81 0.81 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.2 30.5 28.6 30.1 40.7 35.0 19.9 21.9 16.7 17.2 23.9 24.0 Incr Delay (d2), s/veh 11.7 1.6 0.7 5.4 10.2 0.3 1.6 2.7 0.6 0.9 9.9 10.0 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 3.7 5.4 2.8 1.3 9.5 2.1 1.2 9.9 2.1 0.9 13.5 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 32.1 29.2 35.4 50.9 35.3 21.4 24.6 17.3 18.1 33.8 33.9 LnGrp LOS D C C D D D C C B B C C
Approach Vol, veh/h 889 985 1362 1353
Approach Delay, s/veh 32.8 46.5 23.5 33.0
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 42.9 11.0 26.9 9.8 42.3 13.0 24.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 37.0 6.0 22.0 5.0 37.0 8.0 20.0 Max Q Clear Time (g_c+I1), s4.3 25.5 8.0 14.5 5.2 31.2 9.6 19.7 Green Ext Time (p_c), s 0.0 6.3 0.0 2.5 0.0 3.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 33.0
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 54 703 60 912 26 32 67 149
v/c Ratio 0.41 0.49 0.29 0.64 0.04 0.04 0.08 0.18
Control Delay 35.6 27.4 32.1 36.5 16.2 15.8 5.1 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.6 27.4 32.1 36.5 16.2 15.8 5.1 10.3
Queue Length 50th (ft) 31 203 30 265 7 9 0 25
Queue Length 95th (ft) m54 254 m32 m228 27 31 26 75
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 275 2921 426 2930 585 905 803 813
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.24 0.14 0.31 0.04 0.04 0.08 0.18 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 594 52 55 797 42 24 29 62 33 22 82 Future Volume (veh/h) 50 594 52 55 797 42 24 29 62 33 22 82 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 54 646 57 60 866 46 26 32 67 36 24 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 183 1371 121 245 1425 76 666 886 751 200 148 442 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.47 0.47 0.47 0.47 0.47 0.47 Sat Flow, veh/h 580 3304 291 705 3432 182 1212 1870 1585 317 311 933 Grp Volume(v), veh/h 54 347 356 60 448 464 26 32 67 149 0 0 Grp Sat Flow(s),veh/h/ln 580 1777 1818 705 1777 1838 1212 1870 1585 1562 0 0 Q Serve(g_s), s 8.1 16.2 16.3 7.3 21.4 21.4 0.0 0.8 2.1 0.0 0.0 0.0 Cycle Q Clear(g_c), s 29.5 16.2 16.3 23.5 21.4 21.4 0.9 0.8 2.1 4.6 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.10 1.00 1.00 0.24 0.60
Lane Grp Cap(c), veh/h 183 738 755 245 738 763 666 886 751 790 0 0 V/C Ratio(X) 0.30 0.47 0.47 0.24 0.61 0.61 0.04 0.04 0.09 0.19 0.00 0.00 Avail Cap(c_a), veh/h 425 1481 1515 540 1481 1531 666 886 751 790 0 0 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.37 0.37 0.37 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 45.8 29.7 29.7 40.6 31.9 31.9 12.7 12.7 13.0 13.7 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.4 0.4 0.2 0.3 0.3 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 7.7 7.9 1.4 10.2 10.5 0.3 0.4 0.8 1.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.6 30.1 30.1 40.8 32.2 32.2 12.8 12.8 13.2 14.2 0.0 0.0 LnGrp LOS D C C D C C B B B B A A
Approach Vol, veh/h 757 972 125 149
Approach Delay, s/veh 31.3 32.8 13.0 14.2
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 47.6 42.4 47.6 42.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 4.1 31.5 6.6 25.5
Green Ext Time (p_c), s 0.0 5.8 0.0 8.0
Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 91 526 122 317 735 105 135 770 216 71 818 v/c Ratio 0.38 0.73 0.28 0.61 0.93 0.22 0.58 0.59 0.32 0.30 0.68 Control Delay 36.5 24.0 6.4 39.9 53.8 3.4 37.0 26.7 9.7 23.4 28.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.5 24.0 6.4 39.9 53.8 3.4 37.0 26.7 9.7 23.4 28.9 Queue Length 50th (ft) 54 163 31 88 216 0 44 191 26 22 204 Queue Length 95th (ft) 99 220 52 124 #328 21 #109 272 85 51 290 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 372 786 464 702 793 467 231 1309 678 239 1210 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.67 0.26 0.45 0.93 0.22 0.58 0.59 0.32 0.30 0.68 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 84 484 112 292 676 97 124 708 199 65 671 82 Future Volume (veh/h) 84 484 112 292 676 97 124 708 199 65 671 82 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 91 526 122 317 735 105 135 770 216 71 729 89 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 156 665 297 405 790 352 446 905 403 458 827 101 Arrive On Green 0.03 0.06 0.06 0.13 0.22 0.22 0.20 0.25 0.25 0.21 0.26 0.26 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3188 389 Grp Volume(v), veh/h 91 526 122 317 735 105 135 770 216 71 406 412 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1800 Q Serve(g_s), s 4.8 13.1 6.7 8.7 18.3 5.0 0.3 18.6 10.6 0.0 19.8 19.8 Cycle Q Clear(g_c), s 4.8 13.1 6.7 8.7 18.3 5.0 0.3 18.6 10.6 0.0 19.8 19.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 156 665 297 405 790 352 446 905 403 458 461 467 V/C Ratio(X) 0.58 0.79 0.41 0.78 0.93 0.30 0.30 0.85 0.54 0.15 0.88 0.88 Avail Cap(c_a), veh/h 375 790 352 707 790 352 446 987 440 458 494 500 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 40.5 37.4 38.1 34.3 29.2 28.3 31.9 29.0 27.4 32.0 32.0 Incr Delay (d2), s/veh 3.1 4.2 0.8 3.3 17.5 0.5 0.4 9.9 5.0 0.2 20.9 20.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 6.6 2.8 3.5 9.6 1.9 2.3 9.0 4.5 1.2 10.9 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 44.6 38.3 41.4 51.8 29.6 28.6 41.8 34.0 27.5 52.9 52.8 LnGrp LOS D D D D D C C D C C D D
Approach Vol, veh/h 739 1157 1121 889
Approach Delay, s/veh 43.6 46.9 38.7 50.8
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.8 27.9 16.5 21.8 23.4 28.3 13.3 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 25.0 20.0 20.0 5.0 25.0 20.0 20.0 Max Q Clear Time (g_c+I1), s2.0 20.6 10.7 15.1 2.3 21.8 6.8 20.3 Green Ext Time (p_c), s 0.0 2.4 0.8 1.7 0.1 1.6 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 44.8
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 50 53 73 39 48 1289 66 50 1377 60 v/c Ratio 0.28 0.18 0.41 0.13 0.17 0.57 0.06 0.17 0.60 0.06 Control Delay 30.4 2.2 34.4 0.9 6.4 9.8 0.9 5.9 10.3 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0
Total Delay 30.4 2.2 34.4 0.9 6.4 9.8 0.9 5.9 11.3 0.7
Queue Length 50th (ft) 20 0 30 0 4 170 0 5 188 0
Queue Length 95th (ft) 47 6 63 0 15 265 7 15 295 5
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 362 488 354 488 279 2277 1057 303 2277 1057 Starvation Cap Reductn 0 0 0 0 0 0 0 0 576 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.11 0.21 0.08 0.17 0.57 0.06 0.17 0.81 0.06 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 16 49 52 15 36 44 1186 61 46 1267 55 Future Volume (veh/h) 30 16 49 52 15 36 44 1186 61 46 1267 55 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 33 17 53 57 16 39 48 1289 66 50 1377 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 85 28 408 92 15 408 280 1509 673 315 1558 695 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.09 0.42 0.42 0.10 0.44 0.44 Sat Flow, veh/h 0 107 1585 0 58 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 50 0 53 73 0 39 48 1289 66 50 1377 60 Grp Sat Flow(s),veh/h/ln 107 0 1585 58 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 1.8 0.0 0.0 1.3 0.0 22.9 1.7 0.0 24.9 1.5 Cycle Q Clear(g_c), s 18.0 0.0 1.8 18.0 0.0 1.3 0.0 22.9 1.7 0.0 24.9 1.5 Prop In Lane 0.66 1.00 0.78 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 0 408 107 0 408 280 1509 673 315 1558 695 V/C Ratio(X) 0.44 0.00 0.13 0.68 0.00 0.10 0.17 0.85 0.10 0.16 0.88 0.09 Avail Cap(c_a), veh/h 113 0 408 107 0 408 280 1625 725 315 1625 725 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 1.00 1.00 0.52 0.52 0.52 Uniform Delay (d), s/veh 25.4 0.0 20.0 31.4 0.0 19.8 27.7 18.2 12.1 25.6 18.0 11.5 Incr Delay (d2), s/veh 2.7 0.0 0.1 16.6 0.0 0.1 0.3 6.4 0.3 0.1 4.2 0.1 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 0.9 0.0 0.6 1.7 0.0 0.5 0.7 9.7 0.6 0.7 10.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.1 0.0 20.1 48.0 0.0 19.9 28.0 24.6 12.4 25.7 22.3 11.6 LnGrp LOS C A C D A B C C B C C B
Approach Vol, veh/h 103 112 1403 1487
Approach Delay, s/veh 24.0 38.2 24.1 22.0
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.3 34.7 23.0 11.3 35.7 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 32.0 18.0 5.0 32.0 18.0
Max Q Clear Time (g_c+I1), s2.0 24.9 20.0 2.0 26.9 20.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.0 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 47 1 4 64 24 5 22 5 29 10 81
Future Vol, veh/h 50 47 1 4 64 24 5 22 5 29 10 81
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 54 51 1 4 70 26 5 24 5 32 11 88
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.2 7.9 8 7.9

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 19% 0% 51% 4% 74% 0%
Vol Thru, % 81% 0% 48% 70% 26% 0%
Vol Right, % 0%100% 1% 26% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 27 5 98 92 39 81
LT Vol 5 0 50 4 29 0
Through Vol 22 0 47 64 10 0
RT Vol 0 5 1 24 0 81
Lane Flow Rate 29 5 107 100 42 88
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.043 0.007 0.134 0.119 0.064 0.106
Departure Headway (Hd) 5.222 4.425 4.526 4.295 5.417 4.34 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 687 810 794 836 663 828
Service Time 2.942 2.144 2.544 2.313 3.135 2.057
HCM Lane V/C Ratio 0.042 0.006 0.135 0.12 0.063 0.106
HCM Control Delay 8.2 7.2 8.2 7.9 8.5 7.6
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.5 0.4 0.2 0.4
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

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 19 1 59 7 0 8 48 993 23 3 1023 33
Future Vol, veh/h 19 1 59 7 0 8 48 993 23 3 1023 33
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 21 1 64 8 0 9 52 1079 25 3 1112 36

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1780 2344 574 1746 2337 540 1148 0 0 1104 0 0 Stage 1 1136 1136 - 1183 1183 - - - - - - -
Stage 2 644 1208 - 563 1154 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 52 36 462 55 36 486 604 - - 628 - -
Stage 1 215 275 - 201 261 - - - - - - -
Stage 2 428 254 - 478 270 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver48 33 462 43 33 486 604 - - 628 - -
Mov Cap-2 Maneuver48 33 - 43 33 - - - - - - -
Stage 1 197 274 - 184 239 - - - - - - -
Stage 2 384 232 - 408 269 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s62.3 57.9 0.5 0

HCM LOS F F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 604 - - 143 84 628 - -
HCM Lane V/C Ratio 0.086 - - 0.6 0.194 0.005 - -
HCM Control Delay (s) 11.5 - - 62.3 57.9 10.8 - -
HCM Lane LOS B - - F F B - -
HCM 95th %tile Q(veh) 0.3 - - 3.1 0.7 0 - -
HCM 6th TWSC
7: West Driveway & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 2.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 56 25 16 73 18 15
Future Vol, veh/h 56 25 16 73 18 15
Conflicting Peds, #/hr 0 0 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 61 27 17 79 20 16

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 88 0 188 75
Stage 1 - - - - 75 -
Stage 2 - - - - 113 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1508 - 801 986
Stage 1 - - - - 948 -
Stage 2 - - - - 912 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1508 - 791 986
Mov Cap-2 Maneuver - - - - 791 -
Stage 1 - - - - 948 -
Stage 2 - - - - 901 -

Approach EB WB NB
HCM Control Delay, s 0 1.3 9.3

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 869 - - 1508 -
HCM Lane V/C Ratio 0.041 - - 0.012 -
HCM Control Delay (s) 9.3 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
HCM 6th TWSC
8: East Driveway & Santa Fe Ave 04/04/2023
Opening Year PM with Project 11:23 am 03/08/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 71 13 10 70 10 8
Future Vol, veh/h 71 13 10 70 10 8
Conflicting Peds, #/hr 0 0 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 77 14 11 76 11 9

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 91 0 182 84
Stage 1 - - - - 84 -
Stage 2 - - - - 98 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1504 - 807 975
Stage 1 - - - - 939 -
Stage 2 - - - - 926 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1504 - 801 975
Mov Cap-2 Maneuver - - - - 801 -
Stage 1 - - - - 939 -
Stage 2 - - - - 919 -

Approach EB WB NB
HCM Control Delay, s 0 0.9 9.2

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 870 - - 1504 -
HCM Lane V/C Ratio 0.022 - - 0.007 -
HCM Control Delay (s) 9.2 - - 7.4 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -

April 2022 Traffic Study and Level of Service Analysis for the Parkwest Project Appendix F
Synchro Reports – Horizon Year Conditions

Queues
1: Harbor Blvd & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 277 867 116 154 547 37 57 943 173 71 1275 v/c Ratio 0.92 0.89 0.22 0.86 0.74 0.08 0.30 0.67 0.23 0.32 0.91 Control Delay 58.7 44.4 3.6 58.5 34.9 1.0 16.3 25.6 2.5 16.0 37.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.0 0.0 Total Delay 58.7 44.4 3.6 58.5 34.9 1.0 16.3 29.7 2.5 16.0 37.0 Queue Length 50th (ft) 113 247 0 64 160 0 16 235 0 20 363 Queue Length 95th (ft) #255 #355 26 #155 215 5 36 305 27 42 #513 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 302 983 544 180 747 496 189 1415 757 224 1408 Starvation Cap Reductn 0 0 0 0 0 0 0 382 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.92 0.88 0.21 0.86 0.73 0.07 0.30 0.91 0.23 0.32 0.91 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 798 107 142 503 34 52 868 159 65 1109 64 Future Volume (veh/h) 255 798 107 142 503 34 52 868 159 65 1109 64 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 277 867 116 154 547 37 57 943 173 71 1205 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 327 959 428 192 722 322 187 1443 644 250 1400 81 Arrive On Green 0.12 0.27 0.27 0.02 0.07 0.07 0.04 0.41 0.41 0.05 0.41 0.41 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3413 198 Grp Volume(v), veh/h 277 867 116 154 547 37 57 943 173 71 627 648 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1835 Q Serve(g_s), s 11.0 21.2 5.2 5.0 13.6 2.0 1.7 19.3 6.5 2.2 28.9 29.0 Cycle Q Clear(g_c), s 11.0 21.2 5.2 5.0 13.6 2.0 1.7 19.3 6.5 2.2 28.9 29.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 327 959 428 192 722 322 187 1443 644 250 729 752 V/C Ratio(X) 0.85 0.90 0.27 0.80 0.76 0.11 0.30 0.65 0.27 0.28 0.86 0.86 Avail Cap(c_a), veh/h 327 987 440 192 750 335 229 1443 644 284 729 752 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.90 0.90 0.90 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.4 31.7 25.9 33.1 39.8 34.4 19.5 21.6 17.8 16.5 24.2 24.2 Incr Delay (d2), s/veh 18.2 11.3 0.3 19.5 4.0 0.1 0.8 2.1 0.9 0.6 10.2 10.0 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 6.1 10.3 2.0 2.1 6.8 0.8 0.7 8.1 0.2 0.8 13.5 14.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.7 43.0 26.2 52.6 43.8 34.5 20.3 23.7 18.7 17.1 34.4 34.3 LnGrp LOS D D C D D C C C B B C C
Approach Vol, veh/h 1260 738 1173 1346
Approach Delay, s/veh 41.6 45.2 22.8 33.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.2 41.6 10.0 29.3 8.8 41.9 16.0 23.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 34.0 5.0 25.0 6.0 34.0 11.0 19.0 Max Q Clear Time (g_c+I1), s4.2 21.3 7.0 23.2 3.7 31.0 13.0 15.6 Green Ext Time (p_c), s 0.0 5.9 0.0 1.1 0.0 2.1 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Queues
2: Pomona Ave & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 134 963 40 649 26 48 61 164
v/c Ratio 0.53 0.63 0.29 0.42 0.05 0.06 0.08 0.22
Control Delay 36.4 33.0 19.1 16.9 18.4 17.9 6.0 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.4 33.0 19.1 16.9 18.4 17.9 6.0 13.9
Queue Length 50th (ft) 79 296 14 124 8 15 0 38
Queue Length 95th (ft) m99 m338 31 123 29 44 27 99
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 490 2934 269 2930 532 847 753 755
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.33 0.15 0.22 0.05 0.06 0.08 0.22 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 853 33 37 565 32 24 44 56 39 33 79 Future Volume (veh/h) 123 853 33 37 565 32 24 44 56 39 33 79 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 134 927 36 40 614 35 26 48 61 42 36 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 1485 58 177 1456 83 643 866 734 208 187 380 Arrive On Green 0.14 0.14 0.14 0.43 0.43 0.43 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 741 3487 135 553 3418 195 1203 1870 1585 340 405 822 Grp Volume(v), veh/h 134 472 491 40 319 330 26 48 61 164 0 0 Grp Sat Flow(s),veh/h/ln 741 1777 1846 553 1777 1835 1203 1870 1585 1567 0 0 Q Serve(g_s), s 15.6 22.5 22.5 5.8 11.3 11.3 0.0 1.3 1.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 26.9 22.5 22.5 28.3 11.3 11.3 1.0 1.3 1.9 5.1 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.11 1.00 1.00 0.26 0.52
Lane Grp Cap(c), veh/h 302 757 786 177 757 782 643 866 734 776 0 0 V/C Ratio(X) 0.44 0.62 0.62 0.23 0.42 0.42 0.04 0.06 0.08 0.21 0.00 0.00 Avail Cap(c_a), veh/h 604 1481 1538 402 1481 1529 643 866 734 776 0 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.57 0.57 0.57 0.70 0.70 0.70 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 39.2 31.9 31.9 33.0 18.1 18.1 13.2 13.3 13.5 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.5 0.5 0.4 0.3 0.3 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 10.7 11.2 0.8 4.5 4.7 0.3 0.5 0.7 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.8 32.4 32.4 33.4 18.3 18.3 13.4 13.4 13.7 15.0 0.0 0.0 LnGrp LOS D C C C B B B B B B A A
Approach Vol, veh/h 1097 689 135 164
Approach Delay, s/veh 33.3 19.2 13.6 15.0
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.7 43.3 46.7 43.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 3.9 28.9 7.1 30.3
Green Ext Time (p_c), s 0.0 9.4 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 126 787 109 203 508 90 97 788 237 93 819 v/c Ratio 0.46 0.91 0.21 0.52 0.71 0.20 0.43 0.65 0.35 0.40 0.68 Control Delay 37.8 47.5 2.5 37.7 35.2 1.4 26.3 25.7 7.0 24.3 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.8 47.5 2.5 37.7 35.2 1.4 26.3 25.7 7.0 24.3 26.2 Queue Length 50th (ft) 59 207 0 49 122 0 27 176 16 26 184 Queue Length 95th (ft) 114 #327 15 81 172 5 55 240 66 53 249 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 273 861 509 434 796 483 227 1232 674 234 1220 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.91 0.21 0.47 0.64 0.19 0.43 0.64 0.35 0.40 0.67 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 724 100 187 467 83 89 725 218 86 680 74 Future Volume (veh/h) 116 724 100 187 467 83 89 725 218 86 680 74 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 126 787 109 203 508 90 97 788 237 93 739 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 224 800 357 286 647 289 398 983 439 393 891 96 Arrive On Green 0.13 0.22 0.22 0.09 0.18 0.18 0.16 0.28 0.28 0.16 0.28 0.28 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3234 350 Grp Volume(v), veh/h 126 787 109 203 508 90 97 788 237 93 406 413 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1807 Q Serve(g_s), s 5.6 17.6 4.6 5.0 10.9 3.9 0.0 16.5 10.2 0.0 17.2 17.2 Cycle Q Clear(g_c), s 5.6 17.6 4.6 5.0 10.9 3.9 0.0 16.5 10.2 0.0 17.2 17.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 224 800 357 286 647 289 398 983 439 393 489 498 V/C Ratio(X) 0.56 0.98 0.31 0.71 0.79 0.31 0.24 0.80 0.54 0.24 0.83 0.83 Avail Cap(c_a), veh/h 232 800 357 438 800 357 398 1155 515 393 577 587 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) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 30.9 25.8 35.4 31.2 28.4 27.3 26.9 24.6 27.3 27.2 27.2 Incr Delay (d2), s/veh 2.2 24.1 0.4 3.2 4.2 0.6 0.3 6.9 4.7 0.3 14.9 14.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 9.9 1.7 2.0 4.9 1.5 1.6 7.6 4.2 1.5 9.0 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 54.9 26.2 38.6 35.4 29.0 27.6 33.7 29.3 27.6 42.2 42.0 LnGrp LOS C D C D D C C C C C D D
Approach Vol, veh/h 1022 801 1122 912
Approach Delay, s/veh 49.4 35.5 32.3 40.6
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.7 27.1 12.2 23.0 17.8 27.0 15.6 19.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 26.0 11.0 18.0 5.0 26.0 11.0 18.0 Max Q Clear Time (g_c+I1), s2.0 18.5 7.0 19.6 2.0 19.2 7.6 12.9 Green Ext Time (p_c), s 0.0 3.7 0.2 0.0 0.1 2.9 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 42 50 46 4 27 1150 57 18 1430 29
v/c Ratio 0.25 0.21 0.34 0.02 0.09 0.43 0.05 0.05 0.56 0.02 Control Delay 35.8 3.8 39.4 0.0 3.5 5.3 0.7 3.6 7.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0
Total Delay 35.8 3.8 39.4 0.0 3.5 5.3 0.7 3.6 9.5 0.0
Queue Length 50th (ft) 20 0 22 0 1 74 0 1 104 0
Queue Length 95th (ft) 48 9 52 0 8 212 6 6 285 0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 386 429 309 429 293 2646 1207 384 2565 1173 Starvation Cap Reductn 0 0 0 0 0 0 0 0 949 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.12 0.15 0.01 0.09 0.43 0.05 0.05 0.88 0.02 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 30 46 34 8 4 25 1058 52 17 1316 27 Future Volume (veh/h) 8 30 46 34 8 4 25 1058 52 17 1316 27 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 9 33 50 37 9 4 27 1150 57 18 1430 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 55 152 357 81 11 357 299 1456 649 435 1688 753 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.11 0.41 0.41 0.18 0.47 0.47 Sat Flow, veh/h 0 675 1585 0 51 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 42 0 50 46 0 4 27 1150 57 18 1430 29 Grp Sat Flow(s),veh/h/ln 675 0 1585 51 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.0 0.0 0.0 0.2 0.0 22.6 1.8 0.0 28.3 0.8 Cycle Q Clear(g_c), s 18.0 0.0 2.0 18.0 0.0 0.2 0.0 22.6 1.8 0.0 28.3 0.8 Prop In Lane 0.21 1.00 0.80 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 207 0 357 93 0 357 299 1456 649 435 1688 753 V/C Ratio(X) 0.20 0.00 0.14 0.50 0.00 0.01 0.09 0.79 0.09 0.04 0.85 0.04 Avail Cap(c_a), veh/h 207 0 357 93 0 357 299 1866 832 435 1866 832 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 1.00 1.00 0.41 0.41 0.41 Uniform Delay (d), s/veh 25.4 0.0 24.8 35.6 0.0 24.1 29.9 20.6 14.5 21.6 18.5 11.2 Incr Delay (d2), s/veh 0.5 0.0 0.2 4.1 0.0 0.0 0.1 4.4 0.3 0.0 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.8 1.0 0.0 0.1 0.5 9.6 0.7 0.2 11.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.9 0.0 25.0 39.7 0.0 24.1 30.0 25.0 14.7 21.6 20.8 11.3 LnGrp LOS C A C D A C C C B C C B
Approach Vol, veh/h 92 50 1234 1477
Approach Delay, s/veh 25.4 38.4 24.7 20.6
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s19.2 37.8 23.0 14.0 43.0 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 42.0 18.0 5.0 42.0 18.0
Max Q Clear Time (g_c+I1), s2.0 24.6 20.0 2.0 30.3 20.0 Green Ext Time (p_c), s 0.0 8.2 0.0 0.0 7.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 81 13 3 3 14 18 6 15 1 24 10 55
Future Vol, veh/h 81 13 3 3 14 18 6 15 1 24 10 55
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 88 14 3 3 15 20 7 16 1 26 11 60
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8 7.2 8 7.6

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 29% 0% 84% 9% 71% 0%
Vol Thru, % 71% 0% 13% 40% 29% 0%
Vol Right, % 0%100% 3% 51% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 21 1 97 35 34 55
LT Vol 6 0 81 3 24 0
Through Vol 15 0 13 14 10 0
RT Vol 0 1 3 18 0 55
Lane Flow Rate 23 1 105 38 37 60
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.032 0.001 0.126 0.043 0.053 0.068
Departure Headway (Hd) 5.086 4.239 4.313 4.041 5.153 4.097 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 708 848 818 891 687 861
Service Time 2.79 1.943 2.407 2.041 2.942 1.885
HCM Lane V/C Ratio 0.032 0.001 0.128 0.043 0.054 0.07
HCM Control Delay 8 6.9 8 7.2 8.2 7.2
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.4 0.1 0.2 0.2
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year AM 3:53 pm 03/08/2023 Synchro 11 Report

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 1 3 31 19 1 11 30 1009 50 9 944 21
Future Vol, veh/h 1 3 31 19 1 11 30 1009 50 9 944 21
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 3 34 21 1 12 33 1097 54 10 1026 23

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1673 2275 525 1698 2232 549 1049 0 0 1151 0 0 Stage 1 1058 1058 - 1163 1163 - - - - - - -
Stage 2 615 1217 - 535 1069 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 62 40 497 60 42 480 659 - - 603 - -
Stage 1 240 300 - 207 267 - - - - - - -
Stage 2 445 252 - 497 296 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver56 37 497 50 39 480 659 - - 603 - -
Mov Cap-2 Maneuver56 37 - 50 39 - - - - - - -
Stage 1 228 295 - 197 254 - - - - - - -
Stage 2 410 239 - 451 291 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s25.1 93 0.3 0.1

HCM LOS D F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 659 - - 217 72 603 - -
HCM Lane V/C Ratio 0.049 - - 0.175 0.468 0.016 - -
HCM Control Delay (s) 10.7 - - 25.1 93 11.1 - -
HCM Lane LOS B - - D F B - -
HCM 95th %tile Q(veh) 0.2 - - 0.6 1.9 0 - -
Queues
1: Harbor Blvd & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 193 575 164 192 741 105 109 1164 162 80 1344 v/c Ratio 0.92 0.67 0.33 0.86 0.90 0.22 0.63 0.76 0.21 0.46 0.93 Control Delay 71.3 35.2 8.6 49.9 41.8 8.7 30.3 26.1 4.7 20.0 38.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 27.2 0.0 0.0 0.0 Total Delay 71.3 35.2 8.6 49.9 41.8 8.7 30.3 53.3 4.7 20.0 38.3 Queue Length 50th (ft) 77 155 8 84 231 21 30 297 6 22 371 Queue Length 95th (ft) #188 212 57 #195 #323 51 #86 383 42 44 #521 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 209 865 496 224 825 480 174 1537 769 173 1442 Starvation Cap Reductn 0 0 0 0 0 0 0 423 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.92 0.66 0.33 0.86 0.90 0.22 0.63 1.04 0.21 0.46 0.93 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 529 151 177 682 97 100 1071 149 74 1113 123 Future Volume (veh/h) 178 529 151 177 682 97 100 1071 149 74 1113 123 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 193 575 164 192 741 105 109 1164 162 80 1210 134 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 226 862 385 258 823 367 196 1494 666 215 1334 147 Arrive On Green 0.08 0.24 0.24 0.02 0.08 0.08 0.06 0.42 0.42 0.05 0.41 0.41 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3227 356 Grp Volume(v), veh/h 193 575 164 192 741 105 109 1164 162 80 665 679 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1806 Q Serve(g_s), s 7.0 13.2 7.9 6.0 18.6 5.6 3.3 25.4 5.9 2.4 31.6 31.8 Cycle Q Clear(g_c), s 7.0 13.2 7.9 6.0 18.6 5.6 3.3 25.4 5.9 2.4 31.6 31.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 226 862 385 258 823 367 196 1494 666 215 735 747 V/C Ratio(X) 0.85 0.67 0.43 0.74 0.90 0.29 0.56 0.78 0.24 0.37 0.90 0.91 Avail Cap(c_a), veh/h 226 869 387 258 829 370 197 1494 666 228 735 747 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.74 0.74 0.74 0.81 0.81 0.81 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 30.8 28.8 30.6 40.5 34.5 20.7 22.5 16.8 18.0 24.7 24.8 Incr Delay (d2), s/veh 25.5 1.9 0.8 8.3 10.0 0.3 2.8 3.3 0.7 1.1 14.8 15.1 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 4.7 5.7 3.0 1.9 10.0 2.3 1.4 10.7 2.2 0.9 15.5 16.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 32.7 29.5 38.9 50.5 34.9 23.5 25.8 17.5 19.0 39.5 40.0 LnGrp LOS D C C D D C C C B B D D
Approach Vol, veh/h 932 1038 1435 1424
Approach Delay, s/veh 36.5 46.8 24.7 38.6
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 42.8 11.0 26.8 10.0 42.2 12.0 25.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 37.0 6.0 22.0 5.0 37.0 7.0 21.0 Max Q Clear Time (g_c+I1), s4.4 27.4 8.0 15.2 5.3 33.8 9.0 20.6 Green Ext Time (p_c), s 0.0 5.8 0.0 2.5 0.0 2.3 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 35.8
HCM 6th LOS D
Queues
2: Pomona Ave & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 58 734 60 969 22 30 72 155
v/c Ratio 0.43 0.48 0.28 0.64 0.04 0.04 0.09 0.20
Control Delay 36.1 26.8 17.4 20.9 18.0 17.5 5.5 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.1 26.8 17.4 20.9 18.0 17.5 5.5 11.3
Queue Length 50th (ft) 33 213 22 216 7 9 0 27
Queue Length 95th (ft) m55 264 40 208 26 31 29 82
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 263 2925 420 2930 544 855 765 770
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.25 0.14 0.33 0.04 0.04 0.09 0.20 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 630 45 55 846 45 20 28 66 35 20 87 Future Volume (veh/h) 53 630 45 55 846 45 20 28 66 35 20 87 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 58 685 49 60 920 49 22 30 72 38 22 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 187 1380 99 232 1408 75 668 895 759 204 134 456 Arrive On Green 0.14 0.14 0.14 0.41 0.41 0.41 0.48 0.48 0.48 0.48 0.48 0.48 Sat Flow, veh/h 550 3364 240 685 3432 183 1208 1870 1585 322 280 953 Grp Volume(v), veh/h 58 362 372 60 476 493 22 30 72 155 0 0 Grp Sat Flow(s),veh/h/ln 550 1777 1827 685 1777 1837 1208 1870 1585 1555 0 0 Q Serve(g_s), s 9.2 17.0 17.0 6.7 19.4 19.4 0.0 0.8 2.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 28.7 17.0 17.0 23.7 19.4 19.4 0.7 0.8 2.2 4.8 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.10 1.00 1.00 0.25 0.61
Lane Grp Cap(c), veh/h 187 729 749 232 729 754 668 895 759 794 0 0 V/C Ratio(X) 0.31 0.50 0.50 0.26 0.65 0.65 0.03 0.03 0.09 0.20 0.00 0.00 Avail Cap(c_a), veh/h 419 1481 1523 521 1481 1531 668 895 759 794 0 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.39 0.39 0.39 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.8 30.3 30.3 29.9 21.4 21.4 12.4 12.4 12.8 13.5 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.4 0.4 0.2 0.4 0.4 0.1 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 8.1 8.3 1.1 7.8 8.1 0.2 0.3 0.8 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.5 30.7 30.7 30.1 21.8 21.8 12.5 12.5 13.1 14.0 0.0 0.0 LnGrp LOS D C C C C C B B B B A A
Approach Vol, veh/h 792 1029 124 155
Approach Delay, s/veh 31.8 22.3 12.8 14.0
Approach LOS C C B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 48.1 41.9 48.1 41.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 4.2 30.7 6.8 25.7
Green Ext Time (p_c), s 0.0 6.3 0.0 8.7
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 97 559 129 330 776 112 143 811 221 75 862 v/c Ratio 0.46 0.71 0.27 0.69 0.89 0.22 0.73 0.68 0.34 0.37 0.79 Control Delay 38.8 33.7 3.8 40.8 42.9 2.6 49.9 27.9 8.7 26.9 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 33.7 3.8 40.8 42.9 2.6 49.9 27.9 8.7 26.9 32.0 Queue Length 50th (ft) 44 132 0 80 196 0 45 196 21 22 208 Queue Length 95th (ft) 90 184 25 #125 #296 16 #120 264 74 48 #308 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 251 884 518 479 884 518 197 1194 642 202 1089 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.39 0.63 0.25 0.69 0.88 0.22 0.73 0.68 0.34 0.37 0.79 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 514 119 304 714 103 132 746 203 69 706 87 Future Volume (veh/h) 89 514 119 304 714 103 132 746 203 69 706 87 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 97 559 129 330 776 112 143 811 221 75 767 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 145 714 319 410 867 387 361 951 424 374 867 107 Arrive On Green 0.09 0.20 0.20 0.13 0.24 0.24 0.15 0.27 0.27 0.15 0.27 0.27 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3182 394 Grp Volume(v), veh/h 97 559 129 330 776 112 143 811 221 75 428 434 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1799 Q Serve(g_s), s 4.5 11.9 5.7 8.1 16.9 4.6 0.5 17.3 9.5 0.0 18.5 18.5 Cycle Q Clear(g_c), s 4.5 11.9 5.7 8.1 16.9 4.6 0.5 17.3 9.5 0.0 18.5 18.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.22
Lane Grp Cap(c), veh/h 145 714 319 410 867 387 361 951 424 374 484 490 V/C Ratio(X) 0.67 0.78 0.40 0.80 0.89 0.29 0.40 0.85 0.52 0.20 0.88 0.88 Avail Cap(c_a), veh/h 253 888 396 477 888 396 361 1022 456 374 511 517 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) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.5 30.3 27.8 33.9 29.2 24.6 28.9 27.8 24.9 28.0 27.9 27.9 Incr Delay (d2), s/veh 4.8 3.3 0.7 8.5 11.4 0.4 0.7 9.6 4.5 0.3 20.4 20.2 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 2.0 5.3 2.2 3.5 8.3 1.7 2.4 8.3 4.0 1.2 10.2 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 33.6 28.5 42.4 40.6 25.0 29.6 37.4 29.4 28.3 48.3 48.1 LnGrp LOS D C C D D C C D C C D D
Approach Vol, veh/h 785 1218 1175 937
Approach Delay, s/veh 33.6 39.7 34.9 46.6
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.2 26.4 15.3 21.1 16.8 26.8 11.9 24.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 23.0 12.0 20.0 5.0 23.0 12.0 20.0 Max Q Clear Time (g_c+I1), s2.0 19.3 10.1 13.9 2.5 20.5 6.5 18.9 Green Ext Time (p_c), s 0.0 2.1 0.2 2.2 0.1 1.3 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 38.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

Queues
4: Harbor Blvd & Santa Fe Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 53 57 66 30 51 1368 55 41 1462 63 v/c Ratio 0.33 0.22 0.42 0.12 0.19 0.57 0.05 0.13 0.60 0.06 Control Delay 37.4 5.3 40.6 0.9 5.8 9.1 0.8 4.6 9.4 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.5 0.0
Total Delay 37.4 5.3 40.6 0.9 5.8 9.1 0.8 4.6 10.9 1.0
Queue Length 50th (ft) 25 0 31 0 5 200 0 4 208 0
Queue Length 95th (ft) 56 16 66 0 14 283 6 12 316 9
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 407 518 399 518 272 2418 1110 306 2433 1116 Starvation Cap Reductn 0 0 0 0 0 0 0 0 730 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.11 0.17 0.06 0.19 0.57 0.05 0.13 0.86 0.06 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 17 52 45 16 28 47 1259 51 38 1345 58 Future Volume (veh/h) 32 17 52 45 16 28 47 1259 51 38 1345 58 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 35 18 57 49 17 30 51 1368 55 41 1462 63 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 75 24 456 78 16 456 243 1556 694 278 1603 715 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.08 0.44 0.44 0.09 0.45 0.45 Sat Flow, veh/h 0 84 1585 0 56 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 53 0 57 66 0 30 51 1368 55 41 1462 63 Grp Sat Flow(s),veh/h/ln 84 0 1585 56 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.1 0.0 0.0 1.1 0.0 28.2 1.6 0.0 30.7 1.8 Cycle Q Clear(g_c), s 23.0 0.0 2.1 23.0 0.0 1.1 0.0 28.2 1.6 0.0 30.7 1.8 Prop In Lane 0.66 1.00 0.74 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 99 0 456 95 0 456 243 1556 694 278 1603 715 V/C Ratio(X) 0.54 0.00 0.13 0.70 0.00 0.07 0.21 0.88 0.08 0.15 0.91 0.09 Avail Cap(c_a), veh/h 99 0 456 95 0 456 243 1644 733 278 1644 733 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 1.00 1.00 0.38 0.38 0.38 Uniform Delay (d), s/veh 29.8 0.0 21.1 34.4 0.0 20.7 33.1 20.6 13.1 30.3 20.5 12.6 Incr Delay (d2), s/veh 5.6 0.0 0.1 20.1 0.0 0.1 0.4 7.4 0.2 0.1 4.0 0.1 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 1.2 0.0 0.8 1.8 0.0 0.4 0.9 12.3 0.6 0.7 12.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.4 0.0 21.2 54.5 0.0 20.8 33.5 28.0 13.3 30.4 24.5 12.6 LnGrp LOS D A C D A C C C B C C B
Approach Vol, veh/h 110 96 1474 1566
Approach Delay, s/veh 28.0 44.0 27.6 24.2
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.0 40.0 28.0 10.9 41.1 28.0
Change Period (Y+Rc), s 4.5 5.0 5.0 4.5 5.0 5.0
Max Green Setting (Gmax), s5.5 37.0 23.0 5.5 37.0 23.0
Max Q Clear Time (g_c+I1), s2.0 30.2 25.0 2.0 32.7 25.0 Green Ext Time (p_c), s 0.0 4.9 0.0 0.0 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 53 24 1 4 46 17 5 23 5 22 11 86
Future Vol, veh/h 53 24 1 4 46 17 5 23 5 22 11 86
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 58 26 1 4 50 18 5 25 5 24 12 93
Number of Lanes 0 1 0 0 1 0 0 1 1 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 2
Conflicting Approach LeftSB NB EB WB
Conflicting Lanes Left 2 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 1 1
HCM Control Delay 8.1 7.7 7.8 7.7

HCM LOS A A A A

Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 18% 0% 68% 6% 67% 0%
Vol Thru, % 82% 0% 31% 69% 33% 0%
Vol Right, % 0%100% 1% 25% 0%100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 28 5 78 67 33 86
LT Vol 5 0 53 4 22 0
Through Vol 23 0 24 46 11 0
RT Vol 0 5 1 17 0 86
Lane Flow Rate 30 5 85 73 36 93
Geometry Grp 7 7 2 2 7 7
Degree of Util (X) 0.043 0.006 0.106 0.086 0.052 0.11
Departure Headway (Hd) 5.098 4.305 4.519 4.269 5.268 4.231 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 705 834 796 842 683 851
Service Time 2.809 2.016 2.53 2.28 2.977 1.939
HCM Lane V/C Ratio 0.043 0.006 0.107 0.087 0.053 0.109
HCM Control Delay 8 7 8.1 7.7 8.3 7.5
HCM Lane LOS A A A A A A
HCM 95th-tile Q 0.1 0 0.4 0.3 0.2 0.4
HCM 6th TWSC
6: Lemon St & Santa Fe Ave 03/29/2023
Horizon Year PM 4:24 pm 03/08/2023 Synchro 11 Report

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 6 1 52 7 0 8 37 1054 24 3 1086 21
Future Vol, veh/h 6 1 52 7 0 8 37 1054 24 3 1086 21
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 120 - 60 80 - -
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 1 57 8 0 9 40 1146 26 3 1180 23

Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All1851 2450 602 1823 2435 573 1203 0 0 1172 0 0 Stage 1 1198 1198 - 1226 1226 - - - - - - -
Stage 2 653 1252 - 597 1209 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - 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 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 46 31 443 48 31 463 576 - - 592 - -
Stage 1 197 257 - 189 249 - - - - - - -
Stage 2 423 242 - 456 254 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver43 29 443 38 29 463 576 - - 592 - -
Mov Cap-2 Maneuver43 29 - 38 29 - - - - - - -
Stage 1 183 256 - 176 232 - - - - - - -
Stage 2 386 225 - 394 253 - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s30.9 66.9 0.4 0

HCM LOS D F

Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 576 - - 202 74 592 - -
HCM Lane V/C Ratio 0.07 - - 0.317 0.22 0.006 - -
HCM Control Delay (s) 11.7 - - 30.9 66.9 11.1 - -
HCM Lane LOS B - - D F B - -
HCM 95th %tile Q(veh) 0.2 - - 1.3 0.8 0 - -
Queues
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 277 874 117 154 553 37 60 954 173 70 1280 v/c Ratio 0.92 0.90 0.22 0.87 0.75 0.08 0.32 0.67 0.23 0.32 0.91 Control Delay 60.4 44.9 3.8 60.2 35.2 1.0 16.6 25.7 2.5 16.0 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.5 0.0 0.0 0.0 Total Delay 60.4 44.9 3.8 60.2 35.2 1.0 16.6 30.2 2.5 16.0 37.2 Queue Length 50th (ft) 113 250 0 64 161 0 17 238 0 20 366 Queue Length 95th (ft) #257 #360 26 #155 218 4 37 310 27 42 #517 Internal Link Dist (ft) 397 607 260 275
Turn Bay Length (ft) 295 100 255 50 120 135 115
Base Capacity (vph) 300 983 544 178 747 496 189 1416 757 221 1409 Starvation Cap Reductn 0 0 0 0 0 0 0 380 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.92 0.89 0.22 0.87 0.74 0.07 0.32 0.92 0.23 0.32 0.91 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
1: Harbor Blvd & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 255 804 108 142 509 34 55 878 159 64 1115 63 Future Volume (veh/h) 255 804 108 142 509 34 55 878 159 64 1115 63 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 277 874 117 154 553 37 60 954 173 70 1212 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 326 963 429 192 726 324 187 1441 643 246 1396 78 Arrive On Green 0.12 0.27 0.27 0.02 0.07 0.07 0.04 0.41 0.41 0.05 0.41 0.41 Sat Flow, veh/h 1688 3554 1585 1688 3554 1585 1688 3554 1585 1688 3421 192 Grp Volume(v), veh/h 277 874 117 154 553 37 60 954 173 70 629 651 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1688 1777 1585 1688 1777 1585 1688 1777 1836 Q Serve(g_s), s 11.0 21.4 5.2 5.0 13.8 2.0 1.8 19.6 6.6 2.1 29.2 29.3 Cycle Q Clear(g_c), s 11.0 21.4 5.2 5.0 13.8 2.0 1.8 19.6 6.6 2.1 29.2 29.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.10
Lane Grp Cap(c), veh/h 326 963 429 192 726 324 187 1441 643 246 725 749 V/C Ratio(X) 0.85 0.91 0.27 0.80 0.76 0.11 0.32 0.66 0.27 0.28 0.87 0.87 Avail Cap(c_a), veh/h 326 987 440 192 750 335 226 1441 643 281 725 749 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.89 0.89 0.89 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.4 31.7 25.8 33.1 39.8 34.3 19.7 21.7 17.9 16.7 24.4 24.4 Incr Delay (d2), s/veh 18.5 11.8 0.3 20.0 4.1 0.1 0.9 2.1 0.9 0.6 10.9 10.7 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 6.1 10.5 2.0 2.1 6.9 0.8 0.7 8.2 0.2 0.8 13.8 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.9 43.5 26.2 53.0 43.9 34.5 20.5 23.9 18.8 17.3 35.3 35.1 LnGrp LOS D D C D D C C C B B D D
Approach Vol, veh/h 1268 744 1187 1350
Approach Delay, s/veh 42.0 45.4 23.0 34.3
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 41.5 10.0 29.4 8.9 41.7 16.0 23.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s6.0 34.0 5.0 25.0 6.0 34.0 11.0 19.0 Max Q Clear Time (g_c+I1), s4.1 21.6 7.0 23.4 3.8 31.3 13.0 15.8 Green Ext Time (p_c), s 0.0 5.8 0.0 1.0 0.0 2.0 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Queues
2: Pomona Ave & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBT
Lane Group Flow (vph) 134 969 42 649 33 50 62 166
v/c Ratio 0.52 0.63 0.30 0.42 0.06 0.06 0.08 0.22
Control Delay 36.3 33.1 19.5 16.7 18.6 18.0 6.1 14.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.3 33.1 19.5 16.7 18.6 18.0 6.1 14.2
Queue Length 50th (ft) 79 297 15 124 10 15 0 39
Queue Length 95th (ft) m97 m338 32 123 35 46 27 101
Internal Link Dist (ft) 607 604 305 244
Turn Bay Length (ft) 235 250 90 40
Base Capacity (vph) 490 2932 267 2930 526 842 750 751
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.33 0.16 0.22 0.06 0.06 0.08 0.22 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

HCM 6th Signalized Intersection Summary
2: Pomona Ave & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 853 39 39 565 32 30 46 57 39 35 79 Future Volume (veh/h) 123 853 39 39 565 32 30 46 57 39 35 79 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 134 927 42 42 614 35 33 50 62 42 38 86 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 303 1477 67 176 1458 83 641 864 733 205 194 376 Arrive On Green 0.14 0.14 0.14 0.43 0.43 0.43 0.46 0.46 0.46 0.46 0.46 0.46 Sat Flow, veh/h 741 3462 157 550 3418 195 1200 1870 1585 336 421 813 Grp Volume(v), veh/h 134 476 493 42 319 330 33 50 62 166 0 0 Grp Sat Flow(s),veh/h/ln 741 1777 1842 550 1777 1835 1200 1870 1585 1569 0 0 Q Serve(g_s), s 15.6 22.7 22.7 6.1 11.3 11.3 0.0 1.3 2.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 26.9 22.7 22.7 28.9 11.3 11.3 1.3 1.3 2.0 5.2 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.11 1.00 1.00 0.25 0.52
Lane Grp Cap(c), veh/h 303 758 786 176 758 783 641 864 733 776 0 0 V/C Ratio(X) 0.44 0.63 0.63 0.24 0.42 0.42 0.05 0.06 0.08 0.21 0.00 0.00 Avail Cap(c_a), veh/h 604 1481 1535 399 1481 1529 641 864 733 776 0 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.57 0.57 0.57 0.70 0.70 0.70 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 39.1 31.9 31.9 33.2 18.0 18.0 13.4 13.4 13.5 14.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.5 0.5 0.5 0.3 0.3 0.2 0.1 0.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 10.8 11.2 0.8 4.5 4.7 0.4 0.6 0.7 2.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.7 32.4 32.4 33.7 18.3 18.3 13.5 13.5 13.8 15.0 0.0 0.0 LnGrp LOS D C C C B B B B B B A A
Approach Vol, veh/h 1103 691 145 166
Approach Delay, s/veh 33.3 19.2 13.6 15.0
Approach LOS C B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 46.6 43.4 46.6 43.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 5.0 75.0 5.0 75.0
Max Q Clear Time (g_c+I1), s 4.0 28.9 7.2 30.9
Green Ext Time (p_c), s 0.0 9.5 0.0 5.2
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Queues
3: Lemon St & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 125 786 109 207 510 90 97 795 246 92 823 v/c Ratio 0.46 0.92 0.21 0.53 0.71 0.20 0.43 0.65 0.37 0.40 0.68 Control Delay 37.7 47.7 2.5 37.9 35.3 1.4 26.4 25.8 7.1 24.3 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 47.7 2.5 37.9 35.3 1.4 26.4 25.8 7.1 24.3 26.2 Queue Length 50th (ft) 59 206 0 50 123 0 27 178 17 25 185 Queue Length 95th (ft) 113 #326 15 82 173 5 55 243 69 53 250 Internal Link Dist (ft) 604 269 313 239
Turn Bay Length (ft) 250 110 110 110 150 100 115
Base Capacity (vph) 272 859 508 434 796 483 226 1233 679 232 1221 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.92 0.21 0.48 0.64 0.19 0.43 0.64 0.36 0.40 0.67 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

HCM 6th Signalized Intersection Summary
3: Lemon St & Commonwealth Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 115 723 100 190 469 83 89 731 226 85 684 74 Future Volume (veh/h) 115 723 100 190 469 83 89 731 226 85 684 74 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1723 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 125 786 109 207 510 90 97 795 246 92 743 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 225 800 357 290 649 289 394 990 441 387 894 96 Arrive On Green 0.13 0.22 0.22 0.09 0.18 0.18 0.16 0.28 0.28 0.16 0.28 0.28 Sat Flow, veh/h 1688 3554 1585 3183 3554 1585 1688 3554 1585 1688 3236 348 Grp Volume(v), veh/h 125 786 109 207 510 90 97 795 246 92 408 415 Grp Sat Flow(s),veh/h/ln 1688 1777 1585 1591 1777 1585 1688 1777 1585 1688 1777 1808 Q Serve(g_s), s 5.5 17.6 4.6 5.1 11.0 3.9 0.0 16.6 10.6 0.0 17.2 17.3 Cycle Q Clear(g_c), s 5.5 17.6 4.6 5.1 11.0 3.9 0.0 16.6 10.6 0.0 17.2 17.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 225 800 357 290 649 289 394 990 441 387 491 500 V/C Ratio(X) 0.55 0.98 0.31 0.71 0.79 0.31 0.25 0.80 0.56 0.24 0.83 0.83 Avail Cap(c_a), veh/h 232 800 357 438 800 357 394 1155 515 387 577 587 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) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 30.8 25.8 35.3 31.2 28.3 27.4 26.8 24.6 27.5 27.2 27.2 Incr Delay (d2), s/veh 2.1 23.8 0.4 3.3 4.2 0.6 0.3 6.9 5.0 0.3 15.0 14.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 9.9 1.7 2.0 4.9 1.5 1.6 7.7 4.4 1.5 9.0 9.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 54.6 26.2 38.6 35.4 28.9 27.8 33.7 29.7 27.8 42.2 42.0 LnGrp LOS C D C D D C C C C C D D
Approach Vol, veh/h 1020 807 1138 915
Approach Delay, s/veh 49.1 35.5 32.3 40.7
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.4 27.3 12.3 23.0 17.6 27.1 15.7 19.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s5.0 26.0 11.0 18.0 5.0 26.0 11.0 18.0 Max Q Clear Time (g_c+I1), s2.0 18.6 7.1 19.6 2.0 19.3 7.5 13.0 Green Ext Time (p_c), s 0.0 3.6 0.2 0.0 0.1 2.8 0.1 1.6 Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Queues
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 43 50 60 17 28 1150 65 25 1430 29 v/c Ratio 0.23 0.19 0.40 0.07 0.10 0.47 0.06 0.06 0.57 0.03 Control Delay 34.2 3.4 40.2 0.5 4.2 7.8 0.9 3.4 7.9 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0
Total Delay 34.2 3.4 40.2 0.5 4.2 7.8 0.9 3.4 10.2 0.0
Queue Length 50th (ft) 20 0 28 0 1 79 0 2 111 0
Queue Length 95th (ft) 47 9 62 0 9 216 8 9 302 0
Internal Link Dist (ft) 174 615 250 260
Turn Bay Length (ft) 80 65 140 50 70 50
Base Capacity (vph) 384 429 306 429 281 2470 1133 394 2530 1159 Starvation Cap Reductn 0 0 0 0 0 0 0 0 923 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.12 0.20 0.04 0.10 0.47 0.06 0.06 0.89 0.03 Intersection Summary
HCM 6th Signalized Intersection Summary
4: Harbor Blvd & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 9 30 46 46 9 16 26 1058 60 23 1316 27 Future Volume (veh/h) 9 30 46 46 9 16 26 1058 60 23 1316 27 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 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 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1772 1870 1870 1772 1870 1870 1772 1870 1870 1772 1870 1870 Adj Flow Rate, veh/h 10 33 50 50 10 17 28 1150 65 25 1430 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 55 140 357 83 9 357 299 1457 650 434 1688 753 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.11 0.41 0.41 0.18 0.47 0.47 Sat Flow, veh/h 0 622 1585 0 42 1585 1688 3554 1585 1688 3554 1585 Grp Volume(v), veh/h 43 0 50 60 0 17 28 1150 65 25 1430 29 Grp Sat Flow(s),veh/h/ln 622 0 1585 42 0 1585 1688 1777 1585 1688 1777 1585 Q Serve(g_s), s 0.0 0.0 2.0 0.0 0.0 0.7 0.0 22.6 2.0 0.0 28.3 0.8 Cycle Q Clear(g_c), s 18.0 0.0 2.0 18.0 0.0 0.7 0.0 22.6 2.0 0.0 28.3 0.8 Prop In Lane 0.23 1.00 0.83 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 196 0 357 92 0 357 299 1457 650 434 1688 753 V/C Ratio(X) 0.22 0.00 0.14 0.65 0.00 0.05 0.09 0.79 0.10 0.06 0.85 0.04 Avail Cap(c_a), veh/h 196 0 357 92 0 357 299 1866 832 434 1866 832 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 1.00 1.00 0.41 0.41 0.41 Uniform Delay (d), s/veh 25.5 0.0 24.8 37.2 0.0 24.3 29.9 20.6 14.5 22.0 18.5 11.2 Incr Delay (d2), s/veh 0.6 0.0 0.2 15.3 0.0 0.1 0.1 4.4 0.3 0.0 2.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.8 1.5 0.0 0.3 0.5 9.6 0.7 0.3 11.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 0.0 25.0 52.6 0.0 24.3 30.1 25.0 14.8 22.0 20.8 11.3 LnGrp LOS C A C D A C C C B C C B
Approach Vol, veh/h 93 77 1243 1484
Approach Delay, s/veh 25.5 46.3 24.6 20.6
Approach LOS C D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s19.2 37.8 23.0 14.0 43.0 23.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s5.0 42.0 18.0 5.0 42.0 18.0
Max Q Clear Time (g_c+I1), s2.0 24.6 20.0 2.0 30.3 20.0 Green Ext Time (p_c), s 0.0 8.2 0.0 0.0 7.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 23.2
HCM 6th LOS C
HCM 6th AWSC
5: Pomona Ave & Santa Fe Ave 04/04/2023
Horizon Year AM with Project 4:29 pm 03/08/2023 Synchro 11 Report